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CAG-24-060 Bid Manual Volume I
Award Date: CAG-24-060 Awarded to: City of Renton Windsor Hills Utility Improvements Project WTR-27-4186 SWP-27-4186 BIDDING DOCUMENTS Volume 1 of 2 City of Renton 1055 South Grady Way Renton WA 98057 Project Manager: Katie Medina KMedina@Rentonwa.gov Bidding Requirements, Contract Forms, Conditions of the Contract, Specifications, and Plans CITY OF RENTON RENTON, WASHINGTON CONTRACT DOCUMENTS for the Windsor Hills Utility Improvements Project WTR-27-4186 SWP-27-4186 March 2024 BIDDING REQUIREMENTS CONTRACT FORMS CONDITIONS OF THE CONTRACT SPECIFICATIONS PLANS VOLUME 1 OF 2 CITY OF RENTON 1055 South Grady Way Renton, WA 98057 WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT WTR-27-4186 / SWP-27-4186 CONTRACT DOCUMENT TABLE OF CONTENTS VOLUME I 1. Summary of Fair Practices Policy 2. Summary of Americans with Disability Act Policy 3. Scope of Work 4. Vicinity Map and Site Map 5. Instructions to Bidders 6. Call for Bids 7. *Proposal and Combined Affidavit & Certificate Form: Non-Collusion Anti-Trust Claims Minimum Wage 8. *Proposal Bid Bond Form 9. *Department of Labor and Industries Certificate of Registration 10. *Schedule of Prices 11. *Acknowledgement of Receipt of Addenda 12. *Certification of Compliance with Wage Payment Statutes 13. *Subcontractor List 14. Contract Bond to the City of Renton 15. Fair Practices Policy Affidavit of Compliance 16. Contract Agreement (Contracts other than Federal - Aid FHWA) 17. Retainage Selection 18. City of Renton Insurance Requirements 19. Washington State Prevailing Minimum Hourly Wage Rates Reference 20. Traffic Control Information 21. City of Renton Special Provisions 22. City of Renton Standard Plans 23. Drainage Report with Geotechnical Engineering Report & SWPPP VOLUME II - Construction Plans (reduced 11x17) Documents marked as follows must be submitted at the time noted and must be executed by the Contractor, President and Vice President or Secretary if corporation by-laws permit. All pages must be signed. In the event another person has been duly authorized to execute contracts, a copy of the corporation minutes establishing this authority must be attached to the bid document. * Submit with Bid Submit after Notice of Award (at the latest) CITY OF RENTON - Public Works Department 1 Summary of Fair Practices Policy\ 2 Summary of Americans with Disability Act Policy\ 3 Scope of Work\ WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT WTR-27-4186 / SWP-27-4186 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: • Construction surveying, staking, and production of as-built drawings. • Temporary traffic control measures in accordance with the contract documents and applicable City of Renton and MUTCD standards. • Installing and maintaining adequate TESC measures and restoring all disturbed areas. • Installing new storm system of approximately 4,300 linear feet of 8-inch, 12-inch, and 18-inch diameter storm sewer pipe, including 59 Type 1 and Type 2 catch basins. • Improving 3 private property stormwater drainage ditches. • Installing new water system of approximately 7,000 linear feet of 8-inch diameter class 52 cement-lined restrained-joint ductile iron water pipe with polywrap, restrained-joint fittings, gate valves, fire hydrant assemblies, and thrust blocking. • Testing, poly-pigging, disinfecting, and flushing of water mains. • Installing (136) 1-inch, (1) 1.5-inch, and (1) 2-inch water service connections and transfer of domestic water services. • Connection of new water system to existing water system. • Trench excavation, including removal of existing unsuitable material, disposal of excavated material, shoring, and dewatering. • Trench backfill with suitable material and compaction to required standards, • Installing hot mix asphalt patch for utility trenches. • Removal and replacement of asphalt concrete pavement, asphalt grinding, hot mix asphalt overlay. • Removal and replacement of concrete curbs, gutters, sidewalks, curb ramps, and driveways. • Protecting existing utilities, utility potholing and resolution of utility conflicts. • Adjusting utility and monument cases to grade. • Performing landscape and property restoration. The estimated project cost is $9,000,000 to $10,000,000 For Bid Item Payment Descriptions see Special Provisions Section 1-09.14 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 300 working days is allowed for completion of the project. The City reserves the right to reject any and all bids. 52,592 4,383 Windsor Hills Utility Improvements Project This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. 2/15/2024 Legend 2,9800 1,490 THIS MAP IS NOT TO BE USED FOR NAVIGATION Feet Notes 2,980 WGS_1984_Web_Mercator_Auxiliary_Sphere Katie Medina kmedina@Rentonwa.gov Renton City Boundary Parks VICINITY MAP PROJECT AREA I-405 SR-167I-405LAKE WASHINGTON NE 4TH ST 6,574 548 Windsor Hills Utility Improvements Project This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. Site Map 2/15/2024 Legend 3730 186 THIS MAP IS NOT TO BE USED FOR NAVIGATION Feet Notes 373 WGS_1984_Web_Mercator_Auxiliary_Sphere Katie Medina kmedina@Rentonwa.gov ParcelsSITE MAP SUNSE T BL V D N E GRAND E Y W A Y N E BRONS O N W A Y N E WINDSOR W A Y N E EDMONDS AVE NEWINDSOR PL NEBRONSON PL NENE 4TH STVUEMONT PL NEWINDSOR HILLS PARK PROJECT AREAI-405 5 Instructions to Bidders\ 1 WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT WTR-27-4186 / SWP-27-4186 INSTRUCTIONS TO BIDDERS 1. Sealed bids for this proposal will be received by the City of Renton at the lobby of Renton City Hall, until the time and date specified in the Call for Bids. No mailed, Fedex, or UPS delivered bids will be accepted. The bids will be publicly opened and read via a Zoom video-conferencing 60 minutes after the bid closing, after which the bids will be considered and the award made as early as practicable. No proposal may be changed 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. Written addenda to clarify questions that arise may then be issued. If a bidder has any questions regarding the project, the bidder may: Submit questions via email to kmedina@rentonwa.gov. The bidder shall include "Bid Question – Windsor Hills Utility Improvements 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. Questions received less than 4 business days prior to the date of sealed bid submittal may not be answered. The City will not be responsible for other explanations or interpretations of the bid documents. 3. The work to be done is shown in the plans and / or specifications. Quantities are understood to be only approximate. Final payment will be based on actual quantities and at the unit price bid. The City reserves the right to add or to eliminate portions of that work as deemed necessary. 4. 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. The right is reserved to reject any and/or all bids and to waive informalities if it is deemed advantageous to the City to do so. 5 Instructions to Bidders\ 2 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 he fail, or refuse to do so, the check shall be forfeited to the City of Renton as liquidated damage for such failure. 9. All bids must be self-explanatory. No opportunity will be offered for oral explanation except as the City may request further information on particular points. 10. The bidder shall, upon request, furnish information to the City as to his financial and practical ability to satisfactorily perform the work. 11. Payment for this work will be made in Cash Warrants. 12. The Contractor shall obtain such construction insurance (e.g. fire and extended coverage, worker's compensation, public liability, and property damage as identified within Special Provisions, Specification Section 1-07.18 “Public Liability and Property Damage Insurance”. 13. The Contractor, prior to the start of construction, shall provide the City of Renton a detailed bar chart type construction schedule for the project. 14. Before starting work under this contract, the Contractor is required to supply information to the City of Renton on all chemical hazards Contractor is bringing to the jobsite and potentially exposing City of Renton Employees. 15. Payment of retainage shall be done in accordance with Section 1-09.9(1) "Retainage”. 16. Basis For Approval The construction contract will be awarded by the City of Renton to the lowest, responsible, responsive bidder. The bidder shall bid on all bid schedules items of all schedules set forth in the bid forms to be considered responsive for award. The total price of all schedules will be used to determine the successful low responsive bidder. Partial bids will not be accepted. The owner reserves the right to award any or all schedules of the Bid to meet the needs of the City. The intent is to award to only one Bidder. 17. Trench Excavation Safety Systems As required by RCW 39.04.180, on public works projects in which trench excavation will exceed a depth of four feet, any contract therefore shall require adequate safety systems for the trench excavation that meet the requirements of the Washington Industrial Safety and Health Act, Chapter 49.17 RCW. These requirements shall be included in the Bid Schedule as a separate item. The costs of trench safety systems shall not be considered as incidental to any other contract item and any attempt to include the trench safety systems as an incidental cost is prohibited. 5 Instructions to Bidders\ 3 18. 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 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. 19. Pollution Control Requirements Work under this contract shall meet all local, state and federal requirements for the prevention of environmental pollution and the preservation of public natural resources. The Contractor shall conduct the work in accordance with all applicable pollution control laws. The Contractor shall comply with and be liable for all penalties, damages, and violations under Chapter 90.48 RCW, in performance of the work. The Contractor shall also comply with Article 4 in the Puget Sound Air Pollution Control Agency Regulation III regarding removal and encapsulation of asbestos materials. 20. Standard Specifications All work under this contract shall be performed in accordance with the following standard specifications except as may be exempted or modified by the City of Renton Supplemental Specifications, Special Provisions other sections of these contract documents. These standard specifications are hereby made a part of this contract and shall control and guide all activities within this project whether referred to directly, paragraph by paragraph, or not. 1. WSDOT/APWA "2023 Standard Specifications for Road, Bridge and Municipal Construction" and "Division 1 APWA Supplement" hereinafter referred to by the abbreviated title "Standard Specifications." A. Any reference to "State," "State of Washington," "Department of Transportation," "WSDOT," or any combination thereof in the WSDOT/APWA standards shall be modified to read "City of Renton," unless specifically referring to a standard specification or test method. B. All references to measurement and payment in the WSDOT/APWA standards shall be detected and the measurement and payment provisions of Section 1-09.14, Measurement and Payment (added herein) shall govern. 21. If a soils investigation has been completed, a copy may be included as an appendix to this document. If one has not been provided for this project by the City or Engineer, the Bidders shall familiarize themselves adequately with the project site and existing subsurface condition as needed to submit their bid. Upon approval of the City, the Bidder may make such subsurface explorations and investigations as they see fit. The Bidder shall be responsible for protection of all existing facilities, utilities and other buried or surface improvements and shall restore the site to the satisfaction of the City. 5 Instructions to Bidders\ 4 26. Bidder’s Checklist It is the responsibility of each bidder to ascertain if all the documents listed on the attached index are included in their copy of the bid specifications. If documents are missing, it is the sole responsibility of the Bidder to contact the City of Renton to obtain the missing documents prior to bid opening time. Have you submitted, as part of your bid, all documents marked in the index as “Submit With Bid”? Has bid bond or certified check been enclosed? Is the amount of the bid guaranty at least 5 percent (5%) of the total amount of bid? Has the proposal been signed? Have you bid on ALL ITEMS? Sales Tax for this project is bid at 10.3% Have you submitted the Subcontractors List? Have you reviewed the Prevailing Wage Requirements? Have you submitted the Proposal and Combined Affidavit & Certificate Form? Have you submitted Department of Labor and Industries Certificate of Registration Form? Have you certified Receipt of Addenda, if any have been issued? City of Renton CALL FOR BIDS 1 Windsor Hills Utility Improvements Project CAG-24-060 WTR-27-4186 / SWP-27-4186 Submittal Deadline: 2:00 PM, April 30, 2024 Sealed bids will be received until 2:00 p.m., Tuesday, April 30, 2024, at the lobby of Renton City Hall, 1055 South Grady Way, Renton WA 98057. No mailed, USPS, Fedex, or UPS delivered will be accepted. Please include bidder’s name, address, and the name of the project on the envelope. Sealed bids will be opened and publicly read via the Zoom video-conferencing web application at 3:00 p.m., Tuesday, April 30, 2024 (60 minutes after published bid submittal time). Any bids received after the published bid submittal time cannot be considered and will not be accepted. The bid opening meeting can be accessed via videoconference by: •Clicking this link to join the Zoom meeting: •https://us02web.zoom.us/j/86593598747?pwd=aSttUmRRUEtuVkFUUURveFN4MEZKZz09 •Using the Zoom app: Meeting ID: 865 9359 8747; Passcode: 577427; •Via telephone by dialing: +12532050468,,86593598747#,,,,*577427# US •Zoom is free to use and is available at https://zoom.us/. The improvement for which Bids will be received is described below: Construct the Windsor Hills Utility Improvements project. The work includes but is not limited to: •Installing new storm system of approximately 4,300 linear feet of 8-inch, 12-inch, and 18-inch diameter storm sewer pipe, including 59 Type 1 and Type 2 catch basins. •Improving 3 private property stormwater drainage ditches. •Installing new water system of approximately 7,000 linear feet of 8-inch diameter class 52 cement-lined restrained-joint ductile iron water pipe with polywrap, restrained-joint fittings, gate valves, fire hydrant assemblies, and thrust blocking. •Installing (136) 1-inch, (1) 1.5-inch, and (1) 2-inch water service connections and transfer of domestic water services. •Testing, poly-pigging, disinfecting, and flushing of water mains. •Trench excavation, including removal of existing unsuitable material, disposal of excavated material, shoring, and dewatering. •Trench backfill with suitable material and compaction to required standards. •Removal and replacement of asphalt concrete pavement, asphalt grinding and HMA overlay. •Protecting of existing utilities, utility potholing and resolution of utility conflicts. •Construction surveying, staking, and production of as-built drawings. •Temporary traffic control measures in accordance with the contract documents and applicable City of Renton and MUTCD standards. •Installing and maintaining adequate Temporary Erosion and Sediment Control measures and restoring all disturbed areas. The estimated project cost is $9,000,000 to $10,000,000. A total of 300 working days is allowed for completion of the project. CAG-24-060 6 Call for Bids\ 2 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 Tuesday, April 9, 2024. 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. Women and Minority Business Enterprises (WMBE) are encouraged to bid. The city's Fair Practices, Non-Discrimination, and Americans with Disability Act Policies shall apply. Questions about the project shall be addressed to: Katie Medina, Public Works Department, kmedina@rentonwa.gov. Questions received less than 4 business days prior to the date of sealed bid submittal may not be answered. The City will not be responsible for other explanations or interpretations of the bid documents. A certified check or bid bond in the amount of five percent (5%) of the total of each bid must accompany each bid. Jason A. Seth, MMC, City Clerk Dates of Publication: Daily Journal of Commerce April 9, 2024 Daily Journal of Commerce April 16, 2024 Daily Journal of Commerce April 23, 2024 Public Works Department WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT CAG-24-060 Documents to be Submitted with Bid PROPOSAL & COMBINED AFFIDAVIT & CERTIFICATE FORM PROPOSAL BID BOND FORM DEPARTMENT OF LABOR AND INDUSTRIES CERTIFICATE OF REGISTRATION SCHEDULE OF PRICES ACKNOWLEDGEMENT OF RECEIPT OF ADDENDA CERTIFICATION OF COMPLIANCE WITH WAGE PAYMENT STATUTES SUBCONTRACTOR LIST 7 Proposal & Combined Affidavit & Certificate Form\ 1 CITY OF RENTON WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT WTR-27-4186 / SWP-27-4186 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 following schedule of rates and prices: (Note: Unit prices for all items, all extensions, and total amount of bid should be shown. Show unit prices both in writing and in figures.) 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 MINIMUM WAGE AFFIDAVIT FORM I, the undersigned, having been duly sworn, deposed, say and certify that in connection with the performance of the work of this project, I will pay each classification of laborer, workman, or mechanic employed in the performance of such work; not less than the prevailing rate of wage or not less than the minimum rate of wages as specified in the principal contract. 7 Proposal & Combined Affidavit & Certificate Form\ 2 I have read the above and foregoing statements and certificate, know the contents thereof and the substance as set forth therein is true to my knowledge and belief. FOR: PROPOSAL, NON COLLUSION AFFIDAVIT, ASSIGNMENT OF ANTI-TRUST CLAIMS TO PURCHASER AND MINIMUM WAGE AFFIDAVIT Name of Bidder's Firm Printed Name:______________________________ Signature:_____________________________________ Address: __________________________________________________________________________________ Contact Name (please print): _________________________________________________________________ Phone:____________________________________ Email: _______________________________________ OR Name of President of Corporation Name of Secretary of Corporation Corporation Organized under the laws of With Main Office in State of Washington at Subscribed and sworn to before me on this _______ day of _________________, 20____ Notary Public in and for the State of Washington Notary (Print)_________________________________ My appointment expires:________________________ Names of Members of Partnership: 8 Proposal Bid Bond Form\ Proposal Bid Bond KNOW ALL MEN BY THESE PRESENTS, That we, [Contractor] ____________________of [address] _______________________________________________________as Principal, and [Surety] __________________________________________________________ a corporation duly organized under the laws of the State of , and authorized to do business in the State of Washington, as Surety, are held and firmly bound unto the City of Renton in the sum of five (5) percent of the total amount of the bid proposal of said Principal for the work hereinafter described, for the payment of which, well and truly to be made, we bind ourselves, our heirs, executors, administrators and assigns, and successors and assigns, jointly and severally, firmly by these presents. The condition of this bond is such, that whereas the Principal herein is herewith submitting his/her or its sealed proposal for the following project, to wit: Windsor Hills Utility Improvements Project, WTR-27-4186 SWP-27-4186 said bid and proposal, by reference thereto, being made a part hereof. NOW, THEREFORE, if the said proposal bid by said Principal be accepted, and the contract be awarded to said Principal, and if said Principal shall duly make and enter into and execute said contract and shall furnish performance bond as required by the City of Renton within a period of ten (10) days from and after said award, exclusive of the day of such award, then this obligation shall be null and void, otherwise it shall remain and be in full force and effect. IN THE EVENT the Principal, following award, fails to execute an Agreement with the City of Renton in accordance with the terms of the Proposal and furnish a performance bond with Surety or Sureties approved by the City of Renton within ten (10) days from and after said award, then Principal shall forfeit the Bid Bond/Bid Proposal Deposit or Surety shall immediately pay and forfeit to the City of Renton the amount of the Proposal Bid Bond, as set forth in RCW 35A.40.200 and RCW 35.23.352. IN TESTIMONY WHEREOF, the Principal and Surety have caused these presents to be signed and sealed this day of , . ________________________________ ________________________________ [Principal] [Surety] ________________________________ ________________________________ [Signature of authorized official] [Signature of authorized official] _____________________________ By:_____________________________ [Title] [Attorney-in-Fact] ________________________________ [Address] ________________________________ ________________________________ ________________________________ [Telephone Number] Approved by the City Attorney on 6/03/13 9 Department of Labor and Industries Certificate of Registration\ WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT WTR-27-4186 / SWP-27-4186 Department of Labor and Industries Certificate of Registration Name on Registration: ___________________________________________________________ Registration Number: ___________________________________________________________ Expiration Date: ____________________________________________________________ Note: A copy of the certificate will be requested as part of contract execution when project is awarded. CITY OF RENTON PUBLIC WORKS DEPARTMENTWindsor Hills Utility ImprovementsWTR-27-4186 / SWP-27-4186SCHEDULE OF PRICES*Note: Show price per unit in figures only. Figures writ ten to the right of the dot (decimal) in the price per u nit column shall be interpreted as cents.SEE SECTION 1-09.14 OF THE SPECIAL PROVISIONS FOR PAYMENT INFORMATION ON BID ITEMS.ITEM SPEC. APPROX.NO. SECTION QUANTITYA01 1-091 Lump Sum________________ Per Lump Sum_____________________ A02 1-051 Lump Sum________________ Per Lump Sum_____________________ A03 1-101 Lump Sum________________ Per Lump Sum_____________________ A04 1-071 Lump Sum________________ Per Lump Sum_____________________ A05 1-071 Lump Sum________________ Per Lump Sum_____________________ A06 8-021 Lump Sum________________ Per Lump Sum_____________________ A07 8-221 Lump Sum________________ Per Lump Sum_____________________ Subtotal Schedule A 10.3% Sales Tax Schedule A Total Schedule A* UNIT PRICE TOTAL AMOUNT* The Contractor shall collect from the Contracting Agency retail sales tax on the Schedule A contract price per Section 1-07.2(2) and WAC 458-20-170.ITEM WITH UNIT PRICED BIDMobilization & Demobilization (Maximum Bid 10% of Schedule Total) Construction Surveying, Staking, and As-Built DrawingsProject Temporary Traffic ControlErosion Control and Water Pollution ControlSpill Prevention, Control and Countermeasure Plan and ImplementationLandscape and Private Property RestorationRemove and Replace Pavement MarkingsBID SCHEDULE A - GENERAL 10 Schedule of Prices\Page 1 of 7 CITY OF RENTON PUBLIC WORKS DEPARTMENTWindsor Hills Utility ImprovementsWTR-27-4186 / SWP-27-4186SCHEDULE OF PRICES*Note: Show price per unit in figures only. Figures writ ten to the right of the dot (decimal) in the price per u nit column shall be interpreted as cents.SEE SECTION 1-09.14 OF THE SPECIAL PROVISIONS FOR PAYMENT INFORMATION ON BID ITEMS.ITEM SPEC. APPROX.NO. SECTION QUANTITYUNIT PRICE TOTAL AMOUNTITEM WITH UNIT PRICED BIDB01 2-091 Lump Sum________________ Per Lump Sum_____________________ B02 4-04870 Ton________________ Per Ton_____________________ B03 2-031750 Ton________________ Per Ton_____________________ B04 5-041120 Ton________________ Per Ton_____________________ B05 5-041310 Ton________________ Per Ton_____________________ B06 8-14450 Square Yard________________ Per Square Yard_____________________ B07 8-06410 Square Yard________________ Per Square Yard_____________________ B08 8-141 Each________________ Per Each_____________________ B09 8-04870 Linear Foot________________ Per Linear Foot_____________________ B10 2-03210 Ton________________ Per Ton_____________________ B11 2-0960 Cubic Yard________________ Per Cubic Yard_____________________ B12 1-041 Estimate150,000 ________________ Per Estimate$150,000B13 7-044330 Linear Foot________________ Per Linear Foot_____________________ B14 7-04140 Linear Foot________________ Per Linear Foot_____________________ B15 7-041200 Linear Foot________________ Per Linear Foot_____________________ Removal and Replacement of Unsuitable Foundation MaterialControlled Density FillMinor ChangesBID SCHEDULE B - SURFACE WATERTrench Safety SystemsCrushed Surfacing Top CourseGravel Borrow for Trench BackfillHMA Cl. 1/2-Inch PG 58H-22 for Final Trench PatchHMA Cl. 1/2-Inch PG 58H-22 for OverlayRemove and Replace Cement Concrete SidewalkCCTV Inspection8-inch HDPE Storm Drain Pipe12-inch DI Storm Drain PipeRemove and Replace Cement Concrete DrivewayRemove and Replace Cement Concrete Curb Ramp, Type Parallel ARemove and Replace Concrete Curb and Gutter 10 Schedule of Prices\Page 2 of 7 CITY OF RENTON PUBLIC WORKS DEPARTMENTWindsor Hills Utility ImprovementsWTR-27-4186 / SWP-27-4186SCHEDULE OF PRICES*Note: Show price per unit in figures only. Figures writ ten to the right of the dot (decimal) in the price per u nit column shall be interpreted as cents.SEE SECTION 1-09.14 OF THE SPECIAL PROVISIONS FOR PAYMENT INFORMATION ON BID ITEMS.ITEM SPEC. APPROX.NO. SECTION QUANTITYUNIT PRICE TOTAL AMOUNTITEM WITH UNIT PRICED BIDB16 7-041780 Linear Foot________________ Per Linear Foot_____________________ B17 7-04910 Linear Foot________________ Per Linear Foot_____________________ B18 7-04300 Linear Foot________________ Per Linear Foot_____________________ B19 8-1570 Ton________________ Per Ton_____________________ B20 1-093 Each________________ Per Each_____________________ B21 7-0543 Each________________ Per Each_____________________ B22 7-0516 Each________________ Per Each_____________________ B23 1-091 Each________________ Per Each_____________________ B24 7-052 Each________________ Per Each_____________________ B25 7-1850 Linear Foot________________ Per Linear Foot_____________________ B26 1-071 Estimate40,000 ________________ Per Estimate$40,000B27 8-134 Each________________ Per Each_____________________ Total Schedule B* * All applicable sales tax shall be included in the unit and lump sum bid price per Section 1-07.2(1) and WAC 458-20-171.Side Sewer ReplacementResolution of Utility ConflictsSurvey Monument RestorationQuarry SpallsYard DrainCatch Basin Type 1Catch Basin Type 2, 48 In. Diam.Bird Cage Overflow StructureConnect New Storm Pipe to Existing Catch Basin12-inch Polypropylene Storm Drain Pipe12-inch C900 PVC Storm Drain Pipe18-inch Polypropylene Storm Drain Pipe 10 Schedule of Prices\Page 3 of 7 CITY OF RENTON PUBLIC WORKS DEPARTMENTWindsor Hills Utility ImprovementsWTR-27-4186 / SWP-27-4186SCHEDULE OF PRICES*Note: Show price per unit in figures only. Figures writ ten to the right of the dot (decimal) in the price per u nit column shall be interpreted as cents.SEE SECTION 1-09.14 OF THE SPECIAL PROVISIONS FOR PAYMENT INFORMATION ON BID ITEMS.ITEM SPEC. APPROX.NO. SECTION QUANTITYUNIT PRICE TOTAL AMOUNTITEM WITH UNIT PRICED BIDC01 2-091 Lump Sum________________ Per Lump Sum_____________________ C02 4-0410 Ton________________ Per Ton_____________________ C03 2-0380 Ton________________ Per Ton_____________________ C04 5-0420 Ton________________ Per Ton_____________________ C05 2-0910 Cubic Yard________________ Per Cubic Yard_____________________ C06 1-041 Estimate5,000 ________________ Per Estimate$5,000C07 7-1760 Linear Foot________________ Per Linear Foot_____________________ C08 7-1760 Linear Foot________________ Per Linear Foot_____________________ C09 7-051 Each________________ Per Each_____________________ C10 1-071 Estimate5,000 ________________ Per Estimate$5,000Subtotal Schedule C 10.3% Sales Tax Schedule C Total Schedule C* * The Contractor shall collect from the Contracting Agency retail sales tax on the Schedule A contract price per Section 1-07.2(2) and WAC 458-20-170.CCTV Inspection6-inch SDR 35 PVC Sewer Pipe48-inch Sanitary Sewer ManholeResolution of Utility ConflictsTrench Safety SystemsCrushed Surfacing Top CourseGravel Borrow for Trench BackfillHMA Cl. 1/2-Inch PG 58H-22 for Final Trench PatchControlled Density FillMinor ChangesBID SCHEDULE C - WASTEWATER 10 Schedule of Prices\Page 4 of 7 CITY OF RENTON PUBLIC WORKS DEPARTMENTWindsor Hills Utility ImprovementsWTR-27-4186 / SWP-27-4186SCHEDULE OF PRICES*Note: Show price per unit in figures only. Figures writ ten to the right of the dot (decimal) in the price per u nit column shall be interpreted as cents.SEE SECTION 1-09.14 OF THE SPECIAL PROVISIONS FOR PAYMENT INFORMATION ON BID ITEMS.ITEM SPEC. APPROX.NO. SECTION QUANTITYUNIT PRICE TOTAL AMOUNTITEM WITH UNIT PRICED BIDD01 2-091 Lump Sum________________ Per Lump Sum_____________________ D02 4-042450 Ton________________ Per Ton_____________________ D03 2-033080 Ton________________ Per Ton_____________________ D04 5-041840 Ton________________ Per Ton_____________________ D05 5-042170 Ton________________ Per Ton_____________________ D06 8-14700 Square Yard________________ Per Square Yard_____________________ D07 8-06220 Square Yard________________ Per Square Yard_____________________ D08 8-141 Each________________ Per Each_____________________ D09 8-041040 Linear Foot________________ Per Linear Foot_____________________ D10 2-03330 Ton________________ Per Ton_____________________ D11 2-0950 Cubic Yard________________ Per Cubic Yard_____________________ D12 1-041 Estimate150,000 ________________ Per Estimate$150,000D13 7-09140 Linear Foot________________ Per Linear Foot_____________________ D14 7-096920 Linear Foot________________ Per Linear Foot_____________________ D15 7-0970 Linear Foot________________ Per Linear Foot_____________________ Trench Safety SystemsDuctile Iron Class 52 10-inch Diameter Restrained-Joint Water Pipe and Restrained-Joint Fittings with PolywrapRemove and Replace Concrete Curb and GutterRemoval and Replacement of Unsuitable Foundation MaterialControlled Density FillMinor ChangesDuctile Iron Class 52 6-inch Diameter Restrained-Joint Water Pipe and Restrained-Joint Fittings with PolywrapDuctile Iron Class 52 8-inch Diameter Restrained-Joint Water Pipe and Restrained-Joint Fittings with PolywrapGravel Borrow for Trench BackfillHMA Cl. 1/2-Inch PG 58H-22 for Final Trench PatchHMA Cl. 1/2-Inch PG 58H-22 for OverlayRemove and Replace Cement Concrete SidewalkRemove and Replace Cement Concrete DrivewayRemove and Replace Cement Concrete Curb Ramp, Type Parallel ACrushed Surfacing Top CourseBID SCHEDULE D - WATER 10 Schedule of Prices\Page 5 of 7 CITY OF RENTON PUBLIC WORKS DEPARTMENT Windsor Hills Utility Improvements WTR-27-4186 / SWP-27-4186 SCHEDULE OF PRICES *Note: Show price per unit in figures only. Figures written to the right of the dot (decimal) in the price per unit column shall be interpreted as cents. SEE SECTION 1-09.14 OF THE SPECIAL PROVISIONS FOR PAYMENT INFORMATION ON BID ITEMS. ITEM SPEC. APPROX. NO. SECTION QUANTITY UNIT PRICE TOTAL AMOUNTITEM WITH UNIT PRICED BID D16 7-09 20 Linear Foot ________________ Per Linear Foot _____________________ D17 7-12 1 Each ________________ Per Each _____________________ D18 7-12 1 Each ________________ Per Each _____________________ D19 7-12 3 Each ________________ Per Each _____________________ D20 7-12 25 Each ________________ Per Each _____________________ D21 7-12 3 Each ________________ Per Each _____________________ D22 7-12 2 Each ________________ Per Each _____________________ D23 7-12 3 Each ________________ Per Each _____________________ D24 7-14 15 Each ________________ Per Each _____________________ D25 7-15 38 Each ________________ Per Each _____________________ D26 7-15 28 Each ________________ Per Each _____________________ D27 7-15 70 Each ________________ Per Each _____________________ D28 7-15 1 Each ________________ Per Each _____________________ D29 7-15 1 Each ________________ Per Each _____________________ D30 7-09 13 Each ________________ Per Each _____________________ 1-inch Water Service Connection, Type C with 1-Inch Pressure Reducing Valve (PRV) 1.5-inch Water Service Connection, Type C with 1.5- Inch Pressure Reducing Valve (PRV) 2-inch Water Service Connection Connection to Existing Water Main 10-inch Gate Valve Assembly 12-inch Gate Valve Assembly 1-inch Air and Vacuum Release Valve Assembly Fire Hydrant Assembly 1-inch Water Service Connection, Type A with 1-Inch Pressure Reducing Valve (PRV) 1-inch Water Service Connection, Type B with 1-Inch Pressure Reducing Valve (PRV) Ductile Iron Class 52 12-inch Diameter Restrained- Joint Water Pipe and Restrained-Joint Fittings with Polywrap 12-inch x 8-inch Tapping Tee and Valve Assembly 16-inch x 8-inch Tapping Tee and Valve Assembly 6-inch Gate Valve Assembly 8-inch Gate Valve Assembly 10 Schedule of Prices\Page 6 of 7 CITY OF RENTON PUBLIC WORKS DEPARTMENTWindsor Hills Utility ImprovementsWTR-27-4186 / SWP-27-4186SCHEDULE OF PRICES*Note: Show price per unit in figures only. Figures writ ten to the right of the dot (decimal) in the price per u nit column shall be interpreted as cents.SEE SECTION 1-09.14 OF THE SPECIAL PROVISIONS FOR PAYMENT INFORMATION ON BID ITEMS.ITEM SPEC. APPROX.NO. SECTION QUANTITYITEM WITH UNIT PRICED BID UNIT PRICE TOTAL AMOUNTD31 7-0990 Cubic Yard________________ Per Cubic Yard_____________________ D32 7-091 Lump Sum________________ Per Lump Sum_____________________ D33 7-095300 Pound________________ Per Pound_____________________ D34 7-18130 Linear Foot________________ Per Linear Foot_____________________ D35 1-071 Estimate30,000 ________________ Per Estimate$30,000D36 8-132 Each________________ Per Each_____________________ Subtotal Schedule D 10.3% Sales Tax Schedule D Total Schedule D* Total Bid Amount, Schedules A, B, C, & D = $Total Schedule A brought forward = $Total Schedule B brought forward = $Total Schedule C brought forward = $Total Schedule D brought forward = $Note: Determination of low bidder will be based solely on the "Total Bid".* The Contractor shall collect from the Contracting Agency retail sales tax on the Schedule A contract price per Section 1-07.2(2) and WAC 458-20-170.Summary:Additional Restrained-Joint Ductile Iron FittingsSide Sewer ReplacementResolution of Utility ConflictsSurvey Monument RestorationConcrete for Thrust Blocking and Dead-Man AnchorsAbandon Existing Water Main 10 Schedule of Prices\Page 7 of 7 11 Acknowledgement of Receipt of Addenda\ WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT WTR-27-4186 / SWP-27-4186 ACKNOWLEDGEMENT OF RECEIPT OF ADDENDA ACKNOWLEDGEMENT OF RECEIPT OF ADDENDA NO._______ DATE:________________________ NO._______ DATE:________________________ NO._______ DATE:________________________ NO._______ DATE:________________________ NO._______ DATE:________________________ SIGNED:_________________________________________________ TITLE:_________________________________________________ NAME OF COMPANY:_________________________________________________ ADDRESS:_________________________________________________ CITY/ STATE/ ZIP:_________________________________________________ TELEPHONE:_________________________________________________ Template updated 2-12-19 12 Certificate of Compliance with Wage Payment Statutes\ This form must be submitted with the Bid Proposal. Certification of Compliance with Wage Payment Statutes The bidder hereby certifies that, within the three-year period immediately preceding the bid solicitation date, the bidder is not a “willful” violator, as defined in RCW 49.48.082, of any provision of chapters 49.46, 49.48, or 49.52 RCW, as determined by a final and binding citation and notice of assessment issued by the Department of Labor and Industries or through a civil judgment entered by a court of limited or general jurisdiction. I certify under penalty of perjury under the laws of the State of Washington that the foregoing is true and correct. Bidder’s Business Name Signature of Authorized Official* Printed Name Title Date City State Check One: Sole Proprietorship ☐ Partnership ☐ Joint Venture ☐ Corporation ☐ LLC ☐ State of Incorporation, or if not a corporation, State where business entity was formed: If a co-partnership, give firm name under which business is transacted: *If a corporation, proposal must be executed in the corporate name by the president or vice-president (or any other corporate officer accompanied by evidence of authority to sign). If a co-partnership, proposal must be executed by a partner. 13 Subcontractor List\ Revised 3/31/2021 clb WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT WTR-27-4186 / SWP-27-4186 SUBCONTRACTOR LIST In accordance with RCW 39.30-060: For all public works contracts exceeding $1,000,000 the bidder shall submit the names of the subcontractors with whom the bidder, if awarded the contract, will subcontract for the following work: • All heating, ventilation and air conditioning, and plumbing subcontractors as described in chapter 18.106 RCW, and electrical subcontractors as described in chapter 19.28 RCW (this also includes the control system integrator subcontractor as well as other electrical subcontractors) shall be submitted as part of the bid. • All structural steel installation and rebar installation subcontractors shall be submitted as part of the bid. If the work does not apply to this contract, check the box “Not Applciable”. If the work will be self performed by the bidder, check the box “Self Performed”. If the subcontractors names are not submitted with the bid OR if two or more subcontractors are named to perform the same work, the bid shall be considered nonresponsive and, therefore, void. If subcontractors vary with bid alternates, please complete a separate form indicating which subcontractors will be used for which bid alternate. Complete the following: If awarded the contract, will contract with the following subcontractors for the performance of heating, ventilation and air conditioning, plumbing, electrical (including automatic controls) work, structural steel installation, and rebar installation (If no subcontractors will be required, still submit the form indicating “not applicable” for each discipline) : The following list of subcontracts is due with the bid. Category of Work Heating, Ventilation & Air Conditioning (HVAC) Not Applicable ☐ Subcontractors Name Self Performed ☐ Address Phone No. Contractor's License No. Category of Work Plumbing (per RCW 18.106) Not Applicable ☐ Subcontractors Name Self Performed ☐ Address Phone No. Contractor's License No. Category of Work Electrical (per RCW 19.28) Not Applicable ☐ Subcontractors Name Self Performed ☐ Address Phone No. Contractor's License No. Page 2 13 Subcontractor List\ Revised 3/31/2021 clb Category of Work Structural Steel and Rebar Installation Not Applicable ☐ Subcontractors Name Self Performed ☐ Address Phone No. Contractor's License No. “I certify (or declare) under penalty of perjury under the laws of the State of Washington that the information provided by bidder in the subcontractor listing form is true and correct to the best of my knowledge and belief” Signature: __________________________________________ Printed Name: _______________________________________ Date: ______________________________________________ Public Works Department WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT CAG-24-060 Documents to be Submitted After Notice of Award CONTRACT BOND TO THE CITY OF RENTON CITY OF RENTON FAIR PRACTICES POLICY AFFIDAVIT OF COMPLIANCE CONTRACT AGREEMENT RETAINAGE SELECTION Windsor Hills Utility Improvements Project Page 1 of 2 14 Contract Bond to the City of Renton\ WTR-27-4186 / SWP-27-4186 03/08/2022 F clb CONTRACT BOND TO THE CITY OF RENTON Bond No. ________________ KNOW ALL MEN BY THESE PRESENTS, That we, (CONTRACTOR/PRINCIPAL) ______________________ of [address]________________________________________________ as PRINCIPAL , and (SURETY)_________________________________________ a corporation organized and existing under the laws of the State of ________________________ as a SURETY corporation, and qualified under the laws of the State of Washington to become SURETY upon bonds of contractors with municipal corporations, as SURETY , are jointly and severally held and firmly bound to the City of Renton (CITY/OWNER) in the sum of________________________________________________ US Dollars ($________________________) Total Contract Amount, for the payment of which sum on demand we bind ourselves and our heirs, successors, assigns, executors, administrators and personal representatives, as the case may be. This obligation is entered into pursuant to the laws of the State of Washington and the ordinances of the City of Renton. Dated at _____________, Washington, this ________ day of ____________________, 20______. NOW, THEREFORE THE CONDITIONS OF THE ABOVE OBLIGATION ARE AS FOLLOWS: WHEREAS, under and pursuant to Contract No. CAG-24-060 providing for construction of the Windsor Hills Utility Improvements Project; the PRINCIPAL has accepted, or is about to accept, the Contract, and undertake to perform the Work therein provided for in the manner and within the time set forth. • The SURETY indemnifies, defends, and protects and holds the CITY/OWNER, its officers, agents, and assigns harmless from and against all claims, liabilities, causes of action, damages, and costs for such payments for labor, equipment, and materials by satisfying all claims and demands incurred under the Contract, and reimbursing and paying CITY/OWNER all expenses that CITY/OWNER may incur in making good any default by PRINCIPAL; and, against any claim of direct or indirect loss resulting from the failure of the PRINCIPAL, its heirs, executors, administrators, successors, or assigns, (or the subcontractors or lower tier subcontractors of the PRINCIPAL) to pay all laborers, mechanics, subcontractors, lower tier subcontractors material persons, and all persons who shall supply such contractor or subcontractors with provisions and supplies for the carrying on of such work; and, against any claim of direct or indirect loss resulting from the failure of the PRINCIPAL, its heirs, executors, administrators, successors, or assigns (or any of the employees, subcontractors, or lower tier subcontractors of the PRINCIPAL) to faithfully perform the Contract. • The indemnities to CITY/OWNER shall also inure to the benefit of the Consulting Engineers and other design professionals retained by OWNER in connection with the Project. • No change, extension of time, alteration, or addition to the terms of the Contract or to the Work to be performed under the Contract shall in any way affect SURETY 's obligation on the Contract Bond. SURETY , for value received, hereby waives notice of any change, extension of time, alteration, or addition to the terms of the Contract or the Work to be performed thereunder and agrees that modifications and changes to the terms and conditions of the Contract that increase the total amount to be paid the PRINCIPAL shall automatically increase the obligation of the SURETY on this Contract Bond and notice to SURETY is not required for such increased obligation. • This Contract Bond shall be governed and construed by the laws of the State of Washington, and venue shall be in King County, Washington. Windsor Hills Utility Improvements Project Page 2 of 2 14 Contract Bond to the City of Renton\ WTR-27-4186 / SWP-27-4186 03/08/2022 F clb FURTHERMORE, this Contract Bond shall be satisfied and released only upon the conditions that PRINCIPAL or SURETY: • Faithfully performs all provisions of the Contract and changes authorized by CITY/OWNER in the manner and within the time specified as may be extended under the Contract; • Pay, in accordance with Chapters 39.08, 39.12 and 60.28 Revised Code of Washington (RCW), the sums due all workers, laborers, mechanics, subcontractors, lower tier subcontractors, material suppliers, and all other persons or agents who supply labor, equipment, or materials for carrying on of such work under the Contract; • Pay all taxes, increases and penalties, if any, incurred on or related to the Contract under Titles 50 and 51 Revised Code of Washington (RCW) and any and all taxes imposed on the Principle under Title 82 RCW or any other law; • Receives a written discharge/release of bond from CITY, signed by the Mayor or by a duly authorized representative of CITY. This Contract Bond shall be executed in two (2) original counterparts, and shall be signed by the parties’ duly authorized officers. This Contract Bond will only be accepted if is accompanied by a fully executed and original power of attorney for the office executing on behalf of the SURETY. PRINCIPAL SURETY [PRINCIPAL] [SURETY] [Signature of Authorized Official] [Signature of Authorized Official] [Printed Name] [Printed Name] [Title] [Title] [Date] [Date] Name and address of local office of Agent and/or SURETY Company: Telephone: 15 Fair Practices Policy Affidavit of Compliance\ Armo ndo Pavone Mayor AGREEMENT CONTRACT NO. CAG-24-060 THIS AGREEMENT, made and entered into this [Enter Date] day of [Enter Month], [Enter Year] by and between the CITY OF RENTON, Washington, a municipal corporation of the State of Washington, hereinafter referred to as "City” and [Enter Contractor name], hereinafter referred to as "Contractor." Now, therefore the parties agree as follows: 1. Agreement. This agreement incorporates the following documents as if fully set forth herein: the 2023 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 Windsor Hills Utility Improvements Project, WTR-27-4186 SWP-27-4186, including all changes to the Work and force account work, in accordance with the Contract Documents, as described in Section 1-04.2 of the Special Provisions. 3. Payments. City shall pay Contractor at the unit and lump sum prices, and by force account as specified in the Proposal according to the Contract Documents as to time, manner, and condition of payment in a contract amount not to exceed $___________, unless modified by an approved change order or addendum. The payments to Contractor include the costs for all labor, tools, materials and equipment for the Work. 4. Completion Date. Contract time shall commence upon City's Notice to Proceed to Contractor. The Work under this Agreement shall be completed within the time specified in the Contract Bid Documents. If the Physical Work under this Agreement is not completed within the time specified, Contractor shall pay liquidated damages and all engineering inspection and supervision costs to City as specified in the Contract Bid Documents. 5. Attorney's Fees. In the event litigation is commenced to enforce this Agreement, the prevailing party shall be entitled to recover its costs, including reasonable attorney's and expert witness fees. 6. Disclaimer. No liability of Contractor shall attach to City by reason of entering into this Agreement, except as expressly provided in this Agreement. 7. Counterparts. This Agreement is executed in two (2) identical counterparts, by the parties, each of which shall for all purposes be deemed an original. Windsor Hills Utility Improvements Project WTR-27-4186 / SWP-27-4186 CAG-24-060 Contract Template Updated 12/29/2017 IN WITNESS WHEREOF, the City has caused these presents to be signed by its Mayor and attested by its City Clerk and the Contractor has hereunto set his hand and seal the day and year first above-written. CONTRACTOR: CITY OF RENTON: President/Partner/Owner Armondo Pavone, Mayor ATTEST Secretary Jason Seth, City Clerk FIRM INFORMATION d/b/a [Enter Firm name] CHECK ONE: ☐ Limited Liability Company ☐ Partnership ☐ Corporation STATE OF INCORPORATION: [Enter state of incorporation] CONTRACTOR CONTACT INFORMATION: CITY CONTACT INFORMATION: [Address Line 1] City of Renton (Katie Medina) [Address Line 2] 1055 South Grady Way [City, State and Zip] Renton, WA 98057 [Enter Phone Number] 425-430-7335 [Enter Fax Number or Email Address] kmedina@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 an limited Liability Company, an authorized managing member or manager must sign followed by his/her title. 17 Retainage Selection\ CITY OF RENTON WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT WTR-27-4186 / SWP-27-4186 RETAINAGE SELECTION Per Standard Specifications Section 1-09.9(1) Retainage, and RCW 60.28, a sum of 5-percent of the monies earned by the Contractor will be retained from progress estimates. The retainage will be used as a trust fund for the protection and payment of (1) the State with respect to taxes, and (2) the claims of any person arising under the Contract. Retainage shall be placed in a fund held by the City (non-interest bearing), unless the Contractor selects a one of the options listed below and completes all arrangements needed for that option to the satisfaction of the City. Other retainage fund options: __ 1. Deposited by the City in an escrow account (interest bearing) in a bank, mutual savings bank, or savings and loan association. Deposits will be in the name of the Contractor and bank; and are not allowed to be withdrawn without the City’s written authorization, or __ 2. The City, at its’ option, may accept a bond from the Contractor in lieu of retainage. If the Contractor selects option 1 or 2 it is fully responsible for selecting the bank or association to be used, and for making all arrangements and paying all costs associated with that option. All arrangements and forms needed for option 1 or 2 shall be submitted to the City for review and approval. Release of the Retainage will be made 60 days following the Completion Date provided the conditions in Special Provisions Section 1-09.9(1), and applicable State Regulations, are met. SIGNED:_________________________________________________ PRINT NAME:_________________________________________________ COMPANY:_________________________________________________ DATE:_________________________________________________ Insurance Guidelines for the City of Renton The City of Renton requires current insurance certificates for one or more of the following lines of coverage and minimum insurance limits: Revised 6/8/23 •$1,000,000 per occurrence and $2,000,000 aggregate for Commercial General Liability (CGL) or Special Event coverage. Limits may be increased for higher than usual or special liability exposures. •$1,000,000 combined single limit for Auto Liability. Required if a commercial vehicle will be used in performance of work or delivery of products, beyond normal commutes. •Proof of Workers’ Compensation coverage, as required by the State of Washington (provide the Washington L&I or excess coverage policy number). •Excess Liability or Umbrella. Required only if needed to reach minimum CGL or auto liability coverage limits. •$1,000,000 Professional Liability. Required if professional services (e.g. architect, engineering, surveying, legal, or medical) are being provided to the city and if those professional services are excluded from the CGL policy. •$1,000,000 Pollution Liability. Required if work involves a pollution risk to the environment. •$2,000,000 Cyber Liability Insurance. Required for information technology professional services agreements. Limits may be higher for special liability exposures. •Builders Risk. May be required up to the amount of the completed value of a new building or major construction project. •$1,000,000 per occurrence Aircraft Liability (Single Limit Bodily Injury and Property Damage Liability). Required coverage only for aircraft tie-down leases. Additional requirements unique to the City of Renton: •Name the City of Renton as a certificate holder and a Primary and Non-Contributory Additional Insured on the policy. This requirement applies to Commercial General, Auto Liability, Excess/ Umbrella, Special Event, and Aircraft Liability policies; it does not apply to Professional Liability, Workers’ Compensation, nor Cyber Insurance. •The Certificate Holder should read: •The City shall be provided with written notice of any policy cancellation within a minimum of two business days of receipt of such notice by the policy holder. •The city does not represent that the minimum required insurance coverage or limits are adequate to protect the vendor/contractor/consultant from all liabilities. •Insurance certificate requirements and minimum limits can only be waived or modified with Risk Manager approval. Direct any questions, comments, or concerns to: Krista Kolaz, Risk Management 425-430-7669 kkolaz@rentonwa.gov City of Renton ATTN: [your City contact’s name & department] 1055 South Grady Way Renton, WA 98057 19 Washington State Prevailing Minimum Hourly Wage Rates\ 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 April 2024. A copy of the applicable prevailing wages rates is also available for viewing at the office of the Owner, located at _Renton City Hall, 1055 South Grady Way, Renton, Washington. Upon request, the Owner will mail a hard copy of the applicable prevailing wage rates for this project. The State of Washington “Statement of Intent to Pay Prevailing Wages – Public Works Contract” and “Affidavit of Wages Paid – Public Works Contract” may be filed online with the Department of Labor and Industries. 20 Traffic Control\ TRAFFIC CONTROL INFORMATION 20 Traffic Control Information\ WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT WTR-27-4186 / SWP-27-4186 TRAFFIC CONTROL The City of Renton requires any contractor, firm, corporation, or other public/private agency to prepare a traffic control plan and obtain City’s approval of that plan when construction, repair, or maintenance work is to be conducted within the City’s right-of-way. The plan shall be consistent with the provisions found in the State of Washington Manual on Uniform Traffic Control Devices (MUTCD) for Streets and Highways, Special Provisions Section 1-10.2(2) and the Contract Documents. Traffic Control Plan shall be submitted to the City for review at or prior to the Preconstruction Meeting. Traffic Control Standard Plans, application and requirements can be found on the City’s website: https://rentonwa.gov/city_hall/public_works/transportation_systems/operations/traffic/traffic _control_plans Typical details for lane closures are attached. The Contractor shall be responsible for assuring that traffic control is installed and maintained in conformance to established standards. The Contractor shall continuously evaluate the operation of the traffic control plan and take prompt action to correct any problems that become evident during operation. See Special Provisions Section 1-10 for additional requirements. Note: The Applicant is responsible for compliance with all codes and regulations, whether or not described in this document. DEPARTMENT OF PUBLIC WORKS Page 1 of 3 | Published: 10/27/2021 Transportation Division | 1055 South Grady Way, 5th Floor | Renton, WA 98057 | 425-430-7380 Website: rentonwa.gov TRAFFIC CONTROL PLAN APPLICATION Published: 10/27/2021 TRAFFIC CONTROL PLAN (TCP) MUST BE SUBMITTED TO PUBLIC WORKS TRANSPORTATION DIVISION FOR REVIEW/APPROVAL AT LEAST FIVE (5) WORKING DAYS BEFORE THE DATE OF WORK. The City of Renton requires any contractor, firm, corporation, or other public/private agency to prepare a traffic control plan (TCP) and obtain city's approval of that plan when construction, repair, or maintenance work is to be conducted within the city's right-of-way. 1. Fill out the Traffic Control Plan (TCP) Application form and prepare required submittal documents. 2. The following items are all required for submittal of the TCP Application: ☐ Electronic Copy of the TCP Application ☐ Electronic Copy of the TCP Layout, on 11” X 17” paper size format, which shall: Include map(s) showing the location of the project and work area. Be legible lettering and clear, contrasting, symbols of viewing or printing. Must indicate street names, and north arrow and scale. Types of plans required: o Work hour plan – show all mobility impacts during construction hours. o Non-work plan - show all mobility impacts after work hours when limited or no work is happening in the right-of-way (ROW), if applicable. o Changing construction phases – show construction sequence and each construction phase change even if the traffic control is not modified, if applicable. o Pedestrian access/detour plan, if applicable. - Shall conform to the Washington State Traffic Control Flagger Certification handbook, by the Evergreen Safety Council. 3. Submit Application via email to TCP@rentonwa.gov with the subject line “TCP Application – [Project Name].” Project Name: Permit #: Site Address: Work Date: From _____________ To _____________ Work Time: Start ______________ End ______________ Construction Company: Contact Name: Phone/Cell: _________________________ Business Address: City/State: Zip: Description of Work: Approval By: _________________________________________________ Date:____________________ Transportation Engineering Note: The Applicant is responsible for compliance with all codes and regulations, whether or not described in this document. Page 2 of 3 | Published: 10/27/2021 PERMIT HOLDER AGREES TO ALL THE FOLLOWING: Must have approved Traffic Control Plan (TCP) prior to commencing the work. Maintain existing pedestrian access. The work on pedestrian facilities, shall be limited to one corner at a time, with the least possible inconvenience or delay to pedestrians. WORK TIME begins when any street or travel lane is fully or partially closed. This includes set up within the traveled way. Comply with all traffic regulations of the City of Renton and the State of Washington. Prepare a traffic control plan and obtain City approval of that plan. That plan shall be implemented for all street and lane closures, and the plan shall be performed in compliance with the Manual on Uniform Traffic Control Devices. Notify emergency services (253-852-2121) twenty-four (24) hours before any street or lane closures. Contractor or entity must call Renton School District (425-204-4455) or any public/private agency, including public transit, to be affected by a temporary lane or road closure a minimum of five business days (excluding weekends and holidays) prior to starting any work. Contractor or entity must notify King County Metro in writing at construction.coord@kingcounty.gov a minimum of five business days (excluding weekends and holidays) prior to starting any work impacting bus stops, a temporary lane or road closure. Work requiring removing a bus shelter or sign requires notification in writing a minimum of 30 business days (excluding weekends and holidays). Please call King County Metro at 206-477-1140 with any questions. Any lane or street closures not in conformance with the approved traffic control plan and/or without notification of emergency services may result in receiving a citation for violation of R.C.W. 47.36.200 Signs or Flaggers at thoroughfare work sites and R.C.W. 9A.36.050 Reckless Endangerment, and other applicable State and City codes. Indemnify and hold harmless the City of Renton from any and all claims, actions, and judgments, including all costs of defense and attorney’s fees incurred in defending against same, arising from and related to implementation of the approved traffic control plans including claims arising from towing of private vehicles and the acts of the Permit Holder’s agents and employees. The City of Renton shall be entitled, in its reasonable discretion, to settle claims prior to suit or judgment, and in such event shall indemnify and hold harmless the City for any such claims paid, including the City’s reasonable attorney’s fees and litigation costs incurred resulting from such claim. In the event any claim or suit is brought against City within the scope of this Agreement, Permit Holder will pay for legal counsel chosen by the City to defend against same. Flagger and sign placement are subject to revision by the City Inspector on site, if needed to address traffic or pedestrian safety or travel. All permit conditions shall be met. NOTES: Total road closure lasting more than twenty-four (24) hours is subject to the approval by the City Council. Work Zone Traffic Control shall be in accordance with the Manual on Uniform Traffic Control Devices (MUTCD) and shown by a traffic control plan layout or reference to WSDOT. Approved Temporary Traffic Control Plan must be at the work site during work hours. Complete assistance and accommodation shall be provided to all kinds of pedestrian traffic when sidewalk or walkway is impeded to safely redirect pedestrians around a work zone. Signage shall be used to warn motorcyclists/bicyclists of the potential hazards on any uneven surfaced or slippery road conditions during work and non-work hours. Any vehicle, equipment, barricade, or portable tow-away sign used within the work area must display a company logo or any legally acceptable sign showing the company name, address, and telephone number at a conspicuous place on the vehicle or equipment. Note: The Applicant is responsible for compliance with all codes and regulations, whether or not described in this document. Page 3 of 3 | Published: 10/27/2021 In the case of Temporary No Parking Zones, all the following apply in addition to previous: Contractor must complete form to show limits of Temporary No Parking Zone identifying barricade locations for vacate parking or curb lane usage. Contractor must post notice of dates and time of Temporary No Parking Zone with at least two signs per block seventy-two (72) hours in advance of effective date and time. The cover sheet of this Traffic Control Plan form must be attached to each Temporary No Parking Sign on the project site. Temporary traffic control devices must be removed immediately when work is done or no construction activities are going on. If deemed abandoned, City crews will remove and store them at the City’s maintenance shop (3555 NE 2nd Street). I certify that the information on this application and within the submittal documents are accurate to the best of my knowledge and I acknowledge all the requirements on this application. Applicant’s Signature Date Applicant’s Name (Print) DRAWN BY: ELENA BRUNSTEINAPPROVED FOR PUBLICATION DATESTATE DESIGN ENGINEER Washington State Department of Transportation SHEET 1 OF 1 SHEETSHEET 1 OF 1 SHEET SINGLE LANE CLOSURE WITH ENCROACHMENT STANDARD PLAN K-24.20-00 SHEET 1 OF 1 SHEET FOR LOCAL AGENCY USE ONLY NOT FOR USE ON STATE ROUTES STA TEOFWASHINGT O NR EGISTEREDPROFE S SIONAL ENGINEER25335THEODORE J. TR EPA NI EREXPIRES AUGUST 9, 2007 SIGN LOCATION CHANNELIZING DEVICES PROTECTIVE VEHICLE ~ RECOMMENDED LEGEND PCMS EXISTING EDGE STRIPE EXISTING LANE STRIPE TEMPORARY TRAFFIC CONTROL DEVICE ARROW PANEL PORTABLE CHANGEABLE MESSAGE SIGN LATERAL BUFFER ~ 4’ EXISTING LANE EXISTING SHOULDER 2’ ASECTION WORK AREATEMPORARY LANE ~ 12’ MIN. EXISTING LANEEXISTING SHOULDER ROAD WORK AHEAD END ROAD WORK 100’ WORK AREA B L X X W20-1 PCMSSEE NOTE 5 RIGHT LANE CLOSED AHEAD W20-5R X1 ROAD NARROWS W5-1 A G20-2A OR DOWNSTREAM TAPER TO SHOW END OF WORK AREA ~ SEE NOTE 6 SEE NOTE 2 W4-2L ~ COMPLIANCE DATE 12/23/13 1. 2. 3. 4. 5. NOTES 6. 7. 8. MINIMUM WEIGHT 15,000 LBS. (MAXIMUM WEIGHT SHALL BE IN ACCORDANCE WITH MANU- FACTURER RECOMMENDATION) TYPICAL PROTECTIVE VEHICLE WITH TMA (SEE NOTE 1) LOADED WEIGHT ROLL AHEAD STOPPING DISTANCE = 30 FEET MIN. (DRY PAVEMENT ASSUMED) 45 50 55 60 360 425 495 570 POSTED SPEED (MPH) LONGITUDINAL BUFFER SPACE = B LENGTH B (FEET) 1 4 YARD DUMP TRUCK, SERVICE TRUCK, FLAT BED, ETC. BUFFER DATA VEHICLE TYPE 25 30 35 155 200 250 40 305 25 30 35 40 45 50 55 540 550 600 550 605 660 660 720 POSTED SPEED (MPH) 10 11 12 MINIMUM TAPER LENGTH = L 60 65 70 (FEET) 450 495 500 780 840 LANE WIDTH (FEET) 125 165 180 205 225 245 270 294 320 105 115 150 --- -- 8040 POSTED SPEED (MPH) 50 / 70 IN TANGENT (FEET) IN TAPER (FEET) CHANNELIZING DEVICE SPACING 35 / 45 30 60 8040 POSTED SPEED (MPH) 50 / 70 IN TANGENT (FEET) IN TAPER (FEET) CHANNELIZING DEVICE SPACING 25 / 30 20 40 RURAL ROADS & URBAN ARTERIALS URBAN STREETS RURAL ROADS, URBAN ARTERIALS, RESIDENTIAL & BUSINESS DISTRICTS 25 MPH OR LESS 35 / 40 MPH 25 / 30 MPH 45 / 55 MPHRURAL ROADS 60 / 65 MPHRURAL HIGHWAYS 100’ 35/64 (2) 200’ 35/64 (2) 350’ 35/64 500’ 35/64 800’ 35/64 ALL SIGNS ARE BLACK ON ORANGE UNLESS DESIGNATED OTHERWISE SIGN SPACING = X (1) (1) ALL SIGN SPACING MAY BE ADJUSTED TO ACCOMMODATE AT-GRADE INTERSECTIONS, AND DRIVEWAYS. (2) THIS SIGN SPACING MAY BE REDUCED IN URBAN AREAS TO FIT ROADWAY CONDITIONS. A Protective Vehicle is recommended regardless if a Truck Mounted Attenuator (TMA) is available; a work vehicle may be used. When no TMA is used, the Protective Vehicle shall be strategically located to shield workers, with no specific Roll-Ahead Stopping Distance. Extend device taper (L/3) across shoulder ~ recommended. Portable Changeable Message Sign (PCMS) ~ recommended. Traffic Safety Drums for all tapers on high speed roadway ~ recommended. Transverse Devices in closed lane every 1000’ 35/64 ~ recommended. Channelizing Device spacing for the downstream taper option shall be 20’ O.C. Use advanced notice for any overwidth loads prior to lane closure for altenative routes if applicable ~ recommended. For signs size refer to Manual on Uniform Traffic Control Devices (MUTCD) and WSDOT Sign Fabrication Manual M55-05. Ken L. Smith 02-15-07NOTE: THIS PLAN IS NOT A LEGAL ENGINEERING DOCUMENT BUT AN ELECTRONIC DUPLICATE. THE ORIGINAL, SIGNED BY THE ENGINEER AND APPROVED FOR PUBLICATION, IS KEPT ON FILE AT THE WASHINGTON STATE DEPARTMENT OF TRANS-PORTATION. A COPY MAY BE OBTAINED UPON REQUEST. APPROVED FOR PUBLICATION DATESTATE DESIGN ENGINEER Washington State Department of Transportation SHEET 1 OF 1 SHEETSHEET 1 OF 1 SHEET RURAL ROADS & URBAN ARTERIALS URBAN STREETS RURAL ROADS, URBAN ARTERIALS, RESIDENTIAL & BUSINESS DISTRICTS 25 MPH OR LESS 35 / 40 MPH 25 / 30 MPH 45 / 55 MPHRURAL ROADS 350’ 35/64 500’ 35/64 DRAWN BY: ELENA BRUNSTEIN1. 2. 3. 4. NOTES ALL SIGNS ARE BLACK ON ORANGE UNLESS DESIGNATED OTHERWISE 8040 POSTED SPEED (MPH) 50 / 70 IN TANGENT (FEET) IN TAPER (FEET) CHANNELIZING DEVICE SPACING 35 / 45 30 60 8040 POSTED SPEED (MPH) 50 / 70 IN TANGENT (FEET) IN TAPER (FEET) CHANNELIZING DEVICE SPACING 25 / 30 20 40 END ROAD WORK G20-2A WORK AREA ROAD WORK AHEAD W20-1 XROAD WORK AHEAD W20-1 X END ROAD WORK G20-2A W20-1 ROAD WORK AHEADXRIGHT LANE TURN RIGHT MUST R3-7R B/W ROAD WORK AHEAD W20-1 X END ROAD WORK G20-2A SIGN SPACING = X 100’ 35/64 200’ 35/64 XXXXLL/2XR4-7 B/W SIGN LOCATION CHANNELIZING DEVICES LEGEND 25 30 10 11 12 LANE WIDTH (FEET) 125 165 180 105 115 150 35 40 POSTED SPEED (MPH) 205 225 245 270 294 320 45 50 55 540 550 600 550 605 660 450 495 500 MINIMUM TAPER LENGTH = L (FEET) OBLITERATED MARKING R3-2 R/W R3-2 R/W R3-2 R/W ARROW PANEL SEE N O T E 1 ( T Y P. ) THRU TRAFFIC MERGE LEFT W4-7 W4-2L ~ COMPLIANCE DATE 12/23/13 STANDARD PLAN K-32.80-00 INTERSECTION ~ HALF ROAD CLOSURE WITH LANE SHIFT SHEET 1 OF 1 SHEET FOR LOCAL AGENCY USE ONLY NOT FOR USE ON STATE ROUTES BARRICADE ~ TYPE 3 L 45 270 POSTED SPEED (MPH) LONGITUDINAL BUFFER SPACE = B LENGTH B (FEET) 25 30 35 120 40 1705585 BW20-5L LEFT LANE CLOSED AHEAD END ROAD WORK G20-2A 5. 6. 7. ALL SIGN SPACING MAY BE ADJUSTED TO ACCOMMODATE AT-GRADE INTERSECTIONS AND DRIVEWAYS.STA TEOFWASHINGT O NR EGISTEREDPROFE S SIONAL ENGINEER25335THEODORE J. TR EPA NI EREXPIRES AUGUST 9, 2007 NO LEFT TURN signs are to be used if traffic volumes are too high or there is an operating signal. Close the left turn pocket if there is one on the side street. When turn prohibitions are implemented, two turn prohibition signs should be used, one on the near side and, space permitting, one on on the far side of the intersection. If the work space extends a crosswalk, the crosswalk should be closed (see Standard Plan K-34.20). Flashing Warning Lights (Type A per MUTCD) should be used, as needed, to mark barricades at night. Steady Burning Warning Lights (Type C per MUTCD) shall be used to mark channelizing devices at night. For long term projects conflicting pavement markings that are no longer applicable shall be removed or obliterated. Temporary markings shall be used. For signs size refer to Manual on Uniform Traffic Control Devices (MUTCD) and WSDOT Sign Fabrication Manual M55-05.NOTE: THIS PLAN IS NOT A LEGAL ENGINEERING DOCUMENT BUT AN ELECTRONIC DUPLICATE. THE ORIGINAL, SIGNED BY THE ENGINEER AND APPROVED FOR PUBLICATION, IS KEPT ON FILE AT THE WASHINGTON STATE DEPARTMENT OF TRANS-PORTATION. A COPY MAY BE OBTAINED UPON REQUEST.02-15-07Ken L. Smith 21 City of Renton Special Provisions\ CITY OF RENTON SPECIAL PROVISIONS CITY OF RENTON, WASHINGTON WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT ISSUED FOR BID MARCH 2024 SPECIAL PROVISIONS CERTIFICATE PAGE City of Renton Windsor Hills Utility Improvements The engineering material and data contained in the Special Provisions were prepared under the supervision and direction of the undersigned, whose seal as a registered professional engineer is affixed below. Rebecca Loveday Ochiltree, P.E. BHC Consultants, LLC Madison Taylor McCrosky, P.E. BHC Consultants, LLC Zachary Joseph Miles, P.E. BHC Consultants, LLC 03/08/2024 03/08/2024 03/08/2024 i SPECIAL PROVISIONS 1 DIVISION 1 GENERAL REQUIREMENTS 2 1-01 DEFINITIONS AND TERMS 2 1-01.1 General 2 1-01.3 Definitions 2 1-02 BID PROCEDURES AND CONDITIONS 6 1-02.1 Prequalification of Bidders 6 1-02.2 Plans and Specifications 6 1-02.4(1) General 6 1-02.4(2) Subsurface Information 7 1-02.5 Proposal Forms 7 1-02.6 Preparation of Proposal 7 1-02.6(1) Certification of Compliance with Wage Payment Statutes 8 1-02.7 Bid Deposit 8 1-02.7(1) Bid Bond, Cashier’s Check, Postal Money Order 9 1-02.9 Delivery of Proposal 9 1-02.10 Withdrawing, Revising, or Supplementing Proposal 10 1-02.12 Public Opening of Proposals 10 1-02.13 Irregular Proposals 10 1-02.14 Disqualification of Bidders 12 1-02.15 Pre Award Information 13 1-03 AWARD AND EXECUTION OF CONTRACT 14 1-03.1 Consideration of Bids 14 1-03.2 Award of Contract 14 1-03.3 Execution of Contract 15 1-03.4 Contract Bond 15 1-03.7 Judicial Review 16 1-04 SCOPE OF WORK 16 1-04.2 Coordination of Contract Documents, Plans, Special Provisions Specifications, and Addenda 16 1-04.2(1) Contractor-Discovered Discrepancies 17 1-04.4 Changes 17 1-04.4(1) Minor Changes 17 1-04.6 Variation in Estimated Quantities 17 ii 1-04.8 Progress Estimates and Payments 18 1-04.11 Final Cleanup 18 1-05 CONTROL OF WORK 18 1-05.4 Conformity With and Deviation from Plans and Stakes 18 1-05.4(3) Contractor Supplied Surveying 19 1-05.4(4) Contractor Provided As-Built Information 20 1-05.7 Removal of Defective and/or Unauthorized Work 20 1-05.10 Guarantees 21 1-05.11 Final Inspection 22 1-05.11(1) Substantial Completion Date 22 1-05.11(2) Final Inspection and Physical Completion Date 23 1-05.11(3) Operational Testing 23 1-05.12 Final Acceptance 24 1-05.13 Superintendents, Labor and Equipment of Contractor 24 1-05.14 Cooperation with Other Contractors 24 1-05.15 Method of Serving Notices 25 1-05.16 Water and Power 25 1-05.17 Oral Agreements 25 1-05.18 Contractor's Daily Diary 25 1-06 CONTROL OF MATERIAL 27 1-06.1 Approval of Materials Prior to Use 27 1-06.1(2) Request for Approval of Materials (RAM) 27 1-06.2(1) Samples and Tests for Acceptance 27 1-06.2(2) Statistical Evaluation of Materials for Acceptance 27 1-06.6 Recycled Materials 28 1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC 28 1-07.1 Laws to be Observed 28 1-07.2 State Sales Tax 29 1-07.2(1) State Sales Tax – Rule 171 29 1-07.2(2) State Sales Tax – Rule 170 29 1-07.2(3) Services 30 1-07.5 Environmental Regulations 30 1-07.5(1) General 30 iii 1-07.6 Permits and Licenses 30 1-07.7 Load Limits 31 1-07.9 Wages 31 1-07.11 Requirements for Non-Discrimination 31 1-07.11(11) City of Renton Affidavit of Compliance 31 1-07.13 Contractor’s Responsibility for Work 31 1-07.13(1) General 31 1-07.15 Temporary Water Pollution/Erosion Control 32 1-07.16 Protection and Restoration of Property 34 1-07.16(1) Private/Public Property 34 1-07.17 Utilities and Similar Facilities 35 1-07.17(4) Interruption of Services 37 1-07.17(5) Resolution of Utility Conflicts 37 1-07.18 Insurance 38 1-07.18(1) General Requirements 38 1-07.18(2) Additional Insured 39 1-07.18(3) Subcontractors 39 1-07.18(4) Verification of Coverage 40 1-07.18(5) Coverage and Limits 40 1-07.22 Use of Explosives 42 1-07.23 Public Convenience and Safety 43 1-07.23(1) Construction Under Traffic 43 1-07.23(2) Construction and Maintenance of Detours 44 1-07.24 Rights-of-Way 44 1-07.28 Confined Space Entry 45 1-08 PROSECUTION AND PROGRESS 46 1-08.0 Preliminary Matters 46 1-08.0(1) Preconstruction Conference 46 1-08.0(2) Hours of Work 47 1-08.0(3) Reimbursement for Overtime Work of Contracting Agency Employees 48 1-08.1 Subcontracting 48 1-08.2 Assignment 49 1-08.3 Progress Schedule 49 iv 1-08.4 Notice to Proceed and Prosecution of the Work 50 1-08.5 Time For Completion 51 1-08.6 Suspension of Work 53 1-08.7 Maintenance During Suspension 53 1-08.9 Liquidated Damages 53 1-08.11 Contractor's Plant and Equipment 54 1-08.12 Attention to Work 54 1-09 MEASUREMENT AND PAYMENT 55 1-09.1 Measurement of Quantities 55 1-09.2 Weighing Equipment 56 1-09.2(1) General Requirements for Weighing Equipment 56 1-09.2(5) Measurement 56 1-09.3 Scope of Payment 56 1-09.6 Force Account 57 1-09.7 Mobilization 57 1-09.9 Payments 57 1-09.9(1) Retainage 59 1-09.9(2) Contracting Agency’s Right to Withhold and Disburse Certain Amounts 60 1-09.9(3) Final Payment 61 1-09.11 Disputes and Claims 62 1-09.11(2) Claims 62 1-09.11(3) Time Limitations and Jurisdiction 62 1-09.13 Claims Resolutions 63 1-09.13(4) Venue for Litigation 64 1-09.14 Payment Schedule 64 GENERAL 64 1-09.14(1) Scope 64 1-09.14(2) Bid Items 65 1-10 TEMPORARY TRAFFIC CONTROL 97 1-10.1 General 97 1-10.2(2) Traffic Control Plans 99 1-10.3 Traffic Control Labor, Procedures, and Devices 99 1-11 RENTON SURVEYING STANDARDS 100 v 1-11.1(1) Responsibility for Surveys 100 1-11.1(2) Survey Datum and Precision 100 1-11.1(3) Subdivision Information 101 1-11.1(4) Field Notes 101 1-11.1(5) Corners and Monuments 101 1-11.1(6) Control or Base Line Survey 102 1-11.1(7) Precision Levels 102 1-11.1(8) Radial and Station -- Offset Topography 102 1-11.1(9) Radial Topography 103 1-11.1(10) Station--Offset Topography 103 1-11.1(11) As-Built Survey 103 1-11.1(12) Monument Setting and Referencing 103 1-11.2 Materials 104 1-11.2(1) Property/Lot Corners 104 1-11.2(2) Monuments 104 1-11.2(3) Monument Case and Cover 104 DIVISION 2 EARTHWORK 105 2-01 CLEARING, GRUBBING, AND ROADSIDE CLEANUP 105 2-01.1 Description 105 2-01.2 Disposal of Usable Material and Debris 105 2-01.3(1) Clearing 105 2-02 REMOVAL OF STRUCTURES AND OBSTRUCTIONS 105 2-02.3(3) Removal of Pavement, Sidewalks, Curbs, and Gutters 105 2-03 ROADWAY EXCAVATION AND EMBANKMENT 106 2-03.3 Construction Requirements 106 2-04 HAUL 107 2-04.5 Payment 107 2-06 SUBGRADE PREPARATION 107 2-06.5 Measurement and Payment 107 2-09 STRUCTURE EXCAVATION 107 2-09.1 Description 107 2-09.4 Measurement 108 2-09.5 Payment 108 vi DIVISION 5 SURFACE TREATMENTS AND PAVEMENTS 109 5-04 Hot Mix Asphalt (Non-Statistical, Commercial) 109 5-04.1 Description 109 5-04.2 Materials 109 5-04.2(1) How to Get an HMA Mix Design on the QPL 110 5-04.2(2) Mix Design – Obtaining Project Approval 111 5-04.3 Construction Requirements 112 5-04.3(1) Weather Limitations 112 5-04.3(2) Paving Under Traffic 112 5-04.3(3) Equipment 113 5-04.3(4) Preparation of Existing Paved Surfaces 115 5-04.3(5) Producing/Stockpiling Aggregates and RAP 118 5-04.3(6) Mixing 118 5-04.3(7) Spreading and Finishing 119 5-04.3(8) Aggregate Acceptance Prior to Incorporation in HMA 119 5-04.3(9) HMA Mixture Acceptance 119 5-04.3(10) HMA Compaction Acceptance 123 5-04.3(11) Reject Work 125 5-04.3(12) Joints 127 5-04.3(13) Surface Smoothness 128 5-04.3(14) Planing (Milling) Bituminous Pavement 128 5-04.3(15) Sealing Pavement Surfaces 132 5-04.3(16) HMA Road Approaches 132 5-04.3(17) Construction Joint Sealing 132 5-04.3(18) Incidental Uses for HMA 132 5-04.3(19) Vacant 132 5-04.3(20) Vacant 132 5-04.3(21) Temporary Pavement Marking 132 5-04.4 Measurement 133 5-04.5 Payment 133 5-07 TEMPORARY RESTORATION IN PAVEMENT AREA 134 5-07.1 Description 134 5-07.2 Materials 134 vii 5-07.3 Construction Requirements 134 DIVISION 7 DRAINAGE STRUCTURES, STORM SEWERS, WATER MAINS, AND CONDUITS 135 7-01 DRAINS 135 7-01.2 Materials 135 7-01.3 Construction Requirements 135 7-02 CULVERTS 135 7-02.2 Materials 135 7-04 STORM SEWERS 136 7-04.2 Materials 136 7-04.2(2) Temporary Stormwater Diversion 137 7-04.3(1) Cleaning and Testing 137 7-04.3(2) CCTV Inspection 138 7-04.3(3) Direct Pipe Connections 139 7-05 MANHOLES, INLETS, AND CATCH BASINS 139 7-05.3 Construction Requirements 139 7-05.3(1) Adjusting Manholes and Catch Basins to Grade 139 7-05.3(2) Abandon Existing Manholes 140 7-05.3(3) Connections to Existing Structures 141 7-05.3(5) Manhole Coatings 141 7-08 GENERAL PIPE INSTALLATION REQUIREMENTS 142 7-08.3 Construction Requirements 142 7-09 WATER MAINS 145 7-09.3(15) Laying of Pipe on Curves 146 7-09.3(17) Laying Ductile Iron Pipe and Fittings with Polyethylene Encasement 147 7-09.3(21) Concrete Thrust Blocking and Dead-Man Block 149 7-09.3(23) Hydrostatic Pressure Test 149 7-09.3(24) Disinfection of Water Mains 152 7-09.3(26) Abandonment of Existing Water Pipe 153 7-12 VALVES FOR WATER MAINS 154 7-12.3(1) Installation of Valve Marker Post 154 7-12.3(2) Adjust Existing Valve Box to Grade 154 7-14 HYDRANTS 154 7-14.3(1) Setting Hydrants 154 viii 7-14.3(3) Resetting Existing Hydrants 155 7-14.3(7) Remove and Salvage Hydrant 155 7-14.3(8) Abandoned Valves 155 7-15 SERVICE CONNECTIONS 156 7-15.3 Construction Requirements 156 7-17 SANITARY SEWERS 157 7-17.2 Materials 157 7-17.3 Construction Requirements 157 7-17.3(1) Protection of Existing Sewerage Facilities 157 7-18 SIDE SEWERS 159 7-18.1 Description 159 7-18.2 Materials 159 7-18.3 Construction Requirements 160 7-18.3(6) Side Sewer Replacement 160 DIVISION 8 MISCELLANEOUS CONSTRUCTION 162 8-01 EROSION CONTROL AND WATER POLLUTION CONTROL 162 8-01.1 Description 162 8-01.3 Construction Requirements 162 8-01.3(1) General 162 8-01.3(8) Street Cleaning 164 8-01.3(16) Removal 164 8-01.3(17) Protection of Existing Trees and Shrubs 165 8-02 ROADSIDE RESTORATION 165 8-02.2 Materials 165 8-02.3(1) Responsibility During Construction 165 8-02.3(10) Lawn Installation 166 8-02.3(17) Protection of Private Property and Property Restoration 167 8-04 CURBS, GUTTERS, AND SPILLWAYS 167 8-04.1 Description 167 8-04.3 Construction Requirements 168 8-04.3(3) Painting of Curbs 168 8-06 CEMENT CONCRETE DRIVEWAY ENTRANCES 168 8-06.1 Description 168 ix 8-06.2 Materials 168 8-06.3 Construction Requirements 169 8-13 MONUMENT CASES 169 8-13.1 Description 169 8-13.3 Construction Requirements 169 8-14 CEMENT CONCRETE SIDEWALKS 170 8-14.2 Materials 170 8-14.3 Construction Requirements 170 8-14.3(4) Curing 171 8-14.3(6) Curb Ramps 171 8-14.3(7) Cold Weather Work 172 8-18 MAILBOX SUPPORT 172 8-18.3 Construction Requirements 172 8-19 ADJUST UTILITY APPURTENANCES 172 8-19.1 Description 172 8-19.3 Construction Requirements 172 8-19.3(1) Valve Boxes 172 8-22 PAVEMENT MARKING 173 8-22.1 Description 173 8-22.2 Materials 173 8-22.3 Construction Requirements 173 8-22.3(6) Removing Pavement Markings 174 8-23 TEMPORARY PAVEMENT MARKINGS 174 8-23.5 Payment 174 DIVISION 9 MATERIALS 175 9-03 AGGREGATES 175 9-03.8(7) HMA Tolerances and Adjustments 175 9-03.12 Gravel Backfill 175 9-03.12(6) Underdrain Aggregate 175 9-05 DRAINAGE STRUCTURES, CULVERTS, AND CONDUITS 176 9-05.2 Underdrain Pipe 176 9-05.2(9) Slotted PVC Underdrain Pipe 176 9-05.4 Steel Culvert Pipe and Pipe Arch (RC) 176 x 9-05.7(2) Concrete Storm Sewer Pipe 176 9-05.7(2) Reinforced Concrete Storm Sewer Pipe (RC) 176 9-05.7(3) Concrete Storm Sewer Pipe Joints (RC) 177 9-05.7(4) Testing Concrete Storm Sewer Pipe Joints (RC) 177 9-05.9 Steel Spiral Rib Storm Sewer Pipe (RC) 177 9-05.12(3) CPEP Sewer Pipe 178 9-05.17 Aluminum Spiral Rib Storm Sewer Pipe 178 9-05.20 Corrugated Polyethylene Storm Sewer Pipe (CPEP) 179 9-05.20(1) Description 179 9-05.20(2) Pipe Material and Fabrication 179 9-05.20(3) Fittings and Gaskets 179 9-05.20(4) Installation 179 9-05.23 High Density Polyethylene Piping 179 9-05.24 Polypropylene Culvert Pipe, Polypropylene Storm Sewer Pipe, and Polypropylene Sanitary Sewer Pipe 180 9-05.24(1) Polypropylene Culvert Pipe and Storm Sewer Pipe 181 9-05.24(2) Polypropylene Sanitary Sewer Pipe 181 9-05.52 Dense Foam 181 9-08 PAINTS 181 9-08.9 Manhole Coating System Products 181 9-08.9(1) Coating Systems Specification 181 9-14 EROSION CONTROL AND ROADSIDE PLANTING 182 9-14.2 Topsoil 182 9-14.2(1) Topsoil Type A 182 9-14.3 Seed 182 9-23 CONCRETE CURING MATERIALS AND ADMIXTURES 183 9-23.9 Fly Ash (RC) 183 9-30 WATER DISTRIBUTION MATERIALS 183 9-30.1 Pipe 183 9-30.1(1) Ductile Iron Pipe 183 9-30.1(2) Polyethylene Encasement 184 9-30.2 Fittings 184 9-30.2(1) Ductile Iron Pipe 184 xi 9-30.2(2) Galvanized Iron Pipe 185 9-30.2(3) Steel Casing Pipe 185 9-30.2(6) Restrained-Joint Pipe and Restrained-Joint Fittings 186 9-30.2(7) Bolted, Sleeve-Type Couplings for Plain End Pipe 186 9-30.3 Valves 186 9-30.3(1) Gate Valves (3 to 16 inches) 187 9-30.3(3) Butterfly Valves 187 9-30.3(4) Valve Boxes 187 9-30.3(5) Valve Marker Posts 188 9-30.3(6) Valve Stem Extensions 188 9-30.3(7) Combination Air Release/Air Vacuum Valves 188 9-30.3(8) Tapping Sleeve and Valve Assembly 188 9-30.3(9) Blow-Off Assembly 188 9-30.5 Hydrants 189 9-30.5(1) End Connections 189 9-30.5(2) Hydrant Dimensions 189 9-30.5(4) Hydrant Restraints 189 9-30.6 Water Service Connections (2 inches and Smaller) 190 9-30.6(3) Service Pipes 190 9-30.6(4) Service Fittings 190 9-30.6(5) Meter Setters 190 9-30.6(7) Meter Boxes 190 1 SPECIAL PROVISIONS The work on this project shall be accomplished in accordance with the Standard Specifications for Road, Bridge and Municipal Construction, 2023 edition, as issued by the Washington State Department of Transportation (WSDOT) and the American Public Works Association (APWA), Washington State Chapter (hereafter “Standard Specifications”). The Standard Specifications, as modified or supplemented by the Amendments to the Standard Specifications and these Special Provisions, all of which are made a part of the Contract Documents, shall govern all of the Work. These Special Provisions are made up of both General Special Provisions (GSPs) from various sources, which may have project-specific fill-ins, and project-specific Special Provisions. Each Provision supplements, modifies, or replaces the comparable Standard Specification, or is a new Provision. The deletion, amendment, alteration, or addition to any subsection or portion of the Standard Specifications is meant to pertain only to that particular portion of the section, and in no way should it be interpreted that the balance of the section does not apply. Also incorporated into the Contract Documents by reference are: • Manual on Uniform Traffic Control Devices (MUTCD) 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. The symbol (******) indicates a Project-Specific Special Provision (PSP), that is a Special Provision that normally appears only in this contract. A GSP that has been modified is identified as a PSP. When the Local Agency GSPs revise only a part of a paragraph(s) in a section of the WSDOT/APWA Standard Specifications, the entire paragraph is repeated, with new text underlined for clarity, and deleted text crossed out. When the entire paragraph or section is revised, underlines are not used. Third-Party Beneficiary: All parties agree that the State of Washington shall be, and is hereby, named as an express third-party beneficiary of this Contract, with full rights as such. 2 DIVISION 1 GENERAL REQUIREMENTS 1-01 DEFINITIONS AND TERMS 1-01.1 General Section 1-01.1 is supplemented with: (******) Whenever reference is made to the State, State of Washington, Commission, Department of Transportation, Secretary of Transportation, Owner, Contracting Agency or Engineer, such reference shall be deemed to mean the City of Renton acting through its City Council, employees, and duly authorized representatives for all contracts administered by the City of Renton. All references to “State Materials Laboratory” shall be revised to read “Contracting Agency designated location”. 1-01.3 Definitions Section 1-01.3 is revised and supplemented by the following: (******) Delete the heading Completion Dates and the three paragraphs that follow it, and replace them with the following: Dates Bid Opening Date The date on which the Contracting Agency publicly opens and reads the Bids. Award Date The date of the formal decision of the Contracting Agency to accept the lowest responsible and responsive Bidder for the Work. Contract Execution Date The date the Contracting Agency officially binds the Agency to the Contract. Notice to Proceed Date The date stated in the Notice to Proceed on which the Contract time begins. Substantial Completion Date The day the Engineer determines the Contracting Agency has full and unrestricted use and benefit of the facilities, both from the operational and safety standpoint, any remaining traffic disruptions will be rare and brief, and only minor incidental work, replacement of temporary substitute facilities, plant establishment periods, or correction or repair remains for the Physical Completion of the total Contract. Physical Completion Date The day all of the Work is physically completed on the project. All documentation required by the Contract and required by law does not necessarily need to be furnished by the Contractor by this date. 3 Completion Date The day all the Work specified in the Contract is completed and all the obligations of the Contractor under the contract are fulfilled by the Contractor. All documentation required by the Contract and required by law must be furnished by the Contractor before establishment of this date. Final Acceptance Date The date on which the Contracting Agency accepts the Work as complete. Supplement this Section with the following: All references in the Standard Specifications or WSDOT General Special Provisions, to the terms “Department of Transportation”, “Washington State Transportation Commission”, “Commission”, “Secretary of Transportation”, “Secretary”, “Headquarters”, and “State Treasurer” shall be revised to read “Contracting Agency”. All references to the terms “State” or “state” shall be revised to read “Contracting Agency” unless the reference is to an administrative agency of the State of Washington, a State statute or regulation, or the context reasonably indicates otherwise. All references to “State Materials Laboratory” shall be revised to read “Contracting Agency designated location”. All references to “final contract voucher certification” shall be interpreted to mean the Contracting Agency form(s) by which final payment is authorized, and final completion and acceptance granted. Additive A supplemental unit of work or group of bid items, identified separately in the Bid Proposal, which may, at the discretion of the Contracting Agency, be awarded in addition to the base bid. Alternate One of two or more units of work or groups of bid items, identified separately in the Bid Proposal, from which the Contracting Agency may make a choice between different methods or material of construction for performing the same work. Business Day A business day is any day from Monday through Friday except holidays as listed in Section 1-08.5. Contract Bond The definition in the Standard Specifications for “Contract Bond” applies to whatever bond form(s) are required by the Contract Documents, which may be a combination of a Payment Bond and a Performance Bond. Contract Documents See definition for “Contract”. Contract Time The period of time established by the terms and conditions of the Contract within which the Work must be physically completed. 4 Notice of Award The written notice from the Contracting Agency to the successful Bidder signifying the Contracting Agency’s acceptance of the Bid Proposal. Notice to Proceed The written notice from the Contracting Agency or Engineer to the Contractor authorizing and directing the Contractor to proceed with the Work and establishing the date on which the Contract time begins. Traffic Both vehicular and non-vehicular traffic, such as pedestrians, bicyclists, wheelchairs, and equestrian traffic. Supplement this Section as follows: (******) 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. Biologist Shall consist of a biologist representing the Contracting Agency. Consulting Engineer The Contracting Agency's design consultant, who may or may not administer the construction program for the Contracting Agency. 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. 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. Landscape Architect Shall be the Landscape Architect of record for the Contract Documents. 5 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 Details" generally used in Specifications refers to drawings bound either with the specification documents or included with the Plans or the City of Renton Standard Plans. Points Wherever reference is made to the Engineer’s points, this shall mean all marks, bench marks, reference points, stakes, hubs, tack, etc., established by the Engineer for maintaining horizontal and vertical control of the Work. Provide Means “furnish and install” as specified and shown in the Plans. Secretary, Secretary of Transportation The chief executive officer of the Department and other authorized representatives. The chief executive officer to the Department shall also refer to the Department of Public Works Administrator. Shop Drawings Same as “Working Drawings” defined in the Standard Specifications. Special Provisions Modifications to the Standard Specifications and their amendments that apply to an individual project. The special provisions may describe Work the Specifications do not cover. Such Work shall comply first with the Special Provisions and then with any Specifications that apply. The Contractor shall include all costs of doing this Work within the bid prices. State The state of Washington acting through its representatives. The State shall also refer to The City of Renton and its authorized representatives where applicable. 6 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. 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. 1-02 BID PROCEDURES AND CONDITIONS 1-02.1 Prequalification of Bidders Delete this Section and replace it with the following: (******) Bidders shall be qualified by experience, financing, equipment, and organization to do the Work called for in the Contract Documents. The Contracting Agency reserves the right to take whatever action it deems necessary to ascertain the ability of the bidder to perform the Work satisfactorily. 1-02.2 Plans and Specifications Delete this Section and replace it with the following: (******) Information as to where Bid Documents can be obtained or reviewed will be found in the Call for Bids (Advertisement for Bids) for the Work. After award of the Contract, Plans and Specifications will be issued to the Contractor at no cost as detailed below: To Prime Contractor No. of Sets Basis of Distribution Reduced Plans (11” x 17”) 4 Furnished automatically upon award Contract Provisions (Contract documents, special provisions, etc) 4 Furnished automatically upon award Large Plans (22” x 34”) 4 Furnished only upon request CAD Drawings N/A Furnished only upon request 1-02.4(1) General The first sentence of the ninth paragraph, beginning with “Prospective Bidder desiring…”, is revised to read: (******) Prospective Bidders desiring an explanation or interpretation of the Bid Documents, shall request the explanation or interpretation in writing by close of business 5 business days preceding the bid opening to allow a written reply to reach all prospective Bidders before the submission of their Bids. 7 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. Information contained in the geotechnical report is for informational purposes only. 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; a State of Washington Contractor’s Registration Number; Unified Business Identifier (UBI); Industrial Insurance Account Number; Employment Security Department Number and State Excise Tax 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. 1-02.6 Preparation of Proposal Supplement the second paragraph with the following: (******) 4. If a minimum bid amount has been established for any item, the unit or lump sum price must equal or exceed the minimum amount stated. 5. Any correction to a bid made by interlineation, alteration, or erasure, shall be initialed by the signer of the bid. Delete the last two paragraphs, and replace them with the following: The Bidder shall submit with their Bid a completed Contractor Certification Wage Law Compliance form, provided by the Contracting Agency. Failure to return this certification as part of the Bid Proposal package will make this Bid Nonresponsive and ineligible for Award. A Contractor Certification of Wage Law Compliance form is included in the Proposal Forms. 8 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 Under-Utilized Disadvantaged Business Enterprise (UDBE) requirements are to be satisfied through such an agreement. A bid by a joint venture shall be executed in the joint venture name and signed by a member of the joint venture. A copy of the joint venture agreement shall be submitted with the Bid Form if any UDBE requirements are to be satisfied through such an agreement. Section 1-02.6 is supplemented with the following: (******) Evidence of the signatory’s authority to sign the Bid Proposal on behalf of the business entity shall be submitted with the Bid Proposal. Otherwise, the submitted Bid Proposal will be considered irregular and non-responsive and may be rejected. 1-02.6(1) Certification of Compliance with Wage Payment Statutes Section 1-02.6(1) is an added new section: (******) The Bidder shall submit with the Bid a completed and signed “Contractor Certification, Wage Law Compliance – Responsibility Criteria, Washington State Public Works Contracts” document where the Bidder under penalty of perjury verifies that the Bidder is in compliance with responsible bidder criteria in RCW 39.04.350 subsection (1)(g), as required per Section 1-02.14. Otherwise, the submitted Bid Proposal will be considered irregular and non-responsive and will be rejected. The Bidder may use the form provided in the Bid Documents. The form is also available at http://wsdot.wa.gov/forms/pdfForms.html. The Bidder may download, print, complete and sign the form to include with Bid. The DOT Form, DOT Form Number and revision date must match the form included in the Bid Documents, otherwise the Bid will be regarded as irregular and non-responsive and the Bid will be rejected. 1-02.7 Bid Deposit Section 1-02.7 is supplemented with the following: (******) Bid bonds shall contain the following: 1. Contracting Agency-assigned number for the project; 2. Name of the project; 3. The Contracting Agency named as obligee; 4. The amount of the bid bond stated either as a dollar figure or as a percentage which represents five percent (5%) of the maximum bid amount that could be awarded; 9 5. Signature of the bidder’s officer empowered to sign official statements. The signature of the person authorized to submit the bid should agree with the signature on the bond, and the title of the person must accompany the said signature; 6. The signature of the surety’s officer empowered to sign the bond and the power of attorney. If so stated in the Contract Provisions, bidder must use the bond form included in the Contract Provisions. If so stated in the Contract Provisions, cash will not be accepted for a bid deposit. 1-02.7(1) Bid Bond, Cashier’s Check, Postal Money Order Section 1-02.7(1) is an added new section: (******) As evidence of good faith, pursuant to RCW 35.23.352(1), an original Bid Proposal Deposit in the form of either a bid bond, cashier’s check or postal money order in an amount equal to five percent (5%) of the Total Bid Amount shall be submitted with the Bid Proposal. If the Bidder elects to provide a bid bond, the Proposal Bid Bond form included in the Bid Documents shall be used. Otherwise, the Bid Proposal will be considered irregular and non-responsive and the Bid Proposal will be rejected. If the Bidder elects to provide a cashier’s check, it shall be made payable to the City of Renton. If the Bidder elects to provide a postal money order, it shall be made payable to the City of Renton. Cash will not be accepted for a bid deposit. 1-02.9 Delivery of Proposal Revise the first and second paragraph to read: (******) Each Proposal shall be submitted in a sealed envelope, with the Project Name and Project Number as stated in the Call for Bids clearly marked on the outside of the envelope, or as otherwise required in the Bid Documents, to ensure proper handling and delivery. Proposals that are received as required will be publicly opened and read as specified in Section 1-02.12. The Contracting Agency will not open or consider any Bid Proposal that is received after the time specified in the Call for Bids for receipt of Bid Proposals, or received in a location other than that specified in the Call for Bids. The Contracting Agency will not open or consider any “Supplemental Information” (Disadvantaged Business Enterprise (DBE) confirmations, or Good Faith Efforts (GFE) documentation) that is received after the time specified above, or received in a location other than that specified in the Call for Bids. If an emergency or unanticipated event interrupts normal work processes of the Contracting Agency so that Proposals cannot be received at the office designated for receipt of bids as specified in Section 1-02.12 the time specified for receipt of the Proposal will be deemed to be extended to the same time of day specified in the solicitation on the first work day on which the normal work processes of the Contracting Agency resume. 10 1-02.10 Withdrawing, Revising, or Supplementing Proposal Delete this Section, and replace it with the following: (******) After submitting a physical Bid Proposal to the Contracting Agency, the Bidder may withdraw, revise, or supplement it if: 1. The Bidder submits a written request signed by an authorized person and physically delivers it to the place designated for receipt of Bid Proposals, and 2. The Contracting Agency receives the request before the time set for receipt of Bid Proposals, and 3. The revised or supplemented Bid Proposal (if any) is received by the Contracting Agency before the time set for receipt of Bid Proposals. If the Bidder’s request to withdraw, revise, or supplement its Bid Proposal is received before the time set for receipt of Bid Proposals, the Contracting Agency will return the unopened Proposal package to the Bidder. The Bidder must then submit the revised or supplemented package in its entirety. If the Bidder does not submit a revised or supplemented package, then its bid shall be considered withdrawn. Late revised or supplemented Bid Proposals or late withdrawal requests will be date recorded by the Contracting Agency and returned unopened. Mailed, emailed, or faxed requests to withdraw, revise, or supplement a Bid Proposal are not acceptable. 1-02.12 Public Opening of Proposals Section 1-02.12 is supplemented with the following: (******) The Contracting Agency reserves the right to postpone the date and/or time that sealed bids are due and the bid opening. Notification to bidders of any change will be by addenda. 1-02.13 Irregular Proposals Delete this Section and replace it with the following: (******) 1. A Proposal will be considered irregular and will be rejected if: a. The Bidder is not prequalified when so required; b. The authorized Proposal form furnished by the Contracting Agency is not used or is altered; c. The completed Proposal form contains any unauthorized additions, deletions, alternate Bids, or conditions; d. The Bidder adds provisions reserving the right to reject or accept the award, or enter into the Contract; e. A unit price (price per unit) cannot be determined from the Bid Proposal; f. The Proposal form is not properly executed; 11 g. The Bidder fails to submit with their proposal, an original Bid Proposal Deposit in an amount equal to five percent (5%) of the Total Bid Amount, as required in Section 1 02.7; h. The Bidder elects to provide a Proposal Bid Bond for the Bid Proposal Deposit and does not submit or properly execute the Proposal Bid Bond form included in the Bid Documents, as required in Section 1-02.7; i. The Bidder fails to submit or properly complete a subcontractor list (WSDOT Form 271-015), if applicable, as required in Section 1-02.6; j. The Bidder fails to submit or properly complete a Disadvantaged Business Enterprise Certification (WSDOT Form 272-056), if applicable, as required in Section 1-02.6; k. The Bidder fails to submit Written Confirmations (WSDOT Form 422-031) from each DBE firm listed on the Bidder’s completed DBE Utilization Certification that they are in agreement with the bidder’s DBE participation commitment, if applicable, as required in Section 1-02.6, or if the written confirmation that is submitted fails to meet the requirements of the Special Provisions; l. The Bidder fails to submit DBE Good Faith Effort documentation, if applicable, as required in Section 1-02.6, or if the documentation that is submitted fails to demonstrate that a Good Faith Effort to meet the Condition of Award was made; m. The Bidder fails to submit a DBE Bid Item Breakdown (WSDOT Form 272-054), if applicable, as required in Section 1-02.6, or if the documentation that is submitted fails to meet the requirements of the Special Provisions; n. The Bidder fails to submit DBE Trucking Credit Forms (WSDOT Form 272-058), if applicable, as required in Section 1-02.6, or if the documentation that is submitted fails to meet the requirements of the Special Provisions; o. The Bidder fails to submit or properly execute the Contractor Certification, Wage Law Compliance – Responsibility Criteria, Washington State Public Works Contractors document, as required in Section 1-02.6(1). p. The Bid Proposal does not constitute a definite and unqualified offer to meet the material terms of the Bid invitation; or q. More than one Proposal is submitted for the same project from a Bidder under the same or different names. 2. A Proposal may be considered irregular and may be rejected if: a. The Proposal does not include a unit price for every Bid item; b. Any of the unit prices are excessively unbalanced (either above or below the amount of a reasonable Bid) to the potential detriment of the Contracting Agency; c. Receipt of Addenda is not acknowledged; d. A member of a joint venture or partnership and the joint venture or partnership submit Proposals for the same project (in such an instance, both Bids may be rejected); or e. If Proposal form entries are not made in ink. 12 3. A Proposal will be considered irregular and may be rejected if: a. The Bidder fails to submit with their Bid Proposal, evidence of signatory’s authority to sign the Bid Proposal on behalf of the business entity, as required in Section 1-02.6. 1-02.14 Disqualification of Bidders Delete this Section and replace it with the following: (******) A Bidder will be deemed not responsible if the Bidder does not meet the mandatory bidder responsibility criteria in RCW 39.04.350(1), as amended. A bidder may be deemed not responsible and the proposal rejected if: a. More than one Proposal is submitted for the same project from a Bidder under the same or different names; b. Evidence of collusion exists with any other Bidder or potential Bidder. Participants in collusion will be restricted from submitting further Bids; c. The Bidder, in the opinion of the Contracting Agency, is not qualified for the Work or to the full extent of the bid, or to the extent that the bid exceeds the authorized prequalification amount as may have been determined by a prequalification of the Bidder; d. An unsatisfactory performance record exists based on past or current Contracting Agency Work or for Work done for others, as judged from the standpoint of conduct of the Work; workmanship; progress; affirmative action; equal employment opportunity practices; or Disadvantaged Enterprise, Minority Enterprise, or Women’s Business Enterprise utilization. e. There is uncompleted Work (Contracting Agency or otherwise) which might hinder or prevent the prompt completion of the Work bid upon; f. The Bidder failed to settle bills for labor or materials on past or current Contracts; g. The Bidder has failed to complete a written public contract or has been convicted of a crime arising from a previous public contract; h. The Bidder is unable, financially or otherwise, to perform the Work; i. A Bidder is not authorized to do business in the State of Washington (not registered in accordance with RCW 18.27). j. The Bidder owes delinquent taxes to the Washington State Department of Revenue without a payment plan approved by the Department of Revenue; k. The Bidder is currently debarred or suspended by the Federal government; l. There are any other reasons deemed proper by the Contracting Agency. The Contracting Agency will verify that the Bidder meets the mandatory bidder responsibility criteria in RCW 39.04.350(1). To assess bidder responsibility, the Contracting Agency reserves the right to request further documentation as needed from the low bidder and documentation from other Bidders as well to assess Bidder responsibility and compliance with all bidder responsibility criteria. The Contracting Agency also reserves the right to obtain information from third-parties and independent sources of information concerning a Bidder’s compliance with the mandatory and supplemental criteria, and to use that information in their evaluation. The Contracting Agency may 13 consider mitigating factors in determining whether the Bidder complies with the requirements of the Supplemental Criteria. The basis for evaluation shall include any documents or facts obtained by Contracting Agency (whether from the Bidder or third parties) including but not limited to: (i) financial, historical, or operational data from the Bidder; (ii) information obtained directly by the Contracting Agency from others for whom the Bidder has worked, or other public agencies or private enterprises; and (iii) any additional information obtained by the Contracting Agency which is believed to be relevant to the matter. If the Contracting Agency determines the Bidder does not meet the bidder responsibility criteria above and is therefore not a responsible Bidder, the Contracting Agency shall notify the Bidder in writing, with the reasons for its determination. If the Bidder disagrees with this determination, it may appeal the determination within two (2) business days of the Contracting Agency’s determination by presenting its appeal and any additional information to the Contracting Agency. The Contracting Agency will consider the appeal and any additional information before issuing its final determination. If the final determination affirms that the Bidder is not responsible, the Contracting Agency will not execute a contract with any other Bidder until at least two business days after the Bidder determined to be not responsible has received the Contracting Agency’s final determination. 1-02.15 Pre Award Information Revise this section to read: (******) Before awarding any contract, the Contracting Agency may require one or more of these items or actions of the bidder: A complete statement of the origin, composition, and manufacture of any or all materials to be used; Samples of these materials for quality and fitness tests; A progress schedule (in a form the Contracting Agency requires) showing the order of and time required for the various phases of the work; A breakdown of costs assigned to any bid item; Attendance at a conference with the Engineer or representatives of the Engineer; Obtain, and furnish a copy of, a business license to do business in the city or county where the Work is located; A copy of State of Washington Contractor’s Registration; or Any other information or action taken that is deemed necessary to ensure that the bidder is the lowest responsible bidder. 14 1-03 AWARD AND EXECUTION OF CONTRACT 1-03.1 Consideration of Bids Section 1-03.1 is revised and supplemented as follows: Revise the first paragraph to read: (******) After opening and reading proposals, the Contracting Agency will check them for correctness of extensions of the prices per unit and the total price. If a discrepancy exists between the price per unit and the extended amount of any bid item, the price per unit will control. If a minimum bid amount has been established for any item and the bidder’s unit or lump sum price is less than the minimum specified amount, the Contracting Agency will unilaterally revise the unit or lump sum price, to the minimum specified amount and recalculate the extension. The total of extensions, corrected where necessary, including sales taxes where applicable and such additives and/or alternates as selected by the Contracting Agency, will be used by the Contracting Agency for award purposes and to fix the Awarded Contract Price amount and the amount of the contract bond. Revise the first sentence of the third paragraph to read: (******) A Bidder who wishes to claim error after the Bids have been publicly opened and read as required by Section 1-02.12, shall promptly notify the Contracting Agency that an error has occurred. Revise the last sentence of the fourth paragraph to read: (******) If the Contracting Agency does not concur in the error or determines that the error is not the kind for which the law allows relieve, the Contracting Agency may Award the Contract and if the Bidder refuses to execute the Contract, the Bidder’s Bid deposit shall be forfeited as required by RCW 35.23.352. Per RCW 39.04.107, a low bidder on a public works project who claims error and fails to enter into a contract is prohibited from bidding on the same project if a second or subsequent call for bids is made for the project. Supplement this Section as follows: (******) 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. 15 1-03.3 Execution of Contract Section 1-03.3 is revised and supplemented as follows: (******) Within 10 calendar days after receipt from the City of the forms and documents required to be completed by the Contractor, the successful bidder shall return the signed Contracting Agency- prepared contract, an insurance certification as required by Section 1-07.18, and a satisfactory bond as required by law and Section 1-03.4. Before execution of the Contract by the Contracting Agency, the successful bidder shall provide any pre-award information the Contracting Agency may require under Section 1-02.15. Until the Contracting Agency executes a contract, no proposal shall bind the Contracting Agency nor shall any Work begin within the project limits or within Contracting Agency-furnished sites. The Contractor shall bear all risks for any Work begun outside such areas and for any materials ordered before the Contract is executed by the Contracting Agency. If the bidder experiences circumstances beyond their control that prevents return of the Contract documents within 10 calendar days after the award date, the Contracting Agency may grant up to a maximum of 10 additional calendar days for return of the documents, provided the Contracting Agency deems the circumstances warrant it. The Contracting Agency is prohibited by RCW 39.06.010 from executing a contract with a Contractor who is not registered or licensed as required by the laws of the state. In addition, the Contracting Agency requires persons doing business with the Contracting Agency to possess a valid City of Renton business license prior to award. When the Bid Form provides spaces for a business license number, a Washington State Contractors registration number, or both the Bidder shall insert such information in the spaces provided. The Contracting Agency requires legible copies of the Contractor's Registration and business license be submitted to the Engineer as part of the Contracting Agency's post-award information and evaluation activities. It is anticipated that this project will be funded in part by the Washington State Department of Ecology. Neither the State of Washington nor any of its departments or employees are, or shall be, a party to this contract or any subcontract. 1-03.4 Contract Bond Revise the first paragraph to read: (******) The successful bidder shall provide an executed contract bond for the full contract amount. This contract bond shall: 1. Be on the Contracting Agency-furnished form; 2. Be signed by an approved surety (or sureties) that: a. Is registered with the Washington State Insurance Commissioner, and b. Appears on the current Authorized Insurance List in the State of Washington published by the Office of the Insurance Commissioner; 16 3. Be conditioned upon the faithful performance of the Contract by the Contractor within the prescribed time; 4. Guarantee that the surety shall indemnify, defend, and protect the Contracting Agency against any claim of direct or indirect loss resulting from the failure: a. Of the Contractor (or any of the employees, subcontractors, or lower tier subcontractors of the Contractor) to faithfully perform the Contract, or b. Of the Contractor (subcontractors, or lower tier subcontractors of the Contractor) to pay all laborers, mechanics, subcontractors, lower tie subcontractors, material person, or any other person who provides supplies or provisions for carrying out Work; 5. Be accompanied by a power of attorney for the Surety’s officer empowered to sign the bond; and 6. Be signed by an officer of the Contractor empowered to sign official statements (sole proprietor or partner). If the Contractor is a corporation, the bond must be signed by the president or vice-president, unless accompanied by a written proof of the authority of the individual signing the bond to bind the corporation (i.e., corporate resolution, power of attorney or a letter to such effect by the president or vice-president). 1-03.7 Judicial Review Revise this section to read: (******) All decisions made by the Contracting Agency regarding the Award and execution of the Contract or Bid rejection shall be conclusive subject to the scope of judicial review permitted under Washington Law. Such review, if any, shall be timely filed in the Superior Court of the county where the Contracting Agency headquarters is located, provided that where an action is asserted against a county, RCW 36.01.050 shall control venue and jurisdiction. 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. Special Provisions, 4. Contract Plans, 5. Standard Specifications, 6. Contracting Agency’s Standard Plans (if any), and 7. WSDOT/APWA Standard Plans for Road, Bridge and Municipal Construction. 17 1-04.2(1) Contractor-Discovered Discrepancies Section 1-04.2(1) is a new section: (******) Upon receipt of award of contract, the Contractor shall carefully study and compare all the components of the Contract Documents and other instructions, and check and verify all field measurements. The Contractor shall, prior to ordering material or performing Work, report in writing to the Engineer any error, inconsistency, or omission in respect to design or mode of construction, which is discovered. If the Contractor, in the course of this study or in the accomplishment of the Work, finds any discrepancy between the Plans and the physical condition of the locality as represented in the Plans, or any such errors or omissions in respect to design or mode of construction in the Plans or in the layout as given by points and instructions, it shall be the Contractor’s duty to inform the Engineer immediately in writing, and the Engineer will promptly check the same. Any Work done after such discovery, until correction of Plans or authorization of extra Work is given, if the Engineer finds that extra Work is involved, will be done at the Contractor's risk. If extra Work is involved, the procedure shall be as provided in Section 1-04.4 of the Standard Specifications. 1-04.4 Changes The first two sentences of the last paragraph of Section 1-04.4 are deleted. 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 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 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: • “Controlled Density Fill” • “Removal and Replacement of Unsuitable Foundation Material” • “Side Sewer Replacement” 18 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 Revise this section to read: (******) The Contractor shall perform final cleanup as provided in this section to the Engineer’s satisfaction. The Engineer will not establish the Physical Completion Date until this is done. The Right of Way, material sites, and all ground the Contractor occupied to do the Work shall be left neat and presentable. The Contractor shall: Remove all rubbish, surplus materials, discarded materials, falsework, camp buildings, temporary structures, equipment, and debris; and Remove from the project, all unneeded, oversized rock left from grading, surfacing, or paving, unless otherwise directed or approved by the City. Supplement this Section as follows: (******) All salvage material as noted on the Plans and taken from any of the discarded facilities shall, at the Engineer's discretion, be carefully salvaged and delivered to the City shops. Any cost incurred in salvaging and delivering such items shall be considered incidental to the project and no compensation will be made. The Contract price for "Finish and Cleanup, Lump Sum," shall be full compensation for all Work, equipment and materials required to perform final cleanup. If this pay item does not appear in the Contract Documents then final cleanup shall be considered incidental to the Contract and to other pay item and no further compensation shall be made. 1-05 CONTROL OF WORK 1-05.4 Conformity With and Deviation from Plans and Stakes Section 1-05.4 is supplemented with the following: (******) If the project calls for the Contractor supplied surveying, the Contractor shall provide all required survey Work, including such Work as mentioned in Sections 1-05, 1-11 and elsewhere in these Specifications as being provided by the Engineer. All costs for this survey Work shall be included in "Construction Surveying, Staking, and As-Built Drawings," per lump sum. The Engineer or the Contractor supplied surveyor will provide construction stakes and marks establishing lines, slopes, and grades as stipulated in Sections 1-05.4 and will perform such Work per 19 Section 1-11. The Contractor shall assume full responsibility for detailed dimensions, elevations, and excavation slopes measured from the Engineer or the Contractor supplied surveyor furnished stakes and marks. The Contractor shall provide a work site, which has been prepared to permit construction staking to proceed in a safe and orderly manner. The Contractor shall keep the Engineer or the Contractor supplied surveyor informed of staking requirements and provide at least 48 hour notice to allow the Engineer or the Contractor supplied surveyor adequate time for setting stakes. The Contractor shall carefully preserve stakes, marks, and other reference points, including existing monumentation, set by Contracting Agency forces. The Contractor will be charged for the costs of replacing stakes, markers and monumentation that were not to be disturbed but were destroyed or damaged by the Contractor's operations. This charge will be deducted from monies due or to become due to the Contractor. Any claim by the Contractor for extra compensation by reason of alterations or reconstruction Work allegedly due to error in the Engineer's line and grade, will not be allowed unless the original control points set by the Engineer still exist, or unless other satisfactory substantiating evidence to prove the error was furnished by the Engineer. Three consecutive points set on line or grade shall be the minimum points used to determine any variation from a straight line or grade. Any such variation shall, upon discovery, be reported to the Engineer. In the absence of such report the Contractor shall be liable for any error in alignment or grade. The Contractor shall provide all surveys required other than those to be performed by the Engineer. All survey Work shall be done in accordance with Section 1-11 SURVEYING STANDARDS of these Specifications. The Contractor shall keep updated survey field notes in a standard field book and in a format set by the Engineer, per Section 1-11.1(4). These field notes shall include all survey Work performed by the Contractor's surveyor in establishing line, grade and slopes for the construction Work. Copies of these field notes shall be provided the Engineer upon request and upon completion of the Contract Work the field book or books shall be submitted to the Engineer and become the property of the Contracting Agency. If the survey Work provided by the Contractor does not meet the standards of the Engineer, then the Contractor shall, upon the Engineer's written request, remove the individual or individuals doing the survey Work and the survey Work will be completed by the Engineer at the Contractor's expense. Costs for completing the survey Work required by the Engineer will be deducted from monies due or to become due the Contractor. 1-05.4(3) Contractor Supplied Surveying Section 1-05.4(3) is a new section: (******) When the Contract provides for Contractor Supplied Surveying, the Contractor shall supply the survey Work required for the project. The Contractor shall retain as a part of the Contractor Organization an experienced team of surveyors under the direct supervision of a professional land surveyor licensed by the State of Washington. All survey Work shall be done in accordance with Sections 1-05.4 and 1-11. The Contractor and/or the Surveyor shall inform the Engineer in writing of any errors, discrepancies, and omissions to the Plans that prevent the Contractor and/or the Surveyor from constructing the 20 project in a manner satisfactory to the Engineer. All errors, discrepancies, and omissions must be corrected to the satisfaction of the Engineer before the survey Work may be continued. The Contractor shall coordinate his Work with the Surveyor and perform his operations in a manner to protect all survey stakes from harm. The Contractor shall inform the Surveyor of the Contractor's intent to remove any survey stakes and/or points before physically removing them. The Surveyor shall be responsible for maintaining As-Built records for the project. The Contractor shall coordinate his operations and assist the Surveyor in maintaining accurate As-Built records for the project. If the Contractor and the Surveyor fail to provide, as directed by the Engineer and/or these Plans and Specifications, accurate As-Built records and other Work the Engineer deems necessary, the Engineer may elect to provide at Contractor expense, a surveyor to provide all As-Built records and other Work as directed by the Engineer. The Engineer shall deduct expenses incurred by the Engineer-supplied surveying from monies owed to the Contractor. 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(4) Contractor Provided As-Built Information Section 1-05.4(4) is a new section: (******) It shall be the Contractors responsibility to record the location prior to the backfilling of the trenches, by centerline station, offset, and depth below pavement, of all existing utilities uncovered or crossed during his Work as covered under this project. It shall be the Contractor’s responsibility to have his Surveyor locate by centerline station, offset and elevation each major item of Work done under this contract per the survey standard of Section 1-11. Major items of Work shall include but not be limited to: Manholes, Catch Basins and Inlets, Valves, Vertical and Horizontal Bends, Junction Boxes, Cleanouts, Side Sewers, Street Lights & Standards, Hydrants, Major Changes in Design Grade, Vaults, Culverts, Signal Poles, and Electrical Cabinets. After the completion of the Work covered by this contract, the Contractor’s Surveyor shall provide to the City the hard covered field book(s) containing the as-built notes and one set of white prints of the 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, 21 and shall bear the expense of making good all Work of other contractors destroyed or damaged by such removal or replacement. If the Contractor does not remove such condemned Work and materials and commence re-execution of the Work within 7 calendar days of written notice from the Engineer, or fails to perform any part of the Work required by the Contract Documents, the Owner may correct and remedy such Work as may be identified in the written notice, with Contracting Agency forces or by such other means as the Contracting Agency may deem necessary. In that case, the Owner may store removed material. Direct or indirect costs incurred by the Contracting Agency attributable to correcting and remedying defective or unauthorized Work, or Work the Contractor failed or refused to perform, shall be paid by the Contractor. Payment will be deducted by the Engineer from monies due, or to become due, the Contractor. Such direct and indirect costs shall include in particular, but without limitation, compensation for additional professional services required, and costs for repair and replacement of Work of others destroyed or damaged by correction, removal, or replacement of the Contractor’s unauthorized Work. If sufficient funds do not remain in the Contract and the Contractor does not pay the cost of such removal and storage within 10 calendar days from the date of the notice to the Contractor of the fact of such removal, the Owner may, upon an additional 10 calendar days written notice, sell such materials at public or private sale, and deduct all costs and expenses incurred from monies due to the Contractor, including costs of sale, and accounting to Contractor for the net proceeds remaining. The Owner may bid at any such sale. The Contractor shall be liable to the Owner for the amount of any deficiency from any funds otherwise due the Contractor. If the Contractor fails to comply with a written order to remedy what the Engineer determines to be an emergency situation, the Engineer may have the defective and unauthorized Work corrected immediately, have the rejected Work removed and replaced, or have Work the Contractor refuses to perform completed by using Contracting Agency or other forces. An emergency situation is any situation when, in the opinion of the Engineer, a delay in its remedy could be potentially unsafe, or might cause serious risk of loss or damage to the public, the Property Owner and the Property Owner’s property. No adjustment in contract time or compensation will be allowed because of the delay in the performance of the Work attributable to the exercise of the Contracting Agency’s rights provided by this section. The rights exercised under the provisions of this section shall not diminish the Contracting Agency’s right to pursue any other avenue for additional remedy or damages with respect to the Contractor’s failure to perform the Work as required. 1-05.10 Guarantees Section 1-05.10 is supplemented as follows: (******) If within one year after the Acceptance Date of the Work by the Contracting Agency, defective and/or unauthorized Work is discovered, the Contractor shall promptly, upon written order by the Contracting Agency, return and in accordance with the Engineer’s instructions, either correct such Work, or if such Work has been rejected by the Engineer, remove it from the project site and replace it with non-defective and authorized Work, all without cost to the Contracting Agency. If the Contractor does not promptly comply with the written order to correct defective and/or unauthorized 22 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 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. 23 The above process shall be repeated until the Engineer establishes the Substantial Completion Date and the Contractor considers the Work physically complete and ready for Final Inspection. 1-05.11(2) Final Inspection and Physical Completion Date Section 1-05.11(2) is a new Section: (******) When the Contractor considers the Work physically complete and ready for Final Inspection, the Contractor, by Written Notice, shall request the Engineer to schedule a final inspection. The Engineer will set a date for Final Inspection. The Engineer and the Contractor will then make a final inspection and the Engineer will notify the Contractor in writing of all particulars in which the Final Inspection reveals the Work incomplete or unacceptable. The Contractor shall immediately take such corrective measures as are necessary to remedy the listed deficiencies. Corrective Work shall be pursued vigorously, diligently, and without interruption until physical completion of the listed deficiencies. This process will continue until the Engineer is satisfied the listed deficiencies have been corrected. If action to correct the listed deficiencies is not initiated within 7 days after receipt of the Written Notice listing the deficiencies, the Engineer may, upon Written Notice to the Contractor, take whatever steps are necessary to correct those deficiencies pursuant to Section 1-05.8. The Contractor will not be allowed an extension of contract time because of a delay in the performance of the Work attributable to the exercise of the Engineer’s right hereunder. Upon correction of all deficiencies, the Engineer will notify the Contractor and the Contracting Agency, in writing, of the date upon which the Work was considered physically complete, that date shall constitute the Physical Completion Date of the Contract, but shall not imply all the obligations of the Contractor under the Contract have been fulfilled. 1-05.11(3) Operational Testing Section 1-05.11(3) is a new section: (******) Unless otherwise noted in the Contract Documents, the Contractor shall give the Engineer a minimum of 3 working days’ notice of the time for each test and inspection. If the inspection is by another authority than the Engineer, the Contractor shall give the Engineer a minimum of 3 working days’ notice of the date fixed for such inspection. Required certificates of inspection by other authority than the Engineer shall be secured by the Contractor. It is the intent of the Contracting Agency to have at the Physical Completion Date a complete and operable system. Therefore, when the Work involves the installation of machinery or other mechanical equipment; street lighting, electrical distribution or signal systems; irrigation systems; buildings; or other similar Work, it may be desirable for the Engineer to have the Contractor operate and test the Work for a period of time, after final inspection but prior to the physical completion date. Whenever items of Work are listed in the Contract Provisions for operational testing they shall be fully tested under operating conditions for the time period specified to ensure their acceptability prior to the Physical Completion Date. During and following the test period, the Contractor shall correct any items of workmanship, materials, or equipment which prove faulty, or that are not in first class operating condition. Equipment, electrical controls, meters, or other devices and equipment to be tested during this period shall be tested under the observation of the Engineer, so that the Engineer may determine their suitability for the purpose for which they were installed. The Physical Completion 24 Date cannot be established until testing and corrections have been completed to the satisfaction of the Engineer. The costs for power, gas, labor, material, supplies, and everything else needed to successfully complete operational testing, shall be included in the unit contract prices related to the system being tested, unless specifically set forth otherwise in the proposal. Operational and test periods, when required by the Engineer, shall not affect a manufacturer’s guaranties or warranties furnished under the terms of the Contract. 1-05.12 Final Acceptance The third and fourth sentences in paragraph 1 are deleted and replaced with: (******) The Final Acceptance date shall be that date in which the Renton City Council formally approves acceptance of the Contract. 1-05.13 Superintendents, Labor and Equipment of Contractor Revise the seventh paragraph to read: (******) Whenever the Contracting Agency evaluates the Contractor’s qualifications pursuant to Section 1-02.1, the Contracting Agency will take these performance reports into account. 1-05.14 Cooperation with Other Contractors Section 1-05.14 is supplemented as follows: (******) The Contractor shall afford the Owner and other contractors working in the area reasonable opportunity for the introduction and storage of their materials and the execution of their respective Work, and shall properly connect and coordinate the Contractor’s Work with theirs. Other utilities, districts, agencies, and contractors who may have facilities within the project area are: 1. Puget Sound Energy (gas and electric) 2. Lumen 3. City of Renton (water, storm, sewer, transportation) 4. Comcast 5. Private contractors employed by adjacent property owners The Contractor shall be responsible to coordinate in advance with PSE and provide for the temporary support and stabilization of any power poles or gas lines potentially affected by underground utility facility removal or installation. Prior to starting the Work, the Contractor shall provide the agencies and entities listed below of the name(s) and telephone numbers of the construction superintendent in responsible charge, or other individuals having full authority to execute the orders or direction of the Engineer in the event of an emergency: 25 Comcast Andrew Parker Email: andrew_parker2@comcast.com Puget Sound Energy Sandy Leek Email: sandy.leek@pse.com Lumen Austin Sweeny Email: Austin.Sweeney@lumen.com 1-05.15 Method of Serving Notices Revise the second paragraph to read: (******) All correspondence from the Contractor shall be directed to the Engineer. All correspondence from the Contractor constituting any notification, notice of protest, notice of dispute, or other correspondence constituting notification required to be furnished under the Contract, must be in paper format, hand delivered or sent via mail delivery service to the Engineer's office. Electronic copies such as e-mails or electronically delivered copies of correspondence will not constitute such notice and will not comply with the requirements of the Contract. 1-05.16 Water and Power Section 1-05.16 is a new Section: (******) The Contractor shall make necessary arrangements, and shall bear the costs for power and water necessary for the performance of the Work, unless the Contract includes power and water as a pay item. 1-05.17 Oral Agreements Section 1-05.17 is a new section: (******) No oral agreement or conversation with any officer, agent, or employee of the Contracting Agency, either before or after execution of the Contract, shall affect or modify any of the terms or obligations contained in any of the documents comprising the Contract. Such oral agreement or conversation shall be considered as unofficial information and in no way binding upon the Contracting Agency, unless subsequently put in writing and signed by the Contracting Agency. 1-05.18 Contractor's Daily Diary Section 1-05.18 is a new section: (******) The Contractor and subcontractors shall maintain and provide to the Engineer a Daily Diary Record of this Work. This diary will be created by pen entries in a hardbound diary book of the type that is commonly available through commercial outlets. The diary must contain the Project and Number; if the diary is in loose-leaf form, this information must appear on every page. The diary must be kept and maintained by the Contractor's designated project superintendent(s). Entries must be made on a daily basis and must accurately represent all of the project activities on each day. 26 At a minimum, the diary shall show on a daily basis: 1. The day and date. 2. The weather conditions, including changes throughout the day. 3. A complete description of Work accomplished during the day with adequate references to the Plans and Contract Provisions, so that the reader can easily and accurately identify said Work in the Plans. Identify location/description of photographs or videos taken that day. 4. An entry for each and every changed condition, dispute or potential dispute, incident, accident, or occurrence of any nature whatsoever which might affect the Contractor, the Owner, or any third party in any manner. 5. Listing of any materials received and stored on- or off-site by the Contractor for future installation, to include the manner of storage and protection of the same. 6. Listing of materials installed during each day. 7. List of all subcontractors working on-site during each day. 8. Listing of the number of the Contractor's employees working during each day by category of employment. 9. Listing of the Contractor's equipment working on the site during each day. Idle equipment on the site shall be listed and designated as idle. 10. Notations to explain inspections, testing, stake-out, and all other services furnished by the Owner or other party during each day. 11. Entries to verify the daily (including non-Work days) inspection and maintenance of traffic control devices and condition of the traveled roadway surfaces. The Contractor shall not allow any conditions to develop that would be hazardous to the public. 12. Any other information that serves to give an accurate and complete record of the nature, quantity, and quality of Contractor's progress on each day. 13. Plan markups showing locations and dimensions of constructed features to be used by the Engineer to produce record drawings. 14. All pages of the diary must be numbered consecutively with no omissions in page numbers. 15. Each page must be signed and dated by the Contractor's official representative on the project. The Contractor may use additional sheets separate from the diary book if necessary to provide a complete diary record, but they must be signed, dated, and labeled with project name and number. It is expressly agreed between the Contractor and the Owner that the Daily Diary maintained by the Contractor shall be the “Contractor's Book of Original Entry” for the documentation of any potential claims or disputes that might arise during this contract. Failure of the Contractor to maintain this diary in the manner described above will constitute a waiver of any such claims or disputes by the Contractor. The Engineer or other Owner’s representative on the job site will also complete a Daily Construction Report. 27 Payment All costs to comply with this special provision are incidental to the contract and are the responsibility of the Contractor. The Contractor shall include all related costs in the associated bid prices of the contract. 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. Neither the review of the Contractor’s submittal nor the corrections or comments provided, shall create any duty owed to or a cause of action in favor of the Contractor or any Subcontractor. 1-06.1(2) Request for Approval of Materials (RAM) Section 1-06.1(2) is supplemented a follows: (******) The Engineer will require up to 7 calendar days from the date each RAM is submitted until it is returned to the Contractor. The Contractor shall not proceed with the Work to incorporate the materials included in each RAM until each RAM is approved by the Engineer. As applicable, comments from the Engineer regarding a submitted RAM shall be addressed and resubmitted to the Engineer. Each resubmitted RAM will require up to 7 calendar days from the date of submission until it is returned to the Contractor. 1-06.2(1) Samples and Tests for Acceptance Section 1-06.2(1) is supplemented a follows: (******) The finished Work shall be in accordance with approved samples. Approval of samples by the Engineer does not relieve the Contractor of responsibility for performance of the Work in accordance with the Contract Documents. 1-06.2(2) Statistical Evaluation of Materials for Acceptance Section 1-06.02(2) is supplemented by adding the following: (******) Unless stated otherwise in the special provisions, statistical evaluation will not be used by the City of Renton. 28 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 1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC 1-07.1 Laws to be Observed Section 1-07.1 is supplemented as follows: (******) The Contractor shall erect and properly maintain, at all times, as required by the conditions and progress of the Work, all necessary safeguards for protection of workers and the public; shall post danger signs warning against known or unusual hazards; and shall designate as Safety Supervisor, a responsible employee on the construction site whose duty shall be the enforcement of safety. The name and position of such person so designated shall be reported in writing to the Engineer by the Contractor. The Contractor shall, at all times, enforce strict discipline and good order among all employees and shall not employ any person unfit or not skilled in the Work assigned to him/her. Necessary sanitation conveniences for the use of the workers on the job, properly secluded from public observation, shall be provided and maintained by the Contractor. In cases of conflict between different safety regulations, the more stringent regulation shall apply. The Washington State Department of Labor and Industries shall be the sole and paramount administrative agency responsible for the administration of the provisions of the Washington Industrial Safety and Health Act of 1973 (WISHA). The Contractor shall maintain at the project site office, or other well-known place at the project site, all articles necessary for providing first aid to the injured. The Contractor shall establish, publish, and make known to all employees, procedures for ensuring immediate removal to a hospital or doctor’s care, and persons, including employees, who may have been injured on the project site. Employees should not be permitted to Work on the project site before the Contractor has established and made known procedures for removal of injured persons to a hospital or a doctor’s care. The Contractor shall have sole responsibility for the safety, efficiency, and adequacy of the Contractor’s plant, appliances, and methods, and for any damage or injury resulting from their failure, or improper maintenance, use, or operation. The Contractor shall be solely and completely responsible for the conditions of the project site, including safety for all persons and property in the performance of the Work. This requirement shall apply continuously, and not be limited to normal working hours. The required or implied duty of the Engineer to conduct construction review of the Contractor’s performance does not, and shall not, be intended to include review and adequacy of the Contractor’s safety measures, in, on, or near the project site. In the event of public health emergencies of a similar nature to the COVID-19 pandemic, the Contractor shall prepare a project specific comprehensive exposure control, mitigation, and recovery plan (EMCP) in conformance with Section 1-07.4 of the Standard Specifications and the Washington 29 State Governor’s Job Site Requirements, as well as any statutes that may be enacted related to job site protocols during a public health emergency. 1-07.2 State Tax Delete this Section, including its sub-sections, in its entirety and replace it with the following: (******) 1-07.2 State Sales Tax 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(1) State Sales Tax – Rule 171 WAC 458-20-171, and its related rules, apply to building, repairing, or improving streets, roads, etc., which are owned by a municipal corporation, or political subdivision of the state, or by the United States, and which are used primarily for foot or vehicular traffic. This includes storm or combined sewer systems within and included as 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. 30 For Work performed in such cases, the Contractor shall collect from the Contracting Agency, retail sales tax on the full contract price. The Contracting Agency will automatically add this sales tax to each payment to the Contractor. For this reason, the Contractor shall not include the retail sales tax in the unit bid item prices, or in any other contract amount subject to Rule 170, with the following exception. Exception: The Contracting Agency will not add in sales tax for a payment the Contractor or a subcontractor makes on the purchase or rental of tools, machinery, equipment, or consumable supplies not integrated into the project. Such sales taxes shall be included in the unit bid item prices or in any other contract amount. 1-07.2(3) Services The Contractor shall not collect retail sales tax from the Contracting Agency on any contract wholly for professional or other services (as defined in Washington State Department of Revenue Rules 138 and 244). 1-07.5 Environmental Regulations 1-07.5(1) General Section 1-07.5(1) is supplemented as follows: (******) Protection of the Environment: No construction related activity shall contribute to the degradation of the environment, allow material to enter surface or ground waters, or allow particulate emissions to the atmosphere, which exceed state or federal standards. Any actions that potentially allow a discharge to state waters must have prior approval of the Washington State. 1-07.6 Permits and Licenses Section 1-07.6 is supplemented as follows: (******) The Contractor shall ensure that all necessary permits are obtained, and is responsible for reviewing all permits to become familiar with the requirements. The Contractor and all subcontractors of any tier must obtain a City of Renton Business License (Contractor). The permits, easements, and right of entry documents that have been acquired are available for inspection and review. 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. 31 The Contractor is cautioned to review all permits and other Contract Documents and schedule the work activities appropriately to complete the work within the number of days stated in the Contract Document. No additional compensation or extensions to time will be granted to the Contractor due to the time constraints imposed by such documents. The Contractor shall assume all responsibility for meeting all requirements of all permits. Any fines or penalties incurred by Contracting Agency for not meeting state water quality standards and/or lack of stormwater pollution prevention on this Project shall be deducted from monies otherwise due to Contractor. Any fines assessed directly to Contractor shall be paid directly to the fining authority, at the Contractor’s own cost. 1-07.7 Load Limits Section 1-07.7 is supplemented with the following: (******) If the sources of materials provided by the Contractor necessitates hauling over roads other than State Highways, the Contractor shall, at the Contractor’s expense, make all arrangements for the use of the haul routes. 1-07.9 Wages 1-07.9(5)C Certified Payroll Delete the first 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. 1-07.13 Contractor’s Responsibility for Work 1-07.13(1) General Section 1-07.13(1) is supplemented as follows: (******) See 8-01 for additional construction requirements regarding implementation of the SWPPP and TESC Plan. During unfavorable weather and other conditions, the Contractor shall pursue only such portions of the Work as shall not be damaged thereby. 32 No portion of the Work whose satisfactory quality or efficiency will be affected by unfavorable conditions shall be constructed while these conditions exist, unless the Contractor shall be able to overcome said unfavorable conditions by special means or precautions acceptable to the Engineer. 1-07.15 Temporary Water Pollution/Erosion Control Section 1-07.15 is supplemented with the following: (******) The Contractor shall perform all Work in strict accordance with all Federal, State, and local laws and regulations governing waters of the State, as well as permits acquired for the project. The Contractor shall prepare a Temporary Erosion and Sediment Control Plan (TESCP) and a Stormwater Pollution Prevention Plan (SWPPP). The TESCP and SWPPP shall be developed in accordance with the erosion control standards contained in the Current City of Renton Surface Water Design Manual. The plan shall include any assumptions, detailed calculations, sketches and sequencing. The plan shall be signed and stamped by a Washington State Professional Engineer. A TESC supervisor shall be designated by the Contractor, whose name and phone number shall be given to the Engineer at the Preconstruction Conference. The TESC supervisor must be CESCL certified in accordance with NPDES permit requirements. The plan shall be submitted for approval to the City at minimum 3 days prior to the pre-construction meeting. The TESCP shall include the various configurations that may be necessary to adequately control erosion and sediment at the site during the various stages of construction. Design of dewatering, water control, bypass systems, and temporary erosion and sediment control during construction shall be the responsibility of the Contractor. At a minimum, the plan shall contain: 1. Manufacturer’s data and detailed plans for the erosion control products specified in the plan. 2. Plan for temporary pipe system diversions. This shall include a description of when the piping will be used, pipe material, locations, elevations, plan and profile views, inlet and outlet protection, hydraulic capacity, and details of important design features. 3. Plan for collecting, pumping and pipe surface stormwater runoff, dewatering discharge, and seepage from the source to the Baker Tank or acceptable discharge. The plan shall be shown in phases to coincide with the phases of construction. The plan shall include: a. Layout and details of system. b. Diversion systems manufacturer’s data and material submittals. c. Pump and pipe types, sizes, manufacturer’s data, and design criteria for pump sizing. d. Flow calculations for stormwater, seepage, and dewatering pump discharge. Schedule and sketch of location for dewatering systems. Pumps shall be sized to pump stormwater runoff for the tributary area plus an allowance for groundwater and surface seepage. Each pump area location shall be equipped with two pumps meeting the capacity requirement, in case one is non-operational. e. Source of power for pumps, description of schedule and fueling requirements, storage location, and methods. 33 4. Manufacturer’s literature and test results (certificates) on the temporary silt fence, erosion control matting, riprap gradations, and any other necessary erosion control materials. 5. Planned installation and maintenance schedule for temporary erosion and sedimentation control facilities. Indicate locations and outlets of dewatering systems. 6. The boundaries of the clearing limits, sensitive areas and their buffers, and areas of vegetation preservation and tree retention. The Contractor shall also prepare a 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”; • 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. 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. 34 An Ecology template is available to the Contractor for producing the SWPPP, using project- specific information added by the Contractor. The template and instructions are available at: http://www.ecy.wa.gov/programs/wq/stormwater/construction. The Engineer’s review and any resulting approval of the Contractor’s SWPPP and TESCP will be only regarding conformance with the specification requirement that the Contractor have the plans prepared by a CPESC or professional Civil Engineer who has expertise in the type of facilities and that the SWPPP and TESCP include the items specified for such plans. The Contractor shall be solely responsible for the adequacy of the SWPPP and TESCP and if erosion sediment, and other pollutant control measures in deviation or addition to those described in the SWPPP become necessary to minimize erosion and prevent storm water contamination from sediment and other pollutants, the Contractor shall prepare and submit a revised SWPPP to the Engineer for review as specified for the original plan. The Owner will not be liable to the Contractor for failure to accept all or any portion of an originally submitted or revised SWPPP, nor for any delays to the Work due to the Contractor’s failure to submit and implement an acceptable SWPPP. 1-07.16 Protection and Restoration of Property 1-07.16(1) Private/Public Property Section 1-07.16(1) is supplemented by adding the following: (******) The Contracting Agency will obtain all easements and franchises required for the project. The Contractor shall limit his operation to the areas obtained and shall not trespass on private property. 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 35 Contractor shall be restored as nearly as possible to their original condition. Prior to excavation on an easement or private right-of-way, the Contractor shall strip topsoil from the trench or construction area and stockpile it in such a manner that it may be replaced by him, upon completion of construction. Ornamental trees and shrubbery shall be carefully removed with the earth surrounding their roots wrapped in burlap and replanted in their original positions within 48 hours. All shrubbery or trees destroyed or damaged, shall be replaced by the Contractor with material of equal quality at no additional cost to the Contracting Agency. In the event that it is necessary to trench through any lawn area, the sod shall be carefully cut and rolled and replaced after the trenches have been backfilled. The lawn area shall be cleaned by sweeping or other means, of all earth and debris. The Contractor shall use rubber wheel equipment similar to the small tractor-type backhoes used by side sewer contractors for all Work, including excavation and backfill, on easements or rights-of-way, which have lawn areas. All fences, markers, mailboxes, or other temporary obstacles shall be removed by the Contractor and immediately replace, after the trench is backfilled, in their original position. The Contractor shall notify the Contracting Agency and Property Owner at least 24 hours in advance of any Work done on easements or rights-of- way. Damage to existing structures outside of easement areas that may result from dewatering and/or other construction activity under this contract shall be restored to their original condition or better. The original condition shall be established by photographs taken and/or inspection made prior to construction. All such Work shall be done to the satisfaction of the Property Owners and the Contracting Agency at the expense of the Contractor. D. Streets. The Contractor will assume all responsibility of restoration of the surface of all streets (traveled ways) used by him if damaged. In the event the Contractor does not have labor or material immediately available to make necessary repairs, the Contractor shall so inform the Contracting Agency. The Contracting Agency will make the necessary repairs and the cost of such repairs shall be paid by the Contractor. The Contractor is responsible for identifying and documenting any damage that is pre-existing or caused by others. Restoration of excavation in City streets shall be done in accordance with the City of Renton Trench Restoration Requirements, which is available at the Public Works Department Customer Services counter on the 6th floor, Renton City Hall, 1055 South Grady Way. 1-07.17 Utilities and Similar Facilities Section 1-07.17 is supplemented by adding: (******) Existing utilities indicated in the Plans have been plotted from the best information available to the Engineer. Information and data shown or indicated in the Contract Documents with respect to existing underground utilities or services at or contiguous to the project site are based on information and data furnished to the Owner and the Engineer by owners of such underground facilities or others, and the Owner and the Engineer do not assume responsibility for the accuracy or completeness thereof. 36 It is to be understood that other aboveground or underground facilities not shown in the Plans may be encountered during the course of the Work. All utility valves, manholes, vaults, or pull boxes which are buried shall be conspicuously marked in a fashion acceptable to the Owner and the Engineer by the Contractor to allow their location to be determined by the Engineer or utility personnel under adverse conditions, (inclement weather or darkness). Where underground main distribution conduits, such as water, gas, sewer, electric power, or telephone, are shown on the Plans, the Contractor, for the purpose of preparing his bid, shall assume that every property parcel will be served by a service connection for each type of utility. The Contractor shall 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. Utility Adjustments and Conflicts Existing utilities for telephone, power, gas, water, and television cable facilities shall be adjusted or relocated by the appropriate utility company unless otherwise noted in the Plans. These adjustments may be completed before the Contractor begins Work, or may be performed in conjunction with the Contract Work. The Contractor shall be entirely responsible for coordination with the utility companies and arranging for the movement or adjustment, either temporary or permanent, of their facilities within the project limits. See also Section 1-05.14 of these Special Provisions. If or when utility conflicts occur, the Contractor shall continue the construction process on other aspects of the project whenever possible. 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 37 Engineer for approval, at least 2 working days before potholing is scheduled. Additionally, the Contractor shall provide potholing at the Engineer's request. In no way shall the Work described under Utility Potholing relieve the Contractor of any of the responsibilities described in Section 1-07.17 of the Standard Specifications and Special Provisions, and elsewhere in the Contract Documents. Potholing shall include excavation and backfilling of the existing utility, identification of the pipe or line size, material type and condition and the survey work to locate the facility horizontally and vertically. Survey information to be obtained shall include station and offset to center of utility and elevation at top of utility. Stations, offsets and elevations shall be to the nearest 0.1 foot unless greater accuracy is required. Potholes shall be backfilled with CSBC compacted to 95%, or with controlled density fill (CDF), as directed by the Engineer. In areas subject to public traffic, potholes shall be paved with hot mix asphalt (HMA) patch matching the depth of the surrounding pavement. 1-07.17(4) Interruption of Services Section 1-07.17(4) is a new section: (******) Whenever in the course of the construction operation it becomes necessary to cause an outage of utilities, it shall be the Contractor's responsibility to notify the affected users and the Engineer not less than 48 hours in advance of such outage. The Contractor shall make reasonable effort to minimize the duration of outages, and shall estimate the length of time service will be interrupted and so notify the users. In the case of any utility outage that has exceeded or will exceed four hours, user contact shall again be made. Temporary service, if needed, will be arranged by the Contractor at no cost to the Owner. Overhead lighting outages shall not exceed 24 hours. All cost to the Contractor for providing temporary overhead lighting to meet above requirements shall be incidental to the various unit and Lump sum items of the Contract; no separate payment will be made. 1-07.17(5) Resolution of Utility Conflicts Section 1-07.17(5) is a new section: (******) In no way shall the work described under Resolution of Utility Conflicts relieve Contractor of any of the responsibilities described in Section 1-07.17 of the Standard Specifications and Special Provisions, and elsewhere in the Contract Documents. If or when utility conflicts occur, Contractor shall continue the construction process on other aspects of the project whenever possible. In the event that a conflict arises between the proposed improvements and an existing utility, the Resolution of Utility Conflicts item will compensate the Contractor for standby time and additional work in the following manner: 1. Standby time resulting from existing utility conflicts a) Standby time is defined as time the Contractor is unable to proceed with progression of a specific work item (i.e. storm drainage, underground utility installation etc.) due to conflicts with existing facilities. However, payment for standby time shall be limited to: (1) For each agreed upon conflict, a maximum of four (4) hours of standby time will be paid for actual delay of labor and equipment due to a utility conflict. The Contractor shall be 38 responsible to adjust his work schedule and/or reassign his work forces and equipment to other areas of work to minimize standby time. (2) If the conflict is resolved within one (1) hour of notification to the Engineer, no standby time will be paid. 2. Additional work required to resolve utility conflicts will be paid for at the bid unit prices for the associated work. Work that can be measured and paid for at the unit contract prices shall not be identified as force account work. This work includes but is not limited to: (1) Storm drainage manhole, pipe, vault, and conduit realignments of line and/or grade for the storm drain, undergrounding of overhead utilities, illumination, and signal, to avoid existing utility conflicts. (2) Additional storm drainage manholes, pipe, vaults, and conduit required by a change in alignment, and/or grade, not exceeding the limits set in Section 1-04.4 of the Standard Specifications. If “Resolution of Utility Conflicts” is included as a Bid Item in Section 1-09.14, it shall be used to resolve new identified utility conflicts not otherwise shown on the Contract Drawings or Specifications that are identified during the course of construction. 1-07.18 Public Liability and Property Damage Insurance Delete this Section in its entirety, and replace it with the following: (******) 1-07.18 Insurance 1-07.18(1) General Requirements A. The Contractor shall procure and maintain the insurance described in all subsections of Section 1-07.18 of these Special Provisions, from insurers with a current A. M. Best rating of not less than A-: VII and licensed to do business in the State of Washington. The Contracting Agency reserves the right to approve or reject the insurance provided, based on the insurer’s financial condition. B. The Contractor shall keep this insurance in force without interruption from the commencement of the Contractor’s Work through the term of the Contract and for thirty (30) days after the Physical Completion date, unless otherwise indicated below. C. If any insurance policy is written on a claims-made form, its retroactive date, and that of all subsequent renewals, shall be no later than the effective date of this Contract. The policy shall state that coverage is claims made and state the retroactive date. Claims-made form coverage shall be maintained by the Contractor for a minimum of 36 months following the Completion Date or earlier termination of this Contract, and the Contractor shall annually provide the Contracting Agency with proof of renewal. If renewal of the claims made form of coverage becomes unavailable, or economically prohibitive, the Contractor shall purchase an extended reporting period (“tail”) or execute another form of guarantee acceptable to the Contracting Agency to assure financial responsibility for liability for services performed. D. The Contractor’s Automobile Liability, Commercial General Liability and Excess or Umbrella Liability insurance policies shall be primary and non-contributory insurance as respects the Contracting Agency’s insurance, self-insurance, or self-insured pool coverage. Any insurance, self- 39 insurance, or self-insured pool coverage maintained by the Contracting Agency shall be excess of the Contractor’s insurance and shall not contribute with it. E. The Contractor shall provide the Contracting Agency and all additional insureds with written notice of any policy cancellation, within two business days of their receipt of such notice. F. The Contractor shall not begin work under the Contract until the required insurance has been obtained and approved by the Contracting Agency. G. Failure on the part of the Contractor to maintain the insurance as required shall constitute a material breach of contract, upon which the Contracting Agency may, after giving five business days’ notice to the Contractor to correct the breach, immediately terminate the Contract or, at its discretion, procure or renew such insurance and pay any and all premiums in connection therewith, with any sums so expended to be repaid to the Contracting Agency on demand, or at the sole discretion of the Contracting Agency, offset against funds due the Contractor from the Contracting Agency. H. All costs for insurance shall be incidental to and included in the unit or lump sum prices of the Contract and no additional payment will be made. 1-07.18(2) Additional Insured All insurance policies, with the exception of Workers Compensation, and of Professional Liability and Builder’s Risk (if required by this Contract) shall name the following listed entities as additional insured(s) using the forms or endorsements required herein: • the Contracting Agency and its officers, elected officials, employees, agents, and volunteers; • Consultants hired by the Contracting Agency to provide engineering support during construction of this project; • Consultants hired by the Contracting Agency to provide environmental support during construction of this project; • Consultants hired by the Contracting Agency to provide construction management, inspection and materials testing services for this project. The above-listed entities shall be additional insured(s) for the full available limits of liability maintained by the Contractor, irrespective of whether such limits maintained by the Contractor are greater than those required by this Contract, and irrespective of whether the Certificate of Insurance provided by the Contractor pursuant to 1-07.18(4) describes limits lower than those maintained by the Contractor. For Commercial General Liability insurance coverage, the required additional insured endorsements shall be at least as broad as Insurance Services Office (ISO) forms CG 20 10 10 01 for ongoing operations and CG 20 37 10 01 for completed operations. 1-07.18(3) Subcontractors The Contractor shall cause each subcontractor of every tier to provide insurance coverage that complies with all applicable requirements of the Contractor-provided insurance as set forth herein, except the Contractor shall have sole responsibility for determining the limits of coverage required to be obtained by subcontractors. 40 The Contractor shall ensure that all subcontractors of every tier add all entities listed in 1-07.18(2) as additional insureds, and provide proof of such on the policies as required by that section as detailed in 1-07.18(2) using an endorsement as least as broad as ISO CG 20 10 10 01 for ongoing operations and CG 20 37 10 01 for completed operations. Upon request by the Contracting Agency, the Contractor shall forward to the Contracting Agency evidence of insurance and copies of the additional insured endorsements of each subcontractor of every tier as required in 1-07.18(4) Verification of Coverage. 1-07.18(4) Verification of Coverage The Contractor shall deliver to the Contracting Agency a Certificate(s) of Insurance and endorsements for each policy of insurance meeting the requirements set forth herein when the Contractor delivers the signed Contract for the work. Failure of Contracting Agency to demand such verification of coverage with these insurance requirements or failure of Contracting Agency to identify a deficiency from the insurance documentation provided shall not be construed as a waiver of Contractor’s obligation to maintain such insurance. Verification of coverage shall include: 1. An ACORD certificate or a form determined by the Contracting Agency to be equivalent. 2. Copies of all endorsements naming Contracting Agency and all other entities listed in 1-07.18(2) as additional insured(s), showing the policy number. The Contractor may submit a copy of any blanket additional insured clause from its policies instead of a separate endorsement. 3. Any other amendatory endorsements to show the coverage required herein. 4. A notation of coverage enhancements on the Certificate of Insurance shall not satisfy these requirements – actual endorsements must be submitted. Upon request by the Contracting Agency, the Contractor shall forward to the Contracting Agency a full and certified copy of the insurance policy(s). If Builders Risk insurance is required on this Project, a full and certified copy of that policy is required when the Contractor delivers the signed Contract for the work. 1-07.18(5) Coverage and Limits The insurance shall provide the minimum coverages and limits set forth below. Contractor’s maintenance of insurance, its scope of coverage, and limits as required herein shall not be construed to limit the liability of the Contractor to the coverage provided by such insurance, or otherwise limit the Contracting Agency’s recourse to any remedy available at law or in equity. All deductibles and self-insured retentions must be disclosed and are subject to approval by the Contracting Agency. The cost of any claim payments falling within the deductible or self-insured retention shall be the responsibility of the Contractor. In the event an additional insured incurs a liability subject to any policy’s deductibles or self-insured retention, said deductibles or self-insured retention shall be the responsibility of the Contractor. 1-07.18(5)A Commercial General Liability Commercial General Liability insurance shall be written on coverage forms at least as broad as ISO occurrence form CG 00 01, including but not limited to liability arising from premises, operations, stop gap liability, independent contractors, products-completed operations, personal and advertising 41 injury, and liability assumed under an insured contract. There shall be no exclusion for liability arising from explosion, collapse or underground property damage. The Commercial General Liability insurance shall be endorsed to provide a per project general aggregate limit, using ISO form CG 25 03 05 09 or an equivalent endorsement. Contractor shall maintain Commercial General Liability Insurance arising out of the Contractor’s completed operations for at least three years following Substantial Completion of the Work. Such policy must provide the following minimum limits: $1,000,000 Each Occurrence $2,000,000 General Aggregate $2,000,000 Products & Completed Operations Aggregate $1,000,000 Personal & Advertising Injury each offence $1,000,000 Stop Gap / Employers’ Liability each accident 1-07.18(5)B Automobile Liability Automobile Liability shall cover owned, non-owned, hired, and leased vehicles; and shall be written on a coverage form at least as broad as ISO form CA 00 01. If the work involves the transport of pollutants, the automobile liability policy shall include MCS 90 and CA 99 48 endorsements. Such policy must provide the following minimum limit: $1,000,000 Combined single limit each accident 1-07.18(5)C Worker’s Compensation The Contractor shall comply with Workers’ Compensation coverage as required by the Industrial Insurance laws of the State of Washington. 1-07.18(5)D Excess or Umbrella Liability The Contractor shall provide Excess or Umbrella Liability insurance with limits of not less than described herein. This excess or umbrella liability coverage shall be excess over and as least as broad in coverage as the Contractor’s Commercial General and Auto Liability insurance. All entities listed under 1-07.18(2) of these Special Provisions shall be named as additional insureds on the Contractor’s Excess or Umbrella Liability insurance policy. This requirement may be satisfied instead through the Contractor’s primary Commercial General and Automobile Liability coverages, or any combination thereof that achieves the overall required limits of insurance. Such policy must provide the following minimum limit: Each Occurrence Limit $1,000,000 General Aggregate Limit $1,000,000 Products/Completed Operations Aggregate $1,000,000 42 1-07.18(5)J Pollution Liability The Contractor shall provide a Contractors Pollution Liability policy, providing coverage for claims involving bodily injury, property damage (including loss of use of tangible property that has not been physically injured), cleanup costs, remediation, disposal or other handling of pollutants, including costs and expenses incurred in the investigation, defense, or settlement of claims, arising out of any one or more of the following: 1. Contractor’s operations related to this project. 2. Remediation, abatement, repair, maintenance or other work with lead-based paint or materials containing asbestos. 3. Transportation of hazardous materials away from any site related to this project. All entities listed under 1-07.18(2) of these Special Provisions shall be named by endorsement as additional insureds on the Contractors Pollution Liability insurance policy. Such Pollution Liability policy shall provide the following minimum limits: $1,000,000 each loss and annual aggregate 1-07.18(5)K Professional Liability The Contractor and/or its subcontractor(s) and/or its design consultant providing construction management, value engineering, or any other design-related non-construction professional services shall provide evidence of Professional Liability insurance covering professional errors and omissions. Such policy shall provide the following minimum limits: $1,000,000 per claim and annual aggregate If the scope of such design-related professional services includes work related to pollution conditions, the Professional Liability insurance shall include coverage for Environmental Professional Liability. If insurance is on a claims-made form, its retroactive date, and that of all subsequent renewals, shall be no later than the effective date of this Contract. 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. 43 1-07.23 Public Convenience and Safety 1-07.23(1) Construction Under Traffic Revise the second paragraph to read: (******) To disrupt public traffic as little as possible, the Contractor shall permit traffic to pass through the Work with the least possible inconvenience or delay. The Contractor shall maintain existing roads, streets, sidewalks, driveways, and paths within the project limits, keeping them open, and in good, clean, safe condition at all times. Deficiencies caused by the Contractor’s operations shall be repaired at the Contractor’s expense. Deficiencies not caused by the Contractor’s operations shall be repaired by the Contractor when directed by the Engineer, at the Contracting Agency’s expense. The Contractor shall also maintain roads, streets, sidewalks, driveways, and paths adjacent to the project limits when affected by the Contractor’s operations. Snow and ice control will be performed by the Contracting Agency on all projects. Cleanup of snow and ice control debris will be at the Contracting Agency’s expense. The Contractor shall perform the following: 1. Remove or repair any condition resulting from the Work that might impede traffic or create a hazard. 2. Keep existing traffic signal and highway lighting systems in operation as the Work proceeds. (The Contracting Agency will continue the route maintenance on such system.) 3. Maintain the striping on the roadway at the Contracting Agency’s expense. The Contractor shall be responsible for scheduling when to renew striping, subject to the approval of the Engineer. When the scope of the project does not require Work on the roadway, the Contracting Agency will be responsible for maintaining the striping. 4. Maintain existing permanent signing. Repair of signs will be at the Contracting Agency’s expense, except those damaged due to the Contractor’s operations. 5. Keep drainage structures clean to allow for free flow of water. Cleaning of existing drainage structures will be at the Contracting Agency’s expense when approved by the Engineer, except when flow is impaired due to the Contractor’s operations. Section 1-07.23(1) is supplemented by adding the following: (******) The Contractor shall be responsible for controlling dust and mud within the project limits and on any street, which is utilized by his equipment for the duration of the project. The Contractor shall be prepared to use watering trucks, power sweepers, and other pieces of equipment as deemed necessary by the Engineer, to avoid creating a nuisance. Dust and mud control shall be considered as incidental to the project and no compensation will be made for this section. Complaints of dust, mud, or unsafe practices and/or property damage to private ownership will be transmitted to the Contractor and prompt action in correcting them will be required by the Contractor. The Contractor shall maintain the roads during construction in a suitable condition to minimize affects to vehicular and pedestrian traffic. All cost to maintain the roads shall be borne by the Contractor. 44 At least one-way traffic shall be maintained on all cross-streets within the project limits during working hours. One lane shall be provided in each direction for all streets during non-working hours. The Contractor shall provide one drivable roadway lane and maintain convenient access for local and commuter traffic to driveways, businesses, and buildings along the line of Work throughout the course of the project. Such access shall be maintained as near as possible to that which existed prior to the commencement of construction. This restriction shall not apply to the paving portion of the construction process. The Contractor shall notify and coordinate with all property owners and tenants of street closures, or other restrictions which may interfere with their access at least 24 hours in advance for single-family residential property, and at least 48 hours in advance for apartments, offices, and commercial property. The Contractor shall give a copy of all notices to the Engineer. When the abutting owners’ access across the right-of-way line is to be eliminated and replaced under the Contract by other access, the existing access shall not be closed until the replacement access facility is available. All unattended excavations shall be properly barricaded and covered at all times. The Contractor shall not open any trenches that cannot be completed and refilled that same day. Trenches shall be patched or covered by a temporary steel plate, at the Contractor’s expense, except in areas where the roadway remains closed to public traffic. Steel plates must be anchored. 1-07.23(2) Construction and Maintenance of Detours Revise the first paragraph to read: (******) Unless otherwise approved, the Contractor shall maintain two-way traffic during construction. The Contractor shall build, maintain in a safe condition, keep open to traffic, and remove when no longer needed: 1. Detours and detour bridges that will accommodate traffic diverted from the roadway, bridge, sidewalk, driveway, or path during construction, 2. Detour crossings of intersecting highway, and 3. Temporary approaches. 1-07.24 Rights-of-Way Delete this Section in its entirety, and replace it with the following: (******) Street right-of-way lines, limits of easements, and limits of construction permits are indicated on the Drawings. The Contractor’s construction activities shall be confined within these limits unless arrangements for use of private property are made. Generally, the Contracting Agency will have obtained, prior to bid opening, all rights-of-way and easements, both permanent and temporary, necessary for carrying out the completion of the Work. Exceptions to this are noted in the Contract Documents or brought to the Contractor’s attention by a 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 45 obtained by the Contracting Agency from the owner of the private property. Copies of the easement agreements are included in the Contract Provisions or made available to the Contractor as soon as practical after they have been obtained by the Engineer. Whenever easements or rights-of-entry have not been acquired prior to advertising, these areas are so noted on the Drawings. The Contractor shall not proceed with any portion of the Work in areas where right-of-way, easements, or rights-of-entry have not been acquired until the Engineer certifies to the Contractor that the right-of-way or easement is available or that the right-of-entry had been received. If the Contractor is delayed due to acts of omission on the part of the Contracting Agency in obtaining easements, rights of entry of right-of-way, the Contractor will be entitled to an extension of time. The Contractor agrees that such delay shall not be a breach of contract. Each property owner shall be given 48 hours notice prior to entry by the Contactor. This includes entry onto easements and private property where private improvements must be adjusted. The Contractor shall be responsible for providing, without expense or liability of the Contracting Agency, any additional land and access thereto that the Contractor may desire for temporary construction facilities, storage of materials, or other Contractor needs. However, before using any private property, whether adjoining the Work or not, the Contractor shall file with the Engineer a written permission of the private property owner, and, upon vacating the premises, a written release from the property owner of each property disturbed or otherwise interfered with by reasons of construction pursued under this Contract. The statement shall be signed by the private property owner, or proper authority acting for the owner of the private property affected, stating that permission has been granted to use the property and all necessary permits have been obtained or, in the case of a release, that the restoration of the property has been satisfactorily accomplished. The statement shall include the parcel number, address and date of signature. Written releases must be filed with the Engineer before the Completion Date will be established. 1-07.28 Confined Space Entry Section 1-07.28 is new: The Contractor shall: 1. Review and be familiar with the City’s Public Works Confined Space Entry Program. 2. Review documented information about the City confined spaces in which entry is intended as listed and described in the City’s Attribute and Map Book. This information includes identified hazards for each permit-required confined space. 3. Each contractor shall have their own confined space entry program. Upon request of the City they will provide a statement confirming they are in compliance with their confined space entry program including requirements for confined space training for employees associated with the project in Renton. 4. Be responsible for following all confined space requirements established by the provisions in WAC 296-809 and its chapters. 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. 46 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 subsections as follows: (******) 1-08.0(1) Preconstruction Conference Section 1-08.0(1) is a new subsection: (******) The Engineer will furnish the Contractor with copies of the Contract Documents per Section 1-02.2 “Plans and Specifications”. Additional documents may be furnished upon request at the cost of reproduction. Prior to undertaking each part of the Work the Contractor shall carefully study and compare the Contract Documents, and check and verify pertinent figures shown therein and all applicable field measurements. The Contractor shall promptly report in writing to the Engineer any conflict, error or discrepancy, which the Contractor may discover. After the Contract has been executed, but prior to the Contractor beginning the Work, a preconstruction conference will be held between the Contractor, the Engineer and such other interested parties as may be invited. The Contractor shall prepare and submit at minimum 3 days prior to the preconstruction meeting: Contractor's plan of operation and progress schedule (3+ copies) Contractor's Phasing Plan 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) 47 Temporary Erosion and Sediment Control (TESC) Plan, Stormwater Pollution Prevention (SWPP) Plan, and Spill Prevention, Control, and Countermeasure (SPCC) Plan In addition, the Contractor shall be prepared to address: • Bonds and insurance • Project meetings – schedule and responsibilities • Provision for inspection for materials from outside sources • Responsibility for locating utilities • Responsibility for damage • Time schedule for relocations, if by other than the Contractor • Laydown and staging • Compliance with Contract Documents • Acceptance and approval of Work • Labor compliance, payrolls, and certifications • Safety regulations for the Contractors’ and the Owner's employees and representatives • Suspension of Work, time extensions • Change order procedures • Progress estimates, procedures for payment • Special requirements of funding agencies • Construction engineering, advance notice of special Work • Any interpretation of the Contract Documents requested by the Contractor • Any conflicts or omissions in Contract Documents • Any other problems or questions concerning the Work • Processing and administration of public complaints • Easements and rights-of-entry • Other contracts The franchise utilities may be present at the preconstruction conference, and the Contractor should be prepared for their review and discussion of progress schedule and coordination. 1-08.0(2) Hours of Work Section 1-08.0(2) is a new subsection: (******) Except in the case of emergency or unless otherwise approved by the Contracting Agency, the normal straight time working hours for the Contract shall be any consecutive 8-hour period between 7:00 a.m. and 5:00 p.m. of a working day with a maximum 1-hour lunch break and a 5-day Work week. The 48 normal straight time 8-hour working period for the Contract shall be established at the preconstruction conference or prior to the Contractor commencing the Work. If a Contractor desires to perform Work on holidays, Saturdays, Sundays, or before 7:00 a.m. or after 5:00 p.m. on any day, the Contractor shall apply in writing to the Engineer for permission to Work such times. Permission to Work longer than an 8-hour period between 7:00 a.m. and 5:00 p.m. is required. Such requests shall be submitted to the Engineer no later than noon on the working day prior to the day for which the Contractor is requesting permission to Work. Permission to Work between the hours of 10:00 p.m. and 7:00 a.m. during weekdays and between the hours of 10:00 p.m. and 7:00 a.m. on weekends or holidays may also be subject to noise control requirements. Approval to continue Work during these hours may be revoked at any time the Contractor exceeds the Contracting Agency’s noise control regulations or complaints are received from the public or adjoining property owners regarding the noise from the Contractor’s operations. The Contractor shall have no claim for damages or delays should such permission be revoked for these reasons. Permission to Work Saturdays, Sundays, holidays or other than the agreed upon normal straight time working hours Monday through Friday may be given subject to certain other conditions set forth by the Contracting Agency or the Engineer. These conditions may include but are not limited to: requiring the Engineer or such assistants as the Engineer may deem necessary to be present during the Work; requiring the Contractor to reimburse the Contracting Agency for the cost of engineering salaries paid Contracting Agency employees who worked during such times; considering the Work performed on Saturdays, Sundays, and holidays as working days with regards to the Contract Time; and considering multiple Work shifts as multiple working days with respect to Contract Time even though the multiple shifts occur in a single 24-hour period. Assistants may include, but are not limited to, survey crews; personnel from the material testing labs; inspectors; and other Contracting Agency employees when in the opinion of the Engineer such Work necessitates their presence. 1-08.0(3) Reimbursement for Overtime Work of Contracting Agency Employees Section 1-08.0(3) is a new subsection: (******) Where the Contractor elects to Work on a Saturday, Sunday, holiday, or longer than an 8-hour Work shift on a regular working day, as defined in the Standard Specifications, such Work shall be considered as overtime Work. On all such overtime Work an inspector will be present, and a survey crew may be required at the discretion of the Engineer. The Contractor shall reimburse the Contracting Agency for the full amount of the straight time plus overtime costs for employees and representative(s) of the Contracting Agency required to work overtime hours. The Contractor by these Specifications does hereby authorize the Engineer to deduct such costs from the amount due or to become due the Contractor. 1-08.1 Subcontracting 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 seven (7) calendar days prior to start of a subcontractor's Work. 49 The Contractor agrees that he/she/they is(are) 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. prior to the commencement of subcontractor work. 1-08.1(7)A Payment Certification Revise this section to read “Vacant”. 1-08.2 Assignment The second paragraph of Section 1-08.2 is modified as follows: (******) The Contractor shall not assign any moneys due or to become due to the Contractor hereunder without the prior written consent of the Owner. The assignment, if approved, shall be subject to all setoffs, withholdings, and deductions required by law and the Contract. 1-08.3 Progress Schedule Section 1-08.3 is supplemented as follows: (******) The progress schedule for the entire project shall be submitted in electronic format to the Engineer three (3) 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. 50 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 (2) times per month. Failure, without just cause, to maintain progress in accordance with the approved schedule shall constitute a breach of Contract. If, through no fault of the Contractor, the proposed construction schedule cannot be met, the Engineer will require the Contractor to submit a revised schedule to the Engineer for acceptance. The approved revisions will thereafter, in all respects, apply in lieu of the original schedule. Failure of the Contractor to follow the progress schedule submitted and accepted, including revisions thereof, shall relieve the Owner of any and all responsibility for furnishing and making available all or any portion of the job site, and will relieve the Owner of any responsibility for delays to the Contractor in the performance of the Work. The cost of preparing the progress schedule, any supplementary progress schedules, and weekly schedules shall be considered incidental to the Contract and no other compensation shall be made. 1-08.4 Prosecution of the Work Section 1-08.4 is replaced with the following: (******) 1-08.4 Notice to Proceed and Prosecution of the Work Notice to Proceed will be given after the contract has been executed and the contract bond and evidence of insurance have been approved and filed by the Contracting Agency. The Contractor shall not commence with the work until the Notice to Proceed has been given by the Engineer. The Contractor shall commence construction activities on the project site within ten (10) days of the Notice to Proceed Date, unless otherwise approved in writing. 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 obligations to complete the work within the prescribed contract Time. 51 When shown in the Plans, the first order of work shall be the installation of high visibility fencing to delineate all areas for protection or restoration, as described in the Contract. Installation of high visibility fencing adjacent to the roadway shall occur after the placement of all necessary signs and traffic control devices in accordance with 1-10.1(2). Upon construction of the fencing, the Contractor shall request the Engineer to inspect the fence. No other work shall be performed on the site until the Contracting Agency has accepted the installation of high visibility fencing, as described in the Contract. Following acceptance of high visibility fencing Contractor shall install fencing to limit access. 1-08.5 Time For Completion Revise the first paragraph in this section as follows: (******) The Contractor shall complete all physical Contract Work within the number of “working days” stated in the Contract Provisions or as extended by the Engineer in accordance with Section 1-08.8. Every day will be counted as a “working day” unless it is a nonworking day or an Engineer determined unworkable day. A nonworking day is defined as a Saturday, a Sunday, a whole or half day on which the Contract specifically prohibits Work on the critical path of the Contractor’s approved progress schedule, or one of these holidays: January 1, the third Monday of January, the third Monday of February, Memorial Day, Juneteenth, July 4, Labor Day, Veteran’s Day, Thanksgiving Day, the day after Thanksgiving, and Christmas Day. The day before Christmas shall be a holiday when Christmas Day occurs on a Tuesday or Friday. The day after Christmas shall be a holiday when Christmas Day occurs on a Monday, Wednesday, or Thursday. When Christmas Day occurs on a Saturday, the two preceding working days shall be observed as holidays. When Christmas day occurs on a Sunday, the two working days following shall be observed as holidays. When holidays other than Christmas fall on a Saturday, the preceding Friday will be counted as a non-working day and when they fall on a Sunday the following Monday will be counted as a non-working day. Revise the third and fourth paragraphs to read: (******) Contract time shall begin on the first working day following the Notice to Proceed Date. Each working day shall be charged to the contract as it occurs, until the contract work is physically complete. If substantial completion has been granted and all the authorized working days have been used, charging of working days will cease. Each week the Engineer will provide the Contractor a statement that shows the number of working days: (1) charged to the contract the week before; (2) specified for the physical completion of the contract; and (3) remaining for the physical completion of the contract. The statement will also show the nonworking days and all partial or whole days the Engineer declares as unworkable The statement will be identified as a Written Determination by the Engineer. If the Contractor does not agree with the Written Determination of working days, the Contractor shall pursue the protest procedures in accordance with Section 1-04.5. By failing to follow the procedures of Section 1-04.5, the Contractor shall be deemed as having accepted the statement as correct. If the Contractor is approved to work 10 hours a day and 4 days a week (a 4-10 schedule) and the fifth day of the week in which a 4-10 shift is worked would ordinarily be charged as a working day then the fifth day of that week will be charged as a working day whether or not the Contractor works on that day. 52 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 (per Section 1-07.9(5)). b. Material Acceptance Certification Documents. c. Monthly Reports of Amounts Credited as DBE Participation, as required by the Contract Provisions. d. Final Contract Voucher Certification. e. Copies of the approved “Affidavit of Prevailing Wages Paid” for the Contractor and all Subcontractors. f. A copy of the Notice of Termination sent to the Washington State Department of Ecology (Ecology); the elapse of 30 calendar days from the date of receipt of the Notice of Termination by Ecology; and no rejection of the Notice of Termination by Ecology. This requirement will not apply if the Construction Stormwater General Permit is transferred back to the Contracting Agency in accordance with Section 8-01.3(16). g. Property owner releases per Section 1-07.24. Supplement this Section as follows: (******) 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. 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. 53 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 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 Revise the second and third paragraphs to read: (******) Accordingly, the Contractor agrees: 1. To pay (according to the following formula) liquidated damages for each working day beyond the number of working days established for Physical Completion, and 2. To authorize the Engineer to deduct these liquidated damages from any money due or coming due to the Contractor. Liquidated Damages Formula LD = 0.15 C / T Where: LD = liquidated damages per working day (rounded to the nearest dollar) C = original Contract amount T = original time for Physical Completion When the Contract Work has progressed to Substantial Completion as defined in the Contract, the Engineer may determine the Contract Work is Substantially Complete. The Engineer will notify the Contractor in writing of the Substantial Completion Date. For overruns in Contract time occurring after the date so established, the formula for liquidated damages shown above will not apply. For overruns in Contract time occurring after the Substantial Completion Date, liquidated damages shall be assessed on the basis of direct engineering and related costs assignable to the project until the actual 54 Physical Completion Date of all the Contract Work. The Contractor shall complete the remaining Work as promptly as possible. Upon request by the Engineer, the Contractor shall furnish a written schedule for completing the physical Work on the Contract. Section 1-08.9 is supplemented as follows: (******) In addition, the Contractor shall compensate the Owner for actual engineering inspection and supervision costs and any other expenses and legal fees incurred by the Owner as a result of such delay. Such labor costs will be billed to the Contractor at actual costs, including administrative overhead costs. In the event that the Owner is required to commence any lawsuit in order to enforce any provision of this Contract or to seek redress for any breach thereof, the Owner shall be entitled to recover its costs, including reasonable attorney’s fees, from the Contractor. 1-08.11 Contractor's Plant and Equipment Section 1-08.11 is a new Section: (******) The Contractor alone shall at all times be responsible for the adequacy, efficiency, and sufficiency of his and his subcontractor's plant and equipment. The Owner shall have the right to make use of the Contractor's plant and equipment in the performance of any Work on the site of the Work. The use by the Owner of such plant and equipment shall be considered as extra Work and paid for accordingly. Neither the Owner nor the Engineer assumes any responsibility, at any time, for the security of the site from the time the Contractor's operations have commenced until final acceptance of the Work by the Engineer and the Owner. The Contractor shall employ such measures as additional fencing, barricades, and watchmen service, as he deems necessary for the public safety and for the protection of the site and his plant and equipment. The Owner will be provided keys for all fenced, secured areas. 1-08.12 Attention to Work Section 1-08.12 is a new section: (******) The Contractor shall give his personal attention to and shall supervise the Work to the end that it shall be prosecuted faithfully, and when he is not personally present on the Work site, he shall at all times be represented by a competent superintendent who shall have full authority to execute the same, and to supply materials, tools, and labor without delay, and who shall be the legal representative of the Contractor. The Contractor shall be liable for the faithful observance of any instructions delivered to him or to his authorized representative. 55 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 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. 56 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 1-09.2 Weighing Equipment 1-09.2(1) General Requirements for Weighing Equipment Revise item 4 of the fifth paragraph in this section as follows: (******) Test results and scale weight records for each day’s hauling operations are provided to the Engineer daily. Reporting shall utilize WSDOT form 422-027, Scaleman’s Daily Report, unless the printed ticket contains the same information that is on the Scaleman’s Daily Report Form. The scale operator must provide AM and/or PM tare weights for each truck on the printed ticket. 1-09.2(5) Measurement Revise the first paragraph to read: (******) Scale Verification Checks – At the Engineer’s discretion, the Engineer may perform verification checks on the accuracy of each batch, hopper, or platform scale used in weighing contract items of Work. 1-09.3 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. 57 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 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: (******) The Contracting Agency has estimated and included in the Proposal, dollar amounts for all items to be paid per force account, only to provide a common proposal for Bidders. All such dollar amounts are to become a part of Contractor's total bid. However, the Contracting Agency does not warrant expressly or by implication, that the actual amount of work will correspond with those estimates. Payment will be made on the basis of the amount of work actually authorized by Engineer. 1-09.7 Mobilization Section 1-09.7 is supplemented as follows: (******) Mobilization shall also include, but not be limited to, the following items: the movement of Contractor's personnel, equipment, supplies, and incidentals to and from the project site; the establishment of an office, buildings, and other facilities necessary for Work on the project; providing sanitary facilities for the Contractor's personnel; and obtaining permits or licenses required to complete the project not furnished by the Owner. Payment will be made for the following bid item(s): “Mobilization & Demobilization,” Lump Sum. 1-09.9 Payments Section 1-09.9 is revised as follows: (******) The basis of payment will be the actual quantities of Work performed according to the Contract and as specified for payment. 58 The Contractor shall submit a breakdown of the cost of lump sum bid items at the Preconstruction Conference, to enable the Engineer to determine the Work performed on a monthly basis. A breakdown is not required for lump sum items that include a basis for incremental payments as part of the respective Specification. Absent a lump sum breakdown, the Engineer will make a determination based on information available. The Engineer’s determination of the cost of work shall be final. Progress payments for completed work and material on hand will be based upon progress estimates prepared by the Engineer. A progress estimate cutoff date will be established at the preconstruction conference. The initial progress estimate will be made not later than 30 days after the Contractor commences the work, and successive progress estimates will be made every month thereafter until the Completion Date. Progress estimates made during progress of the work are tentative, and made only for the purpose of determining progress payments. The progress estimates are subject to change at any time prior to the calculation of the final payment. The value of the progress estimate will be the sum of the following: 1. Unit Price Items in the Bid Form — the approximate quantity of acceptable units of work completed multiplied by the unit price. 2. Lump Sum Items in the Bid Form — based on the approved Contractor’s lump sum breakdown for that item, or absent such a breakdown, based on the Engineer’s determination. 3. Materials on Hand — 100 percent of invoiced cost of material delivered to Job site or other storage area approved by the Engineer. 4. Change Orders — entitlement for approved extra cost or completed extra work as determined by the Engineer. Progress payments will be made in accordance with the progress estimate less: 1. Retainage per Section 1-09.9(1), on non FHWA-funded projects; 2. The amount of progress payments previously made; and 3. Funds withheld by the Contracting Agency for disbursement in accordance with the Contract Documents. Progress payments for work performed shall not be evidence of acceptable performance or an admission by the Contracting Agency that any work has been satisfactorily completed. The determination of payments under the contract will be final in accordance with Section 1-05.1. Failure to perform obligations under the Contract by the Contractor may be decreed by the Contracting Agency to be adequate reason for withholding any payments until compliance is achieved. Upon completion of all Work and after final inspection (Section 1-05.11), the amount due the Contractor under the Contract will be paid based upon the final estimate made by the Engineer and presentation of a Final Contract Voucher Certification to be signed by the Contractor. The Contractor's signature on such voucher shall be deemed a release of all claims of the Contractor unless a Certified Claim is filed in accordance with the requirements of Section 1-09.11 and is expressly excepted from the Contractor’s certification on the Final Contract Voucher Certification. The date the Contracting Agency signs the Final Contract Voucher Certification constitutes the final acceptance date (Section 1-05.12). 59 If the Contractor fails, refuses, or is unable to sign and return the Final Contract Voucher Certification or any other documentation required for completion and final acceptance of the Contract, the Contracting Agency reserves the right to establish a Completion Date (for the purpose of meeting the requirements of RCW 60.28) and unilaterally accept the Contract. Unilateral final acceptance will occur only after the Contractor has been provided the opportunity, by written request from the Engineer, to voluntarily submit such documents. If voluntary compliance is not achieved, formal notification of the impending establishment of a Completion Date and unilateral final acceptance will be provided by email with delivery confirmation from the Contracting Agency to the Contractor, which will provide 30 calendar days for the Contractor to submit the necessary documents. The 30 calendar day period will begin on the date the email with delivery confirmation is received by the Contractor. The date the Contracting Agency unilaterally signs the Final Contract Voucher Certification shall constitute the Completion Date and the final acceptance date (Section 1-05.12). The reservation by the Contracting Agency to unilaterally accept the Contract will apply to Contracts that are Physically Completed in accordance with Section 1-08.5, or for Contracts that are terminated in accordance with Section 1-08.10. Unilateral final acceptance of the Contract by the Contracting Agency does not in any way relieve the Contractor of their responsibility to comply with all Federal, State, tribal, or local laws, ordinances, and regulations that affect the Work under the Contract. Payment to the Contractor of partial estimates, final estimates, and retained percentages shall be subject to controlling laws. 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 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 60 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 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 Manufacture’s Certificate of Compliance in lieu of material testing and inspection as required by Section 1-06.3. 61 e. Failure to submit weekly payrolls, Intent to Pay Prevailing Wage forms, or correct underpayment to employees of the Contractor or subcontractor of any tier as required by Section 1-07.9. f. Failure of the Contractor to pay worker’s benefits (Title 50 and Title 51 RCW) as required by Section 1-07.10. g. Failure of the Contractor to submit and obtain approval of a progress schedule per Section 1-08.3. The Contractor authorizes the Engineer to act as agent for the Contractor disbursing such funds as have been withheld pursuant to this Section to a party or parties who are entitled to payment. Disbursement of such funds, if the Engineer elects to do so will be made only after giving the Contractor 15 calendar days prior written notice of the Contracting Agency’s intent to do so, and if prior to the expiration of the 15-calendar day period, 1. No legal action has commenced to resolve the validity of the claims, and 2. The Contractor has not protested such disbursement. A proper accounting of all funds disbursed on behalf of the Contractor in accordance with this Section will be made. A payment made pursuant to this section shall be considered as payment made under the terms and conditions of the Contract. The Contracting Agency shall not be liable to the Contractor for such payment made in good faith. 1-09.9(3) Final Payment Section 1-09.9(3) is a new section: (******) Upon Acceptance of the Work by the Contracting Agency, the final amount to be paid the Contactor will be calculated based upon a Final Progress Estimate made by the Engineer. Acceptance by the Contractor of the final payment shall be and shall operate as a release: 1. To the Contracting Agency of all claims and all liabilities of the Contractor, other than claims in stated amounts as may be specifically excepted in writing by the Contractor; 2. For all things done or furnished in connection with the Work; 3. For every act and neglect by the Contracting Agency; and 4. For all other claims and liability relating to or arising out of the Work. A payment (monthly, final, retainage, or otherwise) shall not release the Contractor or the Contractor’s Surety from any obligation required under the terms of the Contract Documents or the Contract Bond; nor shall such payment constitute a waiver of the Contracting Agency’s ability to investigate and act upon findings of non-compliance with the WMBE requirements of the Contract; nor shall such payment preclude the Contracting Agency from recovering damages, setting penalties, or obtaining such other remedies as may be permitted by law. Before the Work will be accepted by the Contracting Agency, the Contractor shall submit an affidavit, on the form provided by the Engineer, of amounts paid to certified disadvantaged (DB), minority (MBE) or women business enterprises (WBE) participating in the Work. Such affidavit shall certify the amounts paid to the DB, MBE or WBE subcontractors regardless of tier. 62 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 Revised this section as read: (******) For the convenience of the parties to the Contract it is mutually agreed by the parties that all claims or causes of action which the Contractor has against the Contracting Agency arising from the Contract shall be brought within 180 calendar days from the date of final acceptance (Section 1-05.12) of the Contract by the Contracting Agency; and it is further agreed that all such claims or causes of action shall be brought only in the Superior Court of the county where the Contracting Agency headquarters is located, provided that where an action is asserted against a county, RCW 36.01.050 shall control venue and jurisdiction. The parties understand and agree that the Contractor’s failure to bring suit within the time period provided, shall be a complete bar to all such claims or causes of action. It is further mutually agreed by the parties that when claims or causes of action which the Contractor asserts against the Contracting Agency arising from the Contract are filed with the Contracting Agency or initiated in court, the Contractor shall permit the Contracting Agency to have timely access to all records deemed necessary by the Contracting Agency to assist in evaluating the claims or action. 63 1-09.13 Claims Resolutions 1-09.13(1)A General Revise this section to read: (******) Prior to seeking claims resolution through arbitration or litigation, the Contractor shall proceed in accordance with Sections 1-04.5 and 1-09.11. The provisions of Sections 1-04.5 and 1-09.11 must be complied with in full as a condition precedent to the Contractor’s right to seek claim resolution through binding arbitration or litigation. Any claims or causes of action which the Contractor has against the Contracting Agency arising from the Contract shall be resolved, as prescribed herein, through binding arbitration or litigation. The Contractor and the Contracting Agency mutually agree that those claims or causes of action which total $1,000,000 or less, which are not resolved by mediation, shall be resolved through litigation unless the parties mutually agree in writing to resolve the claim through binding arbitration. The Contractor and the Contracting Agency mutually agree that those claims or causes of action in excess of $1,000,000, which are not resolved by mediation, shall be resolved through litigation unless the parties mutually agree in writing to resolve the claim through binding arbitration. 1-09.13(3)A Arbitration General Revise the third paragraph to read: (******) The Contracting Agency and the Contractor mutually agree to be bound by the decision of the arbitrator, and judgment upon the award rendered by the arbitrator may be entered in the Superior Court of the county in which the Contracting Agency’s headquarters is located, provided that where claims subject to arbitration are asserted against a county, RCW 36.01.050 shall control venue and jurisdiction of the Superior Court. The decision of the arbitrator and the specific basis for the decision shall be in writing. The arbitrator shall use the Contract as a basis for decisions. 1-09.13(3)B Procedures to Initiate Arbitration 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. 64 The costs of such arbitration shall be borne equally by the City and the Contractor unless it is the board's majority opinion that the Contractor's filing of the protest or action is capricious or without reasonable foundation. In the latter case, all costs shall be borne by the Contractor. 1-09.13(4) Venue for Litigation Revise this section to read: (******) Litigation shall be brought in the Superior Court of the county in which the Contracting Agency’s headquarters is located, provided that where claims are asserted against a county, RCW 36.01.050 shall control venue and jurisdiction of the Superior Court. It is mutually agreed by the parties that when litigation occurs, the Contractor shall permit the Contracting Agency to have timely access to all records deemed necessary by the Contracting Agency to assist in evaluating the claims or action. 1-09.14 Payment Schedule Measurement and Payment Schedule for Bid Items in this Project Proposal. Section 1-09.14 is a new section: (******) GENERAL 1-09.14(1) Scope Section 1-09.14(1) is a new section: (******) A. Payment for the various items of the bid sheets, as further specified herein, shall include all compensation to be received by the Contractor for furnishing all tools, equipment, supplies, and manufactured articles, and for all labor, operations, and incidentals appurtenant to the items of Work being described, as necessary to complete the various items of the Work all in accordance with the requirements of the Contract Documents, including all appurtenances thereto, and including all costs of compliance with the regulations of public agencies having jurisdiction, including Safety and Health Administration of the U.S. Department of Labor (OSHA). No separate payment will be made for any item that is not specifically set forth in the Bid Schedules, and all costs therefore shall be included in the prices named in the Bid Schedules for the various appurtenant items of Work. B. The Owner shall not pay for material quantities, which exceed the actual measured amount used and approved by the Engineer. C. It is the intention of these Specifications that the performance of all Work under the bid for each item shall result in the complete construction, in an accepted operating condition, of each item. D. Work and material not specifically listed in the proposal but required in the Plans, Specifications, and general construction practice, shall be included in the bid price. No separate payment will be made for these incidental items. 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. All bid items under “Schedule A – General”, “Schedule C – Sanitary Sewer” & “Schedule D – Water” shall follow State Sales Tax – Rule 170 per Section 1-07.2(3). All bid items under “Schedule B – Stormwater” shall follow State Sales Tax – Rule 171 per Section 1-07.2(2). 1-09.14(2)A Bid Items Specific to Schedule A – General 1-09.14(2)A1 Mobilization & Demobilization (Maximum Bid 10% of Schedule Total) (Bid Item A01) – Lump Sum Measurement for "Mobilization & Demobilization” will be lump sum. The lump sum price shown will cover the complete cost of furnishing and installing, complete and in-place all Work and materials necessary to move and organize equipment and personnel onto the job site, provide and maintain all necessary support facilities and utilities, obtain all necessary permits and licenses, prepare the site for construction operations, and maintain the site and surrounding areas during construction, provide protection of existing utilities, provide component and system testing, and move all personnel and equipment off the site after contract completion. Also included shall be a Type B Progress Schedule and weekly look ahead schedules. 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 prepare a Work Plan that shall include the following: A. Proposed Construction Sequence and Schedule including a Type B Progress Schedule for all major items of work. B. Mobilization Plan showing the proposed location for storage of all equipment and materials. C. Temporary Erosion and Sediment Control Plan for all stages of the project D. Provisions for cleaning and sweeping of any impacted roadways. E. Trench Excavation Safety Systems plan/provisions. F. Identify Disposal Sites for various waste materials and provide copies of the site’s permits, licenses, and approvals. The Work Plan shall be submitted to the City for review and approval at minimum 3 days prior to the pre-construction meeting. 66 Payment for “Mobilization & Demobilization” will be made at the lump sum amount bid (NOT to exceed 80% of bid price prior to completion of construction) based on the percent of completed Work as defined in the 2023 Standard Specifications for Road, Bridge, and Municipal Construction (WSDOT) for mobilization. Payment for the remaining 20% will be made upon completion and final clean-up of the construction site. Such payment will be complete compensation for all mobilization of employees, equipment and materials, Mobilization Plan, Work Plan, preparation of all necessary submittals, bonds, insurance, site improvements, permits, clean-up, safety plan, and other plans/submittals not specifically covered in bid items, etc. all in conformance with the Contract Documents. This bid item may not be more than: • For Bid Schedule B: ten percent (10%) of the total amount of Bid for the schedule. • For Bid Schedules A, C, & D: ten percent (10%) of the total amount of Bid for the schedule excluding sales tax. 1-09.14(2)A2 Construction Surveying, Staking, and As-Built Drawings (Bid Item A02) – Lump Sum Measurement for “Construction Surveying, Staking and As-Built Drawings” will be per the lump sum bid price and based on the percentage of total Work complete, by dollar value, at the time of measurement in conformance with the Contract Documents. Payment may be prorated over the construction period based on the amount of work completed for construction surveying, staking and as-built drawings. Survey will be per Special Provision Section 1-05.4 and City of Renton Surveying Standards in Special Provision Section 1-11. The as-built survey will be per Special Provisions Section 1-11. The contractor shall provide the City with a set of redline drawings with the as-built locations and elevations of all new utilities and construction work. Payment for “Construction Surveying, Staking and As-Built Drawings” will be complete compensation for all labor, materials, equipment, tools, all incidental work needed to provide construction surveying and of the improvements (including providing a Washington State licensed surveyor for said work), staking in advance of pipe laying, fittings and structure installation, surveying the horizontal and vertical locations of all potholed existing utilities within the work area, verification and recording of the elevations of existing roadway centerline, crown, and edge of pavement to ensure that all roadways can be reconstructed to existing grade, and preparation of cut-sheets. Said payment will be complete compensation for all labor, materials, equipment, tools, all incidental work needed to provide as-built surveying, preparing “red line” as-built drawings for pay estimate submittal with fittings and dimensions of existing and proposed facilities installed or encountered during the pay period, furnishing an electronic file with construction drawings stamped and signed by a licensed land surveyor that contains the as-built information and copies of field notes, and furnishing and resetting property corners when disturbed by the contractor’s activities. No more than 50% of the bid amount for this item shall be paid prior to the review and acceptance of the as-constructed information by the Engineer. 1-09.14(2)A3 Project Temporary Traffic Control (Bid Item A03) – Lump Sum Measurement for “Project Temporary Traffic Control” will be per the lump sum bid price and based on the percentage of total work complete, by dollar value, at the time of measurement in conformance with the Contract Documents. 67 Payment for “Project Temporary Traffic Control” will be made at the measured percentage amount for the pay period times the lump sum bid amount. Payment will be complete compensation for preparing and submitting a traffic control plan and pedestrian handling plan as well as all labor, tools, materials, equipment used in accordance with the approved Traffic Control Plan and pedestrian handling plan that is not included in other bid items. The Lump Sum contract price shall be full pay for all costs for performing the work described in Section 1-10, and in the Traffic Control Information. Payment shall include but not be limited to providing for public convenience and safety, flaggers, traffic control supervisor, construction signs, detours, barricades, sequential arrow boards, a minimum of two Portable Changeable Message Signs, traffic control devices, temporary striping, cleanup, etc. required to complete this item of Work in conformance with the Contract Documents and the Manual on Uniform Traffic Control Devices (MUTCD) and as directed by the Engineer and by the City’s Transportation Department. Also, included in the contract price is the cost to furnish traffic control services and equipment for construction surveying, staking, and as-built plans. All adjustments to the Traffic Control Plan are considered incidental, and no additional payment will be made for adjustments. 1-09.14(2)A4 Erosion Control and Water Pollution Control (Bid Item A04) – Lump Sum Measurement for “Erosion Control and Water Pollution Control” will be based on the lump sum bid price in conformance with the Contract Documents. The lump sum price for “Erosion Control and Water Pollution Control” shall be full pay for all labor, material, tools, equipment, and other incidental costs required to prepare the Stormwater Pollution Prevention Plan (SWPPP) and Temporary Erosion and Sediment Control (TESC) Plan as described in Section 1-07.15 and implement the temporary erosion and sediment control BMPs described in Section 8-01 including but not limited to installation, monitoring, and maintenance of catch basin inserts, filter fabric fencing, stake and wire fencing, sediment ponds, straw wattles, pumping of construction water, temporary storm drain diversions including temporary piping, check dams, cover measures including plastic covering, street sweeping, collection and disposal of wastewater from asphalt and concrete cutting operations and other work necessary to meet the contract and permit requirements, not otherwise shown as a separate payment item. Payment shall also include the Contractor’s use of Baker Tanks, as needed during construction and associated labor, tools, equipment and incidental costs including Baker Tank mobilization, set up, maintenance, and relocation as work progresses, and incidentals required to use Baker Tanks, when needed to meet regulatory discharge requirements. Payment shall also include the following: • Applying for the Construction Stormwater General Permit (CSWGP) or transferring ownership of the CSWGP from the City of Renton to the Contractor • Closing out the CSWGP and obtaining approval from the Department of Ecology on permit closure • All monitoring and reporting required for compliance with the CSWGP Work shall include coordination, permitting, fees, approval and treatment required by the City of Renton as required in 1-07.15 if discharging to the sanitary sewer. 68 1-09.14(2)A5 Spill Prevention, Control, and Countermeasure (SPCC) Plan and Implementation (Bid Item A05) – Lump Sum Measurement and payment for “Spill Prevention, Control, and Countermeasure (SPCC) Plan and Implementation” shall be per WSDOT Standard Specification 1-07.15. 1-09.14(2)A6 Landscape and Private Property Restoration (Bid Item A06) – Lump Sum Measurement for “Landscape and Private Property Restoration” work will be per the lump sum bid price, and based on the percentage of total Work complete, by dollar value, at the time of measurement in conformance with the Contract Documents. Payment for “Landscape and Private Property Restoration” shall be full compensation for all labor, equipment, materials, hauling, excavation, sod, grass seed, hydroseed, mulch, 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 and Private Property to an equal or better condition in conformance with the Contract Documents. It shall include but not be limited to the following: • Installation of tree protection fencing and all costs for the protection of trees in accordance with the Plans and Specification • Hauling and disposing unsuitable, surplus and/or waste materials • Replacing and restoring any landscaping, grass, rockeries, walls, tree removal and replacement, trees, shrubs, bark, and other improvements disturbed by construction activities, whether identified on the Contract Documents or not, as directed by the Engineer • Preparation, placement, and maintenance of 12” depth topsoil and hydroseed per City specifications as supplemented in the Special Provisions. All lawn areas shall be replaced with topsoil and hydroseeded. 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 the contractor’s beginning of work or as directed by the Engineer. 1-09.14(2)A7 Remove and Replace Pavement Markings (Bid Item A07) – Lump Sum Measurement for “Remove and Replace Pavement Markings” will be per the lump sum bid price, and based on the percentage of total Work complete, by dollar value, at the time of measurement in conformance with the Contract Documents. Payment for “Remove and Replace Pavement Markings” shall be full compensation for all labor, equipment, tools, materials, and all else necessary for and incidental to remove and re-establish existing pavement markings and channelization devices including but not limited to delineator posts in accordance with the plans and specifications. All Stop Bars, Traffic Arrows, and Crosswalks shall be thermoplastic. Pavement letters and longitudinal pavement markings shall consist of profiled and embossed methyl methacrylate (MMA). 69 1-09.14(2)B Bid Items Specific to Schedule B – Stormwater 1-09.14(2)B1 Trench Safety Systems (Bid Item B01) – Lump Sum Measurement for “Trench Safety Systems” will be per the lump sum bid price and based on a percentage defined as the amount of storm/sewer/water pipelines installed divided by the total length of storm/sewer/water pipe shown to be installed in conformance with the Contract Documents. Payment for “Trench Safety Systems” will be made at the measured percentage amount for the pay period times the lump sum amount bid, said payment will be complete compensation for all equipment, labor, materials, hauling, planning, design, engineering, submittals, furnishing and constructing and removal and disposal of such temporary sheeting, shoring, and bracing complete as required under the provisions of any permits and in the requirements of OSHA and RCW Chapter 49.17, etc., required to complete this item of Work in conformance with the Contract Documents. The work includes, but not limited to, preparing and submitting a shoring plan stamped by a professional engineer registered in the State of Washington to the City prior to the preconstruction conference. 1-09.14(2)B2 Crushed Surfacing Top Course (Bid Item B02) – Ton Measurement for “Crushed Surfacing Top Course” shall 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 pavement patch, sidewalk, driveway, curb ramps, curb, gutter and water service line trench backfill will be considered for payment. Material placed outside of the limits shown in the standard details and Contract Documents, within the trench backfill zone, around structures, or as approved by the Engineer will be paid for under other bid items. Recycled material and recycled concrete aggregate as defined by WSDOT Section 9-03.21 shall not be allowed as crushed surfacing top course or base course. 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 Base Course used for pipe bedding and for pipe zone backfill materials for ductile iron pipe and fittings will not be paid under this bid item, and shall be considered incidental to the bid items for pipe installation and no further compensation will be made. 1-09.14(2)B3 Gravel Borrow for Trench Backfill (Bid Item B03) – Ton Measurement for “Gravel Borrow for Trench Backfill” will be measured in tons based on the weight of material installed into the Work in conformance with the Contract Documents. Certified weight tickets will accompany each load, a copy of tickets will be given to the Engineer daily. Wasted materials will not be included in the measurement or payment. Only materials placed within the pay limits shown will be considered for payment. Material placed outside of the pay 70 limits shown on the Plans or as approved by the Engineer will be deducted from the certified tickets. Recycled material and recycled concrete aggregate as defined by WSDOT Section 9-03.21 shall not be allowed as trench backfill for pipe installation. Payment for “Gravel Borrow for Trench Backfill” will be made at the amount bid per ton, which payment will be complete compensation for all labor, materials, tools, equipment, incidentals necessary to furnish and install select import backfill, hauling, placement, compaction, performing backfill compaction tests and furnishing test reports to the Engineer, removal, haul and disposal of unsuitable excavated materials, waste and surplus materials, etc., required to complete this item of Work in conformance with the Contract Documents. 1-09.14(2)B4 HMA Cl. ½-Inch PG 58H-22 for Final Trench Patch (Bid Item B04) – Ton Measurement for “HMA Cl. ½-inch PG 58H-22 for Final Trench Patch” shall be measured in tons based on the weight of material installed for final trench patch and curb ramp pavement patch in conformance with the Contract Documents, unless otherwise approved by the Engineer. Wasted materials and temporary 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. Payment for “HMA Cl. ½-inch PG 58H-22 for Final Trench 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 pavement patch • Sealing all cold joints • Tack coat • Joint seal • Asphalt Sidewalk Transitions • Hauling • Aggregate • Sweeping • Adjustment of utilities to grade • Adjustment of survey monument cases to grade. Adjustments of survey monuments will be completed by the Owner, if required. • Temporary pavement markings • Cleanup • All other incidentals necessary to complete paving and restore the roadway grade to existing elevations. 71 “HMA Cl. ½-inch PG 58H-22 for Final Trench 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)B5 HMA Cl. ½-Inch PG 58H-22 for Overlay (Bid Item B05) – Ton Measurement for “HMA Cl. ½-inch PG 58H-22 for 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 “HMA Cl. ½-inch PG 58H-22 for Overlay” shall be full compensation for all labor, materials, equipment, and tools 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-inch in depth to prepare the asphalt surface for overlay • Furnishing, placing, and compacting HMA Cl. ½” PG 58H-22 for final overlay • Sealing all cold joints • Tack coat • Joint seal • Asphalt Sidewalk Transitions • Hauling • Aggregate • Sweeping • Adjustment of existing and new utilities to grade, including but not limited to manholes, valve boxes, and drainage inlets • Adjustment of survey monument cases to grade. Adjustments of survey monuments will be completed by the Owner, if required. • Temporary pavement markings • Cleanup • All other incidentals necessary to complete paving and restore the roadway grade to existing elevations. “HMA Cl. ½-Inch PG 58H-22 for Overlay” is exempt from Section 1-04.6 and no price adjustment will be made for variation in actual quantity used. 1-09.14(2)B6 Remove and Replace Cement Concrete Sidewalk (Bid Item B06) – Square Yard Measurement for “Remove and Replace Cement Concrete Sidewalk” shall be based on square yard of concrete sidewalk, to match existing or to ADA standards as shown on the Plans, restored to a saw-line line cut in conformance with the Contract Documents. 72 Payment for “Remove and Replace Cement Concrete Sidewalk” shall be full compensation for all labor, equipment, materials, tools and incidentals to remove and replace cement concrete sidewalk and driveway 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, and existing pavement • Removal and disposal of surplus, unsuitable and/or waste materials • Placing and compacting CSTC for subgrade • Temporary hot mix asphalt patching • Furnishing and installing formwork • Furnishing and placing joint filler • Furnishing, placing, compacting, and finishing concrete for new sidewalk surface • Adjustment of utilities to grade • Removal and reinstallation of existing signs affected by work related to this bid item • Cleanup CSTC for sidewalk subgrade will be paid under the CSTC bid item. 1-09.14(2)B7 Remove and Replace Cement Concrete Driveway (Bid Item B07) – Square Yard Measurement for “Remove and Replace Cement Concrete Driveway” shall be based on square yard of driveway, to match existing or to ADA standards as shown on the Plans, restored to a saw- line line cut in conformance with the Contract Documents. Payment for “Remove and Replace Cement Concrete Driveway” shall be full compensation for all labor, equipment, materials, tools and incidentals to remove and replace cement concrete driveway 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 and existing pavement • Removal and disposal of surplus, unsuitable and/or waste materials • Placing and compacting CSTC for subgrade • Temporary hot mix asphalt patching • Furnishing and installing formwork • Furnishing and placing joint filler • Furnishing, placing, compacting, and finishing concrete for new driveway • Adjustment of utilities to grade • Removal and reinstallation of existing signs affected by work related to this bid item • Cleanup Gravel driveway and gravel parking areas, if existing, shall be restored under landscape restoration. 73 CSTC for driveway subgrade will be paid under the CSTC bid item. 1-09.14(2)B8 Remove and Replace Cement Concrete Curb Ramp, Type Parallel A (Bid Item B08) – Each Measurement for “Remove and Replace Concrete Curb Ramp, Type Parallel A” shall be each 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, Type Parallel A” 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 reinstallation of existing signs, including replacement of existing signposts with metal sign posts per Standard Plan 129 • Furnishing and installing and removing temporary formwork • Furnishing and placing joint filler • Placing and compacting CSTC for subgrade • Furnishing, placing, 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 • Concrete curing and cleanup CSTC for subgrade will be paid under the CSTC bid item. 1-09.14(2)B9 Remove and Replace Concrete Curb and Gutter (Bid Item B09) – 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 • Placing and compacting CSTC for subgrade • Temporary hot mix asphalt patching, • Furnishing, installing, and removing temporary formwork • Furnishing, placing, and finishing concrete and joint filler for new curb and gutter and concrete extruded and vertical curb 74 • Concrete curing and cleanup CSTC for subgrade will be paid under the CSTC bid item. 1-09.14(2)B10 Removal and Replacement of Unsuitable Foundation Material (Bid Item B10) – 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” will be made at the unit bid price, which will be complete compensation for all labor, materials, tools, equipment, excavation, foundation materials, haul, placement, water, compaction, removal haul and disposal of waste material, etc., required to complete this item of Work in conformance with the Contract Documents. Payment for this item will be only for the removal and replacement of unsuitable material requested by the City. 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)B11 Controlled Density Fill (Bid Item B11) – Cubic Yard Measurement for “Control Density Fill” (CDF) will be per cubic yard in conformance with the Contract Documents and neat line per the details on the plans. All use of CDF for trench dams–as shown on the plans, is approved for use. Use of CDF for encasement of pipes and utility crossings shall be pre-approved by the Engineer. CDF used beyond the agreed amount or CDF used without prior Engineer approval will not be paid. CDF shall meet the requirements of WSDOT Standard Specification Section 2-09.3(1)E. Payment will be made at contract unit price and will constitute full compensation for all material, equipment, tools, formwork, labor, and all necessary for and incidental to the installation of “Control Density Fill” for trench dams—as shown on the plans, and encasement of pipes and utility crossings—pre-approval required, in accordance with the Contract Documents, plan details and as directed by the Engineer. Payment for this item will be only for the control density fill used for trench dams—as shown on the plans and where pre-approved by the City. No price adjustment will be made for variation in actual quantity used for controlled density fill, see special provision 1-04.6. 1-09.14(2)B12 Minor Changes (Bid Item B12) – Estimate For the purpose of providing a common proposal for all bidders, the Contracting Agency has entered an amount for “Minor Changes” 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. 75 All work and payment under this item will be authorized in writing by the City Project Manager or Supervisor. Payment will be determined in accordance with Section 1-09.4 of the Standard Specifications. Payment for this item will be only for the changes and amounts approved by the City. If no changes are authorized under this bid item, final payment for this item will be $0 (zero). 1-09.14(2)B13 CCTV Inspection (Bid Item B13) – Linear Foot Measurement for “CCTV Inspection” will be per linear foot of storm pipe inspected in conformance with section 7-08.3(5) and the Contract Documents. Payment for “CCTV Inspection” will be made at the amount bid per linear foot, which payment will be complete compensation for all labor, materials, equipment required to complete the work specified in the Contract Documents and plans, and shall include, but not be limited to the following: • Bypass stormwater pumping (if needed) • CCTV Inspection of all new open-cut installed storm pipe • Delivery of the CCTV inspections entirely in a PACP compatible format data base on an External HDD to the Engineer Costs for additional Television inspection required to verify corrections or replacement of pipe, or done solely for the Contractor’s convenience, shall be at the Contractor’s sole expense. 1-09.14(2)B14 ____-Inch ____Storm Drain Pipe (Bid Items B14 to B18) – Linear Foot Measurement for “____-Inch ____Storm Drain Pipe” 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 “____-Inch ____Storm Drain Pipe” will be made at the amount bid per linear foot, which payment will be complete compensation for: • All labor, materials, equipment and hauling • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, protecting and providing temporary support of existing utilities • Protecting existing survey monument cases • Dewatering, temporary bypass pumping and control of water • Structure Excavation, Class B • Removal and disposal of waste material in the excavation necessary to construct the improvements including but not limited to: existing pipes; catch basins; manholes; structures; and abandoned utilities • Pipe of the size and material type required, gaskets, fittings and adaptors • Installation, laying, and jointing pipe and fittings • Furnishing, placing, and compacting pipe zone bedding material • Placing and compacting imported trench backfill 76 • Performing backfill compaction tests and furnishing test reports to the Engineer • Appurtenances, ethafoam pads, water, grading, cleaning, and testing, etc. required to complete the work in accordance with the Contract Documents • Removal of pipe and catch basins beyond the excavation where shown on the Drawings or where directed by the Engineer as well as plugging existing pipes to be abandoned and plugging existing pipes where sections have been removed for the storm installation, and providing end caps were shown on the plans. These items shall not be limited to those mentioned on the Plans or specified herein. • Replacing, protecting and/or maintaining existing utilities • Furnishing and placing temporary hot mix asphalt patching. Temporary hot mix asphalt includes all hot mix asphalt and/or temporary asphalt that is not part of the final trench patch and overlay. 1-09.14(2)B15 Quarry Spalls (Bid Item B19) – Ton Measurement for “Quarry Spalls” will be measured be measured in tons based on the weight of material installed into the Work in conformance with the Contract Documents. Certified weight tickets will accompany each load, a copy of tickets will be given to the Engineer daily. Wasted materials will not be included in the measurement or payment. Only materials placed within the pay limits shown will be considered for payment. Material placed outside of the pay limits shown on the Plans or as approved by the Engineer will be deducted from the certified tickets. Payment for “Quarry Spalls” shall cover the complete cost of providing all labor, materials, tools, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, protecting, and providing temporary support of existing utilities • Dewatering, temporary bypass pumping, and control of water • Removal and disposal of waste material in the excavation necessary to construct the improvements including but not limited to: existing vegetation and pipes; catch basins; manholes; structures; and abandoned utilities • Excavation and grading of the ditch to the slope, lines, and cross-section of the appropriate size and matching Details as specified in the Construction Plans • Compaction of subgrade • Offsite disposal of excavated materials • Furnishing and installing quarry spalls of the appropriate size and matching Details as specified in the Construction Plans • Appurtenances, water, grading, cleaning, and testing, etc. required to complete the work in accordance with the Contract Documents • Replacing, protecting and/or maintaining existing utilities • Restoration of public and private properties 77 1-09.14(2)B16 Yard Drain (Bid Item B20) – Each Measurement for “Yard Drain” will be per each for each yard drain structure installed in conformance with the Contract Documents. Payment for “Yard Drain” shall cover the complete cost of providing all labor, materials, tools, and equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, protecting, and providing temporary support of existing utilities • Protecting existing survey monument cases • Sawcutting existing asphalt, sidewalk, curb, and gutter • Dewatering, temporary bypass pumping, and control of water • Removal and disposal of waste material in the excavation necessary to construct the improvements including but not limited to: pavement, curbs, gutters, sidewalks; existing pipes; catch basins; manholes; structures; and abandoned utilities • Structure Excavation, Class B • Furnishing, placing, and compacting foundation material • Precast concrete yard drain structure – Old Castle Infrastructure Model 2424 YD or approved alternate, gaskets, frame and grates, installation, adjustment of frames to grade, appurtenances, Kor-N-Seal boots (or approved alternate), connections to new pipes, reconnections to existing pipes including pipe and couplings, placement of subsequent backfill materials, compaction, water, cleaning, and testing, etc. required in conformance with the Contract Documents. • Appurtenances, ethafoam pads, water, grading, cleaning, etc. required to complete the work in accordance with the Contract Documents • Replacing, protecting and/or maintaining existing utilities • Restoration of public and private properties • Furnishing and placing temporary hot mix asphalt patching. Temporary hot mix asphalt includes all hot mix asphalt and/or temporary asphalt that is not part of the final trench patch and overlay. 1-09.14(2)B17 Catch Basin Type __ (Bid Items B21 & B22) – Each Measurement for “Catch Basin Type __” will be per each for each catch basin installed in conformance with the Contract Documents. Payment for “Catch Basin Type __” will be made at the unit bid price per each, which will be complete compensation for: • All labor, equipment, materials, and hauling • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, protecting and providing temporary support of existing utilities • Protecting existing survey monument cases 78 • Excavation and shoring • Dewatering, temporary bypass pumping and control of water • Removal and disposal of waste material including existing pipes and structures in the excavation and any abandoned utilities • Structure Excavation, Class B • Furnishing, placing, and compacting of foundation material • Precast concrete catch basin, gaskets, catch basin frame and grate or lid, installation, adjustment of frames to grade, appurtenances, Kor-N-Seal boots (or approved alternate), connections to new pipes, reconnections to existing pipes including pipe and couplings, placement of subsequent backfill materials, compaction, water, cleaning, and testing, etc. required in conformance with the Contract Documents. • Furnishing and placing temporary hot mix asphalt patching. Temporary hot mix asphalt includes all hot mix asphalt and/or temporary asphalt that is not part of the final trench patch and overlay. 1-09.14(2)B18 Bird Cage Overflow Structure (Bid Item B23) – Each Measurement for “Bird Cage Overflow Structure” will be per each for each overflow structure installed in conformance with the Contract Documents. Payment for “Bird Cage Overflow Structure” shall cover the complete cost of providing all labor, materials, tools, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, protecting, and providing temporary support of existing utilities • Protecting existing survey monument cases • Dewatering, temporary bypass pumping, and control of water • Removal and disposal of waste material in the excavation necessary to construct the improvements including but not limited to: existing pipes; catch basins; manholes; structures; and abandoned utilities • Structure Excavation, Class B • Furnishing, placing, and compacting foundation material with geotextile fabric • Precast concrete catch basin with (4) 1-inch diameter weep holes, gaskets, birdcage frame and grates, hook clamps, installation, adjustment of frames to grade, appurtenances, Kor- N-Seal boots (or approved alternate), connections to new pipes, reconnections to existing pipes including pipe and couplings, placement of subsequent backfill materials, compaction, water, cleaning, and testing, etc. required in conformance with the Contract Documents. • Furnishing and placing quarry spalls per WSDOT Section 8-15.3(6) and matching Details as specified in the Construction Plans • Replacing, protecting and/or maintaining existing utilities • Restoration of public and private properties 79 1-09.14(2)B19 Connect New Storm Pipe to Existing Catch Basin (Bid Item B24) – Each Measurement for “Connect New Storm Pipe to Existing Catch Basin” will be per each in conformance with Contract Documents. Payment for “Connect New Storm Pipe to Existing Catch Basin” will be made at the unit price per each, which will be complete compensation for all labor, equipment, materials, excavation around and protection of existing structure, temporary bypass pumping (if needed), core drilling, cleaning the existing catch basin and other materials required to connect to the existing catch basin in accordance with the Contract Documents. 1-09.14(2)B20 Side Sewer Replacement (Bid Item B25) – Linear Foot Measurement for “Side Sewer Replacement” will be per linear foot of replaced side sewer installed in conformance with the Contract Documents. The length of side sewer replacement shall be the number of linear feet of completed side sewer pipe installation measured along the invert. The unit price bid per linear foot of “Side Sewer Replacement” shall be full compensation for all labor, material, related work, tools and equipment necessary to satisfactorily complete the Work as defined in Section 7-18 Standard Specifications, these Special Provisions and as shown on the Plans. The unit price per linear foot of “Side Sewer Replacement” shall also include, but not be limited to, furnishing, hauling, and assembling in place the completed installation including all wyes, tees, special fittings, cleanouts, and joint materials for the completion of the installation to the required lines and grades. The unit price per linear foot of “Side Sewer Replacement” shall also include all costs for reviewing pothole information, design submittals, trench excavation, dewatering, furnishing, stockpiling, hauling, placing and compacting imported pipe zone bedding and suitable native backfill above the pipe zone, cleaning and flushing pipes and existing structures, inspecting pipe, connecting new pipe to existing structures, replacing, protecting and maintaining utilities, CCTV and providing as- built sketches of all replaced side sewers. 1-09.14(2)B21 Resolution of Utility Conflicts (Bid Item B26) – Estimate Payment will be made in accordance with Section 1-07.17(5) for the following bid items when included in the proposal: "Resolution of Utility Conflicts" will be paid by force account as provided in Section 1-09.6. Costs for resolving utility conflicts will be paid for by force account in accordance with Section 1-09.6. To provide a common proposal for all bidders, the Contracting Agency has estimated the amount for “Resolution of Utility Conflicts” and entered the amounts in the proposal to become a part of the total bid by the Contractor. Utility conflicts due to the Contractor’s actions or operations shall be resolved by the Contractor at no expense to the Contracting Agency. 1-09.14(2)B22 Survey Monument Restoration (Bid Item B27) – Each Measurement for "Survey Monument Restoration" will be per each monument case and cover furnished and set. Payment for each “Survey Monument Restoration” shall be full compensation for all labor, materials, tools, and equipment necessary to satisfactorily furnish and install new monument cases and covers, as defined in the Plans, the Standard Specifications, and these Special 80 Provisions, including all required coordination the Owner’s surveyor, who will reestablish disturbed monuments. 1-09.14(2)C Bid Items Specific to Schedule C – Sanitary Sewer 1-09.14(2)C1 Trench Safety Systems (Bid Item C01) – Lump Sum See B1 above. 1-09.14(2)C2 Crushed Surfacing Top Course (Bid Item C02) – Ton See B2 above. 1-09.14(2)C3 Gravel Borrow for Trench Backfill (Bid Item C03) – Ton See B3 above. 1-09.14(2)C4 HMA Cl. ½-Inch PG 58H-22 for Final Trench Patch (Bid Item C04) – Ton See B4 above. 1-09.14(2)C5 Controlled Density Fill (Bid Item C05) – Cubic Yard See B11 above. 1-09.14(2)C6 Minor Changes (Bid Item C06) – Estimate See B12 above. 1-09.14(2)C7 CCTV Inspection (Bid Item C07) – Linear Foot See B13 above. 1-09.14(2)C8 6-Inch SDR 35 PVC Sewer Pipe (Bid Item C08) – Linear Foot Measurement for “6-Inch SDR 35 PVC Sewer Pipe” 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 “6-Inch SDR 35 PVC Sewer Pipe” will be made at the amount bid per linear foot, which payment will be complete compensation for: • All labor, materials, equipment, and hauling • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, television inspection of existing sanitary sewer to determine location of side sewer branches if necessary, and protecting and providing temporary support of existing utilities • Protecting existing survey monument cases • Sawcutting existing asphalt, sidewalk, curb, and gutter • Dewatering, temporary bypass sewer pumping (if needed) • Excavation, removal, haul, and disposal of waste materials including but not limited to: pavement, curbs, gutters, sidewalks, existing pipes; manholes; structures; and abandoned utilities • Plugging abandoned pipes with concrete when cut to facilitate new pipe installation • Pipe of the size and material type required, gaskets, fittings, and adaptors • Reconnection to existing pipes including couplings 81 • Installation, laying, and sewer pipes and fittings • Furnishing, placing, and compacting pipe zone bedding material • Placing and compacting trench backfill • Performing backfill compaction tests and furnishing test reports to the Engineer • Furnishing ethafoam pads (when needed) • Air testing • Replacing, protecting and/or maintaining existing utilities • Furnishing and placing temporary hot mix asphalt patching. Temporary hot mix asphalt includes all hot mix asphalt and/or temporary asphalt that is not part of the final trench patch and overlay. 1-09.14(2)C9 48-Inch Sanitary Sewer Manhole (Bid Item C09) – Each Measurement for “48-Inch Sanitary Sewer Manhole” will be per each manhole installed in conformance with the Contract Documents. Payment for “48-Inch Sanitary Sewer Manhole” will be made at the unit price per each, which payment will be complete compensation for: • All labor, materials, equipment, and hauling • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, television inspection of existing sanitary sewer to determine location of side sewer branches if necessary, and protecting and providing temporary support of existing utilities • Protecting existing survey monument cases • Preparation and submittal of structural design calculations stamped by a registered Structural Engineer (if needed) • Sawcutting existing asphalt, sidewalk, curb, and gutter • Dewatering, temporary bypass sewer pumping (if needed) • Excavation, removal, haul, and disposal of pavement, curbs, gutters, sidewalks, existing pipes; manholes; structures • Plugging abandoned pipes with concrete when cut to facilitate new pipe installation • Furnishing and installing precast or poured-in-place concrete base, concrete manhole sections, gaskets, Kor-N-Seal boots (or approved alternate), ladder and rungs, appurtenances, connections, channeling, reconnection to existing pipes including pipe and couplings, coating system (sealer), and 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 82 • Replacing, protecting and/or maintaining existing utilities • Furnishing and placing temporary hot mix asphalt patching. Temporary hot mix asphalt includes all hot mix asphalt and/or temporary asphalt that is not part of the final trench patch and overlay. 1-09.14(2)C10 Resolution of Utility Conflicts (Bid Item C10) – Estimate See B21 above. 1-09.14(2)D Bid Items Specific to Schedule D – Water 1-09.14(2)D1 Trench Safety Systems (Bid Item D01) – Lump Sum See B1 above. 1-09.14(2)D2 Crushed Surfacing Top Course (Bid Item D02) – Ton See B2 above. 1-09.14(2)D3 Gravel Borrow for Trench Backfill (Bid Item D03) – Ton See B3 above. 1-09.14(2)D4 HMA Cl. ½-Inch PG 58H-22 for Final Trench Patch (Bid Item D04) – Ton See B4 above. 1-09.14(2)D5 HMA Cl. ½-Inch PG 58H-22 for Overlay (Bid Item D05) – Ton See B5 above. 1-09.14(2)D6 Remove and Replace Cement Concrete Sidewalk (Bid Item D06) – Square Yard See B6 above. 1-09.14(2)D7 Remove and Replace Cement Concrete Driveway (Bid Item D07) – Square Yard See B7 above. 1-09.14(2)D8 Remove and Replace Cement Concrete Curb Ramp, Type Parallel A (Bid Item D08) – Each See B8 above. 1-09.14(2)D9 Remove and Replace Concrete Curb and Gutter (Bid Item D09) – Linear Foot See B9 above. 1-09.14(2)D10 Removal and Replacement of Unsuitable Foundation Material (Bid Item D10) – Ton See B10 above. 1-09.14(2)D11 Controlled Density Fill (Bid Item D11) – Cubic Yard See B11 above. 1-09.14(2)D12 Minor Changes (Bid Item D12) – Estimate See B12 above. 83 1-09.14(2)D13 Ductile Iron Class 52 ___ -Inch Diameter Restrained-Joint Water Pipe and Restrained-Joint Fittings with Polywrap (Bid Items D13, D14, D15, & D16) –– Linear Foot Measurement for Restrained-Joint Ductile Iron Water Pipes and Restrained-Joint Fittings with Polywrap of the size, type and class specified will be based on the actual lineal footage measured horizontally over the centerline of the installed pipe and fittings. Payment for 6-inch ductile iron pipe for hydrant laterals up to 20 feet in length is included in the bid item for fire hydrant assembly. Payment for Restrained-Joint Ductile Iron Water Pipes and Restrained-Joint Fittings with Polywrap of the size, type, and class specified shall cover the complete cost of providing all labor, materials, tools, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Locating all existing utilities, water main and services and potholing in advance to determine their horizontal and vertical locations • Saw cutting existing asphalt and concrete pavement up to 12” in depth, sidewalk, curb, and gutter • Trench dewatering (if needed), including but not limited to sump pumps and hoses and sedimentation tank mobilization, assembly, maintenance, relocation, and removal • Excavation, removal, hauling, and disposal of pavement, curbs, gutters, sidewalks, and unsuitable excavated material including existing pipes and structures in the excavation and the like • Structure Excavation Class B • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer • Hand digging as required to complete construction and protect existing improvements, including rockeries, signs, mailboxes, decking, etc., and utilities • Furnishing, installing, laying, and jointing restrained-joint water pipes and restrained-joint fittings of the size, type, and class 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 ends, tees, crosses, reducers, spools, couplings, sleeves, horizontal and vertical bends, and all incidentals • Deflecting the pipes and/or installing vertical bends with concrete blocking as required to cross over or under buried utilities based on results of potholing and as directed by the Engineer • Furnishing and installing polyethylene foam pad (Dow Plastics Ethafoam 200 or approved alternate) where necessary at utility crossings • Furnishing, placing, and compacting crushed surfacing base course for pipe bedding materials and for pipe zone backfill materials for ductile iron pipes and fittings. Recycled material and recycled concrete aggregate as defined by WSDOT Section 9-03.21 shall not be allowed as bedding or pipe zone materials. 84 • Placing and compacting trench backfill. Recycled material and recycled concrete aggregate as defined by WSDOT Section 9-03.21 shall not be allowed as trench backfill. • Performing backfill compaction tests and furnishing test reports to the Engineer • Furnishing and installing all poly-pigging station materials, temporary blow-off assemblies, and temporary thrust blocking for testing • Poly-pigging, pressure-testing, disinfecting and flushing of new piping, purity testing in accordance with contract specifications • Replacing, protecting, restoring, and/or maintaining existing utilities • Protecting existing survey monument cases • Furnishing and placing temporary hot mix asphalt patching. Temporary hot mix asphalt includes all hot mix asphalt and/or temporary asphalt that is not part of the final trench patch and overlay. 1-09.14(2)D14 ___-Inch x 8-inch Tapping Tee and Valve Assembly (Bid Items D17 & D18) –– Each Measurement for Tapping Tee and Valve Assembly of the size specified will be per each for each type of tapping tee with tapping gate valve assembly installed in conformance with the Contract Documents. Payment for Tapping Tee and Valve Assembly of the size specified shall cover the complete cost of providing all labor, materials, tools, and equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Locating all existing utilities, water main and services and potholing in advance to determine their horizontal and vertical location and alignment • Saw cutting existing asphalt and concrete pavement up to 12” in depth, sidewalk, curb, and gutter • Trench dewatering (if needed), including but not limited to sump pumps and hoses and sedimentation tank mobilization, assembly, maintenance, relocation, and removal • Excavation, removal, hauling and disposal of pavement, curbs, gutters, sidewalks, and unsuitable excavated material including existing pipes and structures in the excavation, and the like • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer • Hand digging as required to complete construction and protect existing improvements • Wet tapping the existing water main by a city approved wet-tap contractor (Speer Taps, Inc. or Legacy Tapping, Inc.) • Furnishing and installing a stainless steel or epoxy-coated steel tapping tee with full circle seal, tapping gate valve assembly, valve box and cover to grade, stem extension, valve marker post, polyethylene encasement, concrete support blocks, and all incidentals • Furnishing, placing, and compacting crushed surfacing base course for pipe bedding materials and for pipe zone backfill materials for ductile iron pipes and fittings. 85 • Placing and compacting trench backfill • Performing backfill compaction tests and furnishing test reports to the Engineer • Replacing, protecting, restoring, and/or maintaining existing utilities • Protecting existing survey monument cases • Furnishing and placing temporary hot mix asphalt patching. Temporary hot mix asphalt includes all hot mix asphalt and/or temporary asphalt that is not part of the final trench patch and overlay. 1-09.14(2)D15 ___-Inch Gate Valve Assembly (Bid Items D19, D20, D21, & D22) –– Each Measurement for Gate Valve Assembly of the size specified will be per each for each type of valve installed in conformance with the Contract Documents. Hydrant auxiliary 6-inch gate valve will be included in the measurement for hydrant assembly and will not be included in this measurement item. Tapping gate valve will be included in the measurement for tapping tee and valve and will not be included in this measurement item. Payment for Gate Valve Assembly of the size specified shall cover the complete cost of providing all labor, materials, tools, and equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Locating all existing utilities, water main and services and potholing in advance to determine their horizontal and vertical location • Saw cutting existing asphalt and concrete pavement up to 12” in depth, sidewalk curb, and gutter • Trench dewatering (if needed), including but not limited to sump pumps and hoses and sedimentation tank mobilization, assembly, maintenance, relocation, and removal • Excavation, removal, hauling, and disposal of pavement, curbs, gutters, sidewalks, surplus, and unsuitable excavated material including existing pipes and structures in the excavation and the like • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer • Furnishing and installing valves, wedge type restrained-joint follower glands for valves with mechanical joint end(s), polyethylene encasement, valve boxes and covers to grade, stem extensions, valve marker posts, and all incidentals • Furnishing, placing, and compacting crushed surfacing base course for pipe bedding materials and for pipe zone backfill materials for ductile iron pipes and fittings. • Placing and compacting trench backfill • Performing backfill compaction tests and furnishing test reports to the Engineer • Replacing, protecting, restoring, and/or maintaining existing utilities • Protecting existing survey monument cases 86 • Furnishing and placing temporary hot mix asphalt patching. Temporary hot mix asphalt includes all hot mix asphalt and/or temporary asphalt that is not part of the final trench patch and overlay. 1-09.14(2)D16 1-inch Air and Vacuum Release Valve Assembly (Bid Item D23) –– Each Measurement for “1-inch Air and Vacuum Release Valve Assembly” will be per each for each type of valve installed in conformance with the Contract Documents. Payment for “1-inch Air and Vacuum Release Valve Assembly“ shall cover the complete cost of providing all labor, materials, tools, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location • Saw cutting existing asphalt and concrete pavement up to 12” in depth, sidewalk curb, and gutter • Trench dewatering (if needed), including but not limited to sump pumps and hoses and sedimentation tank mobilization, assembly, maintenance, relocation, and removal • Excavation, removal, hauling, and disposal of pavement, curbs, gutters, sidewalks, surplus, and unsuitable excavated material including existing pipes and structures in the excavation and the like • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer • Furnishing and installing new corporation stop, valves, valve box and cover to grade, stem extension, valve marker post, pipe nipples, couplings, air and vacuum valve assembly, meter box and lid, gravel, copper pipe, galvanized iron pipe, and all other associated fittings and incidentals • Furnishing, placing, and compacting crushed surfacing base course for pipe bedding materials and for pipe zone backfill materials for ductile iron pipes and fittings. • Placing and compacting trench backfill • Performing backfill compaction tests and furnishing test reports to the Engineer • Testing, disinfecting and flushing of new valves • Replacing, protecting, restoring, and/or maintaining existing utilities • Protecting existing survey monument cases • Restoration of public and private properties • Furnishing and placing temporary hot mix asphalt patching. Temporary hot mix asphalt includes all hot mix asphalt and/or temporary asphalt that is not part of the final trench patch and overlay. 1-09.14(2)D17 Fire Hydrant Assembly (Bid Item D24) –– Each Measurement for “Fire Hydrant Assembly” will be per each for each fire hydrant assembly installed in conformance with the Contract Documents. 87 Payment for “Fire Hydrant Assembly” shall cover the complete cost of providing all labor, materials, tools, and equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location • Saw cutting existing asphalt and concrete pavement up to 12” in depth, sidewalk, curb, and gutter • Excavation, removal, hauling, and disposal of pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material including existing pipes and structures in the excavation and the like • Removal and salvage of existing hydrant, if existing hydrant is being replaced • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer • Trench dewatering (if needed), including but not limited to sump pumps and hoses and sedimentation tank mobilization, assembly, maintenance, relocation, and removal • 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, and valve extension • Furnishing and installing mechanical joint restraints, follower-glands (i.e. Mega-lugs), and/or shackles, tie-rods, concrete blocking, drain rocks, and polyethylene encasement • Adjust hydrant to finish grade • Install concrete shear block and retaining wall as shown on the standard plans • Furnishing, placing, and compacting crushed surfacing base course for pipe bedding materials and for pipe zone backfill materials for ductile iron pipes and fittings. • Placing and compacting trench backfill • Performing backfill compaction tests and furnishing test reports to the Engineer • Testing, disinfecting, and flushing of new hydrants • Replacing, protecting, and/or maintaining existing utilities • Protecting existing survey monument cases • Furnishing and placing temporary hot mix asphalt patching. Temporary hot mix asphalt includes all hot mix asphalt and/or temporary asphalt that is not part of the final trench patch and overlay. • Painting the hydrants with two field coats of paint as specified in the Contract Documents • Moving, transplanting, potting, trimming, and pruning shrubs and tree branches, and grading to create a clear-zone around the hydrant as specified in the Contract Documents 88 1-09.14(2)D18 1-Inch Water Service Connection, Type A with 1-Inch Pressure Reducing Valve (PRV) (Bid Item D25) –– Each Measurement for “1-Inch Water Service Connection, Type A with 1-Inch Pressure Reducing Valve (PRV)” will be per each for each 1-Inch water connection installed in conformance with the Contract Documents. Payment for “1-Inch Water Service Connection, Type A with 1-Inch Pressure Reducing Valve (PRV)” shall cover the complete cost of providing all labor, materials, tools, and equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Locating all existing utilities, water main and services and potholing in advance to determine their horizontal and vertical location • Saw cutting existing asphalt and concrete pavement up to 12” in depth, sidewalk, curb, and gutter • Excavation, removal, hauling, and disposal of pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material including existing pipes and structures in the excavation and the like • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer • Trench dewatering (if needed), including but not limited to sump pumps and hoses and sedimentation tank mobilization, assembly, maintenance, relocation, and removal • Hole-hogging, boring, tunneling, mechanical, or hand trenching to install new water service lines, • Furnishing and installing new ball valve corporation stop, tapping the main, laying and jointing the new copper water service line and fittings of the appropriate size and matching Detail 1 – Type A on Drawing W-19 as specified in the Construction Plans • Furnishing and installing new meter setter and re-installing the existing water meter, new copper water service line and fittings, washed gravel, adapters to accommodate 5/8”x3/4” as needed, and new meter box and lid of the appropriate size and matching Detail 1 - Type A on Drawing W-19 as specified in the Construction Plans • Furnishing and installing new pressure reducing valve assembly, new copper water service line and fittings, new brass nipples, new shutoff valve, washed gravel, and new meter box and lid of the appropriate size and matching Detail 1 - Type A on Drawing W- 19 as specified in the Construction Plans • Testing, disinfecting, and flushing the new service lines in conjunction with the new water mains • Coordinating with property owner and working within private property • Performing pre- and post-pressure tests of water service pressure at house external hose bib or as directed by the Engineer and reporting the pre- and post-pressure results to the Engineer 89 • Connecting the customer-side private service line to the new copper tailpiece behind the new pressure reducing valve assembly and property lines, installing the required fittings and materials, and matching Detail 1 Type – A on Drawing W-19 as specified in the Construction Plans • Abandoning existing water service lines from the existing main by cutting and crimping or capping • Remove and wastehaul existing water meter box and setter • Placing and compacting CSTC for trench backfill. Furnishing CSTC for water service line trench backfill will be included in the measurement for Crushed Surfacing Top Course. • Performing backfill compaction tests and furnishing test reports to the Engineer • Replacing, protecting, and/or maintaining existing utilities • Protecting existing survey monument cases • Restoration of public and private properties • Furnishing and placing temporary hot mix asphalt patching. Temporary hot mix asphalt includes all hot mix asphalt and/or temporary asphalt that is not part of the final trench patch and overlay. 1-09.14(2)D19 1-Inch Water Service Connection, Type B with 1-Inch Pressure Reducing Valve (PRV) (Bid Item D26) –– Each Measurement for “1-Inch Water Service Connection, Type B with 1-Inch Pressure Reducing Valve (PRV)” will be per each for each 1-Inch water connection installed in conformance with the Contract Documents. Payment for “1-Inch Water Service Connection, Type B with 1-Inch Pressure Reducing Valve (PRV)” shall cover the complete cost of providing all labor, materials, tools, and equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Locating all existing utilities, water main and services and potholing in advance to determine their horizontal and vertical location • Saw cutting existing asphalt and concrete pavement up to 12” in depth, sidewalk, curb, and gutter • Excavation, removal, hauling, and disposal of pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material including existing pipes and structures in the excavation and the like • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer • Trench dewatering (if needed), including but not limited to sump pumps and hoses and sedimentation tank mobilization, assembly, maintenance, relocation, and removal • Hole-hogging, boring, tunneling, mechanical, or hand trenching to install new water service lines 90 • Furnishing and installing new ball valve corporation stop, tapping the main, laying and jointing the new copper water service line and fittings of the appropriate size and matching Detail 1 – Type B on Drawing W-19 as specified in the Construction Plans • Furnishing and installing new meter setter and re-installing the existing water meter, new copper water service line and fittings, washed gravel, adapters to accommodate 5/8”x3/4” as needed, and new meter box and lid of the appropriate size and matching Detail 1 – Type B on Drawing W-19 as specified in the Construction Plans • Furnishing and installing new pressure reducing valve assembly, new copper water service line and fittings, new brass nipples, new shutoff valve, washed gravel, and new meter box and lid of the appropriate size and matching Detail 1 - Type B on Drawing W- 19 as specified in the Construction Plans • Testing, disinfecting, and flushing the new service lines in conjunction with the new water mains • Coordinating with property owner and working within private property • Performing pre- and post-pressure tests of water service pressure at house external hose bib or as directed by the Engineer and reporting the pre- and post-pressure results to the Engineer • Connecting the customer-side private service line to the new copper tailpiece behind the new pressure reducing valve assembly and property lines, installing the required fittings and materials, and matching Detail 1 – Type B on Drawing W-19 as specified in the Construction Plans • Abandoning existing water service lines from the existing main by cutting and crimping or capping • Remove and wastehaul existing water meter box and setter • Placing and compacting CSTC for trench backfill. Furnishing CSTC for water service line trench backfill will be included in the measurement for Crushed Surfacing Top Course • Performing backfill compaction tests and furnishing test reports to the Engineer • Replacing, protecting, and/or maintaining existing utilities • Protecting existing survey monument cases • Restoration of public and private properties • Furnishing and placing temporary hot mix asphalt patching. Temporary hot mix asphalt includes all hot mix asphalt and/or temporary asphalt that is not part of the final trench patch and overlay. 1-09.14(2)D20 ___-Inch Water Service Connection, Type C with ___-Inch Pressure Reducing Valve (PRV) (Bid Items D27 & D28) –– Each Measurement for “___-Inch Water Service Connection, Type C with ___-Inch Pressure Reducing Valve (PRV)” of the size specified will be per each for each ___-Inch water service connection installed in conformance with the Contract Documents. 91 Payment for “___-Inch Water Service Connection, Type C with ___-Inch Pressure Reducing Valve (PRV)” of the size specified shall cover the complete cost of providing all labor, materials, tools, and equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Locating all existing utilities, water main and services and potholing in advance to determine their horizontal and vertical location • Saw cutting existing asphalt and concrete pavement up to 12” in depth, sidewalk, curb, and gutter • Excavation, removal, hauling, and disposal of pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material including existing pipes and structures in the excavation and the like • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer • Trench dewatering (if needed), including but not limited to sump pumps and hoses and sedimentation tank mobilization, assembly, maintenance, relocation, and removal • Hole-hogging, boring, tunneling, mechanical, or hand trenching to install new water service lines • For 1-inch services only, furnishing and installing new ball valve corporation stop, tapping the main, laying and jointing the new copper water service line and fittings of the appropriate size and matching Detail 1 – Type C on Drawing W-19 as specified in the Construction Plans • For 1.5-inch services only, furnishing and installing new main line tees with 2” tap, 2” gate valves, laying and jointing the new copper water service line and fittings of the appropriate size and matching Detail 1 - Type C on Drawings W-20 and W-21 as specified in the Construction Plans • Furnishing and installing new meter setter and re-installing the existing water meter, new copper water service line and fittings, washed gravel, and new meter box and lid of the appropriate size and matching Detail 1 - Type C on Drawing W-19 or Drawings W-20 and W-21 as specified in the Construction Plans • Furnishing and installing new pressure reducing valve assembly on the existing meter setter, new copper water service line and fittings, washed gravel, and removing and re- installing the existing meter box and lid of the appropriate size and matching Detail 1 - Type C on Drawing W-19 or Drawings W-20 and W-21 as specified in the Construction Plans • Testing, disinfecting, and flushing the new service lines in conjunction with the new water mains • Coordinating with property owner and working within private property • Performing pre- and post-pressure tests of water service pressure at house external hose bib or as directed by the Engineer and reporting the pre- and post-pressure results to the Engineer 92 • Connecting new copper water service line from the new meter setter to the existing meter setter, installing the required fittings and materials matching Detail 1 – Type C on Drawing W-19 or Drawings W-20 and W-21 as specified in the Construction Plans, and protecting the existing customer-side private service line • Abandoning existing water service lines from the existing main by cutting and crimping or capping • Placing and compacting CSTC for trench backfill. Furnishing CSTC for water service line trench backfill will be included in the measurement for Crushed Surfacing Top Course. • Performing backfill compaction tests and furnishing test reports to the Engineer • Replacing, protecting, and/or maintaining existing utilities • Protecting existing survey monument cases • Restoration of public and private properties • Furnishing and placing temporary hot mix asphalt patching. Temporary hot mix asphalt includes all hot mix asphalt and/or temporary asphalt that is not part of the final trench patch and overlay. 1-09.14(2)D21 2-Inch Water Service Connection (Bid Item D29) –– Each Measurement for “2-Inch Water Service Connection” will be per each for each 2-inch water service connection installed in conformance with the Contract Documents. Payment for “2-Inch Water Service Connection” shall cover the complete cost of providing all labor, materials, tools, and equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Locating all existing utilities, water main and services and potholing in advance to determine their horizontal and vertical location • Saw cutting existing asphalt and concrete pavement up to 12” in depth, sidewalk, curb, and gutter • Excavation, removal, hauling, and disposal of pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material including existing pipes and structures in the excavation and the like • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer • Trench dewatering (if needed), including but not limited to sump pumps and hoses and sedimentation tank mobilization, assembly, maintenance, relocation, and removal • Hole-hogging, boring, tunneling, mechanical, or hand trenching to install new water service lines • Furnishing and installing new main line tees with 2” tap, 2” gate valves, laying and jointing the new 2" copper water service line and fittings and matching the Standard Detail 320.2 as specified in the Construction Documents 93 • Furnishing and installing new meter setter and re-installing the existing water meter, new copper water service line and fittings, washed gravel, and new meter box and lid of the appropriate size and matching the Standard Detail 320.2 as specified in the Construction Documents • Testing, disinfecting, and flushing the new service lines in conjunction with the new water mains • Protecting the existing customer-side private service line • Abandoning existing water service lines from the existing main by cutting and crimping or capping • Placing and compacting CSTC for trench backfill. Furnishing CSTC for water service line trench backfill will be included in the measurement for Crushed Surfacing Top Course • Performing backfill compaction tests and furnishing test reports to the Engineer • Replacing, protecting, restoring, and/or maintaining existing utilities • Protecting existing survey monument cases • Restoration of public and private properties • Furnishing and placing temporary hot mix asphalt patching. Temporary hot mix asphalt includes all hot mix asphalt and/or temporary asphalt that is not part of the final trench patch and overlay. 1-09.14(2)D22 Connection to Existing Water Main (Bid Item D30) –– Each Measurement for “Connection to Existing Water Main” will be per each connection for completion in conformance with the Contract Documents. Payment for “Connection to Existing Water Main” shall cover the complete cost of providing all labor, materials, tools, and equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Locating all existing utilities, water main and services and potholing in advance to determine their horizontal and vertical location • Saw cutting existing asphalt and concrete pavement up to 12” in depth, sidewalk, curb, and gutter • Excavation, removal, hauling, and disposal of pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material including existing pipes and structures in the excavation and the like • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer • Trench dewatering (if needed), including but not limited to sump pumps and hoses and sedimentation tank mobilization, assembly, maintenance, relocation, and removal • 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) 94 • 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 spools, fittings, adapters, couplings, sleeves, and reducers of various diameter sizes including 6-, 8-, 10-, 12-, and 16-inch shall be considered as incidentals to this bid item and no further compensation shall be made • Furnishing all required pipes, fittings, adapters, couplings and incidentals as required for City's water department's personnel to perform the final connection of the new water line to the new tapping valve installed by wet tap on the existing water system. 8-inch ductile iron sleeves and spools shall be considered as incidentals to this bid item and no further compensation shall be made • Furnishing, placing, and compacting crushed surfacing base course for pipe bedding materials and for pipe zone backfill materials for ductile iron pipes and fittings • Placing and compacting trench backfill • Performing backfill compaction tests and furnishing test reports to the Engineer • Replacing, protecting, and/or maintaining existing utilities • Protecting existing survey monument cases • Furnishing and placing temporary hot mix asphalt patching. Temporary hot mix asphalt includes all hot mix asphalt and/or temporary asphalt that is not part of the final trench patch and overlay. 1-09.14(2)D23 Concrete for Thrust Blocking and Dead-Man Anchors (Bid Item D31) –– Cubic Yard Measurement for “Concrete for Thrust Blocking and Dead-Man Anchors” will be per cubic yard for all concrete installed for thrust blocking and dead-man anchor blocks in conformance with the Contract Documents. Payment for “Concrete for Thrust Blocking and Dead-Man Anchors” shall cover the complete cost of providing all labor, materials, tools, equipment required to complete the work specified in the contract documents and plans, and shall include but not be limited to the following: • Locating all existing utilities and potholing in advance to determine their horizontal and vertical location • Saw cutting existing asphalt concrete pavement up to 12" in depth, trench excavation, shoring, and dewatering (if needed) • Removal, hauling and disposal of pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material including existing pipes and structures in the excavation and the like • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer • Furnishing and placing concrete for vertical and horizontal blocks, dead-man anchor blocks, reinforcing steel, shackle rods, clamp assembly, anchor bolts, turnbuckles, concrete form work 95 • Placing and compacting trench backfill • Performing backfill compaction tests and furnishing test reports to the Engineer • Replacing, protecting, restoring, and/or maintaining existing utilities • Protecting existing survey monument cases • Furnishing and placing temporary hot mix asphalt patching. Temporary hot mix asphalt includes all hot mix asphalt and/or temporary asphalt that is not part of the final trench patch and overlay. 1-09.14(2)D24 Abandon Existing Water Main (Bid Item D32) –– Lump Sum Measurement for “Abandon Existing Water Main” will be based on the lump sum bid price in conformance with the Contract Documents. Payment for “Abandon Existing Water Main” shall cover the complete cost of providing all labor, materials, tools, and equipment required to complete the work specified in the contract documents and plans, and shall include, but not be limited to the following: • Locating all existing utilities, water main and services and potholing in advance to determine their horizontal and vertical location • Saw cutting existing asphalt and concrete pavement up to 12” in depth, sidewalk, curb, and gutter • Removal, hauling, and disposal of pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material, blow-off assemblies, excluding any asbestos cement pipe or fittings • Trench dewatering (if needed), including but not limited to sump pumps and hoses and sedimentation tank mobilization, assembly, maintenance, relocation, and removal • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer • Plugging and capping water lines and fire hydrant runs, removal of valves, valve boxes, tees, services, and appurtenances as shown on the Plans or as required to complete the Work • Furnishing all required pipes, fittings, ductile iron end caps, plugs, blind flanges, adapters, couplings, and incidentals as required for City’s water department’s personnel to perform each cut and cap of existing water mains during the final connections of the new mains to the existing water mains • Backfilling voids left by removed items with suitable native material or gravel borrow as approved by the Engineer • Placing and compacting trench backfill • Performing backfill compaction tests and furnishing test reports to the Engineer • Replacing, protecting, and/or maintaining existing utilities • Protecting existing survey monument cases 96 • Furnishing and placing temporary hot mix asphalt patching. Temporary hot mix asphalt includes all hot mix asphalt and/or temporary asphalt that is not part of the final trench patch and overlay. 1-09.14(2)D25 Additional Restrained-Joint Ductile Iron Fittings (Bid Item D33) –– Pound Measurement for “Additional Restrained-Joint Ductile Iron Fittings” shall be per pound (LB). Payment for “Additional Restrained-Joint Ductile Iron Fittings” shall be for the 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. Payment for “Additional Restrained-Joint Ductile Iron Fittings” shall cover the complete cost of providing all labor, materials, tools, and equipment required to complete the work specified in the contract documents and plans, and shall include, but not be limited to the following: • Locating all existing utilities, water main and services and potholing in advance to determine their horizontal and vertical location • Saw cutting existing asphalt and concrete pavement up to 12” in depth, sidewalk, curb, and gutter • Excavation, removal, hauling, and disposal of pavement, curbs, gutters, sidewalks, surplus and unsuitable excavated material including existing pipes and structures in the excavation and the like • Additional excavation up to 8 feet in depth from roadway surface for installation of vertical bends and fittings to clear conflict with existing utilities • Stockpiling suitable excavated material for use as pipe bedding and trench backfill as directed by the Engineer • Trench dewatering (if needed), including but not limited to sump pumps and hoses and sedimentation tank mobilization, assembly, maintenance, relocation, and removal • 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 thrust blocking. Furnishing of concrete for thrust blocking will be paid under the bid item for concrete thrust blocks • Furnishing, placing, and compacting crushed surfacing base course for pipe bedding materials and for pipe zone backfill materials for ductile iron pipes and fittings • Placing and compacting trench backfill • Performing backfill compaction tests and furnishing test reports to the Engineer 1-09.14(2)D26 Side Sewer Replacement (Bid Item D34) – Linear Foot See B20 above. 1-09.14(2)D27 Resolution of Utility Conflicts (Bid Item D35) – Estimate See B21 above. 1-09.14(2)D28 Survey Monument Restoration (Bid Item D36) – Each See B22 above. 97 1-10 TEMPORARY TRAFFIC CONTROL 1-10.1 General Revise the first paragraph to read: (******) Temporary traffic control refers to the control of all types of traffic, including vehicles, bicyclists, and pedestrians (including pedestrians with disabilities). The Contractor shall provide flaggers, signs, and other traffic control devices not otherwise specified as being furnished by the Contracting Agency. The Contractor shall erect and maintain all construction signs, warning signs, detour signs, and other traffic control devices necessary to warn and protect the public at all times from injury or damage as a result of the Contractor’s operations which may occur on highways, roads, streets, sidewalks, or paths. No Work shall be done on or adjacent to any traveled way until all necessary signs and traffic control devices are in place. Section 1-10.1 is supplemented by adding the following: (******) When the bid proposal includes an item for “Project Temporary Traffic Control,” the Work required for this item shall be all items described in Section 1-10, including, but not limited to: 1. Furnishing and maintaining barricades, flashers, construction signing, and other channelization devices, unless a pay item is in the bid proposal for any specific device and the Special Provisions specify furnishing, maintaining, and payment in a different manner for that device; 2. Furnishing traffic control labor, equipment, and supervisory personnel for all traffic control labor; 3. Furnishing any necessary vehicle(s) to set up and remove the Class B construction signs and other traffic control devices; 4. Furnishing labor and vehicles for patrolling and maintaining in position all of the construction signs and the traffic control devices, unless a pay item is in the bid proposal to specifically pay for this Work; and 5. Furnishing labor, material, and equipment necessary for cleaning up, removing, and replacing of the construction signs and the traffic control devices destroyed or damaged during the life of the project. 6. Removing existing signs as specified or as directed by the Engineer and delivering to the City Shops, or storing and reinstalling as directed by the Engineer. 7. Preparing a traffic control plan for the project and designating the person responsible for traffic control at the Work site. The traffic control plan shall include descriptions of the traffic control methods and devices to be used by the prime Contractor, and subcontractors, shall be submitted at or before the preconstruction conference, and shall be subject to review and approval of the Engineer. 8. Contacting police, fire, 911, and ambulance services to notify them in advance of any Work that will affect and traveled portion of a roadway. 98 9. Assuring that all traveled portions of roadways are open to traffic during peak traffic periods, 6:30 a.m. to 8:30 a.m., and 3:00 p.m. to 6:00 p.m., or as specified in the special provisions, or as directed by the Engineer. 10. Promptly removing or covering all non-applicable signs during periods when they are not needed. If no bid item “Project Temporary Traffic Control” appears in the proposal, then all Work required by these sections will be considered incidental and their cost shall be included in the other items of Work. If the Engineer requires the Contractor to furnish additional channelizing devices, pieces of equipment, or services, which could not be usually anticipated, by a prudent Contractor for the maintenance and protection of traffic, then a new item or items may be established to pay for such items. Further limitations for consideration of payment for these items are that they are not covered by other pay items in the bid proposal, they are not specified in the Special Provisions as incidental, and the accumulative cost for the use of each individual channelizing device, piece of equipment, or service must exceed $200 in total cost for the duration of their need. In the event of disputes, the Engineer will determine what is usually anticipated by a prudent Contractor. The cost for these items will be by agreed price, price established by the Engineer, or by force account. Additional items required as a result of the Contractor’s modification to the traffic control plan(s) appearing in the Contract shall not be covered by the provisions in this paragraph. If the total cost of all the Work under the Contract increases or decreases by more than 25 percent, an equitable adjustment will be considered for the item “Project Temporary Traffic Control” to address the increase or decrease. Traffic control and maintenance for the safety of the traveling public on this project shall be the sole responsibility of the Contractor and all methods and equipment used will be subject to the approval of the Owner. Traffic control devices and their use shall conform to City of Renton standards and the Manual on Uniform Traffic Control Devices( MUTCD). The Contractor shall not proceed with any construction until proper traffic control has been provided to the satisfaction of the Engineer. Any days lost due to improper traffic control will be charged against the Contractor’s allowable contract time, and shall not be the cause for a claim for extra days to complete the Work. 1-10.2(1)B Traffic Control Supervisor Paragraphs 1 and 2 are revised as follows: (******) A Traffic Control Supervisor (TCS) shall be on the project whenever traffic control labor is required or as authorized by the Engineer. The TCS shall assure that all the duties of the TCS are performed during the duration of the Contract. During non-Work periods, the TCS shall be able to be on the job site within a 45-minute time period after notification by the Engineer. 99 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. Special Conditions • The Contractor shall maintain at least one continuous ADA accessible pedestrian walkway through the project area at all times. • The Contractor shall coordinate with local garbage and recycling collection and school bus routes that may be affected. 1-10.3 Traffic Control Labor, Procedures, and Devices Section 1-10.3 is supplemented as follows: (******) At the end of each working day, provisions shall be made for the safe passage of traffic and pedestrians during non-working hours. Barricades shall be reflectorized as specified in Part VI of the MUTCD and shall be 3M-diamond grade or equivalent approved by the Engineer. Barricades shall also be equipped with flashers 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. 100 1-10.3(3)A Construction Signs Section 1-10.3(3)A is supplemented as follows: (******) No separate pay item will be provided in the bid proposal for Class A or Class B construction signs. All costs for the Work to provide Class A or Class B construction signs shall be included in the unit contract price for the various other items of the Work in the bid proposal. 1-10.3(3)C Portable Changeable Message Sign Section 1-10.3(3)C is supplemented as follows: (******) When feasible, position PCMS or mPCMSs to provide at least 2 feet of lateral clearance from the nearest open lane and transversely delineate with at least 3 channelization devices. For truck- mounted PCMSs, provide 2 feet of lateral clearance when feasible but transverse delineation is not required. The Contractor shall remove these devices from the work zone clear zone when not in use unless protected by barrier or guardrail. 1-11 RENTON SURVEYING STANDARDS The following is a new section with new subsections: (******) 1-11.1(1) Responsibility for Surveys All surveys and survey reports shall be prepared under the direct supervision of a person registered to practice land surveying under the provisions of Chapter 18.43 RCW. All surveys and survey reports shall be prepared in accordance with the requirements established by the Board of Registration for Professional Engineers and Land Surveyors under the provisions of Chapter 18.43 RCW. 1-11.1(2) Survey Datum and Precision The horizontal component of all surveys shall have as its coordinate base: The North American Datum of 1983/91. All horizontal control for projects must be referenced to or in conjunction with a minimum of two of the City of Renton's Survey Control Network monuments. The source of the coordinate values used will be shown on the survey drawing per RCW 58.09.070. The horizontal component of all surveys shall meet or exceed the closure requirements of WAC 332- 130-060. The control base lines for all surveys shall meet or exceed the requirements for a Class A survey revealed in Table 2 of the Minimum Standard Detail Requirements for ALTA/ACSM Land Title Surveys jointly established and adopted by ALTA and ACSM in 1992 or comparable classification in future editions of said document. The angular and linear closure and precision ratio of traverses used for survey control shall be revealed on the face of the survey drawing, as shall the method of adjustment. 101 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 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 102 • 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. 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. 103 The drawing and electronic listing requirements set forth in Section 1-11.1 herein shall be observed for all topographic surveys. 1-11.1(9) Radial Topography Elevations for the points occupied or back sighted in a radial topographic survey shall be determined either by, 1) spirit leveling with misclosure not to exceed 0.1 feet or Federal Geodetic Control Committee third order elevation accuracy Specifications, OR 2) trigonometric leveling with elevation differences determined in at least two directions for each point and with misclosure of the circuit not to exceed 0.1 feet. 1-11.1(10) Station--Offset Topography 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). 104 In the case of right-of-way centerline monuments all points of curvature (PC), points of tangency (PT), street intersections, center points of cul-de-sacs shall be set. If the point of intersection (PI) for the tangents of a curve fall within the paved portion of the right-of-way, a monument can be set at the PI instead of the PC and PT of the curve. For all non corner monuments set while under contract to the City of Renton or as part of a City of Renton approved subdivision of property, a City of Renton Monument Card (furnished by the city) identifying the monument; point of intersection (PI), point of tangency (PT), point of curvature (PC), one-sixteenth corner, Plat monument, street intersection, etc., complete with a description of the 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. 105 DIVISION 2 EARTHWORK 2-01 CLEARING, GRUBBING, AND ROADSIDE CLEANUP 2-01.1 Description Section 2-01.1 is supplemented as follows: (******) The limits of clearing and grubbing (construction limits) shall be defined as being the construction limit lines as shown in the Plans. Where, in the opinion of the Engineer, any trees abutting or adjacent to the limits of clearing and grubbing are damaged and require removal, the Contractor shall remove such trees. Any trees flagged by the Engineer to remain within the clearing and grubbing limits shall be left undamaged by the Contractor’s operations. Any flagged trees, which are damaged, shall be replaced in kind at the Contractor’s expense. Existing landscaping outside the construction limits, including but not limited to, sod, rockeries, beauty bark, decorative gravel or rock, bushes, and shrubbery shall be protected from damage. The property owners shall be responsible for removing and/or relocating irrigation equipment, trees, shrubs, curbing, ornamental plants, and any other decorative landscaping materials within the construction limits that they wish to save. The Contractor shall give property owners 10 days’ written notice prior to removing landscaping materials. All landscaping materials that remain in the construction limits after that time period shall be removed and disposed of, by the Contractor, in accordance with Section 2-01 of the Standard Specifications, these Special Provisions, and the Plans. The Contractor shall receive approval from the Engineer prior to removal. 2-01.2 Disposal of Usable Material and Debris Section 2-01.2 is supplemented as follows: (******) The Contractor shall dispose of all debris by Disposal Method No. 2 – Waste Site. 2-01.3(1) Clearing Section 2-01.3(1) is supplemented as follows: (******) 8. Remove shrubs, hedges, and/or bushes and associated stumps where noted in the plans. 9. Trim all shrubs, hedges, and/or bushes to be left standing to the height specified by the Engineer, neatly cutting all limbs close to the hunk. 2-02 REMOVAL OF STRUCTURES AND OBSTRUCTIONS 2-02.3(3) Removal of Pavement, Sidewalks, Curbs, and Gutters Section 2-02.3(3) is revised and supplemented as follows: (******) Item “1” is revised as follows: 106 In removing pavement, sidewalks, driveways, and curbs, the Contractor shall haul broken-up pieces to an approved off-project site. The section is supplemented as follows: When an area where pavement, sidewalk, or driveway has been removed is to be opened to traffic before pavement patching has been completed, temporary mix asphalt concrete patch shall be required. Temporary patching shall be placed to a minimum depth of 2 inches immediately after backfilling and compaction are complete, and before the road is opened to traffic. Medium curing (MC) cold mix or MC hot mix shall be used at the discretion of the Engineer. 2-03 ROADWAY EXCAVATION AND EMBANKMENT 2-03.3 Construction Requirements Section 2-03.3 is supplemented by adding the following: (******) Roadway excavation shall include the removal of all materials excavated from within the limits shown on the Plans. Suitable excavated material shall be used for embankments, while surplus excavated material or unsuitable material shall be disposed of by the Contractor. Earthwork quantities and changes will be computed, either manually or by means of electronic data processing equipment, by use of the average end area method. Any changes to the proposed Work as directed by the Engineer that would alter these quantities shall be calculated by the Engineer and submitted to the Contractor for his review and verification. Any excavation or embankment beyond the limits indicated in the Plans, unless ordered by the Engineer, shall not be paid for. All Work and material required to return these areas to their original conditions, as directed by the Engineer, shall be provided by the Contractor at his sole expense. All areas shall be excavated, filled, and/or backfilled as necessary to comply with the grades shown on the Plans. In filled and backfilled areas, fine grading shall begin during the placement and the compaction of the final layer. In cut sections, fine grading shall begin within the final six (6) inches of cut. Final grading shall produce a surface, which is smooth and even, without abrupt changes in grade. Excavation for curbs and gutters shall be accomplished by cutting accurately to the cross sections, grades and elevations shown. Care shall be taken not to excavate below the specified grades. The Contractor shall maintain all excavations free from detrimental quantities of leaves, brush, sticks, trash, and other debris until final acceptance of the Work. Following removal of topsoil or excavation to grade, and before placement of fills or base course, the subgrade under the roadway shall be proof-rolled to identify any soft or loose areas which may warrant additional compaction or excavation and replacement. The Contractor shall provide temporary drainage or protection to keep the subgrade free from standing water. Acceptable excavated native soils shall be used for fill in the area requiring fills. Care shall be taken to place excavated material at the optimum moisture content to achieve the specified compaction. Any native material used for fill shall be free of organics and debris, and have a maximum particle size of 6 inches. It shall be the responsibility of the Contractor to prevent the native materials from becoming saturated with water. The measures may include sloping to drain, compacting the native materials, 107 and diverting runoff away from the materials. If the Contractor fails to take such preventative measures, any costs or delay related to drying the materials shall be at his own expense. If the native materials become saturated, it shall be the responsibility of the Contractor to dry the materials, to the optimum moisture content. If sufficient acceptable native soils are not available to complete construction of the roadway embankment, Gravel Borrow shall be used. If subgrade trimmer is not required on the project, all portions of Section 2-03 shall apply as though a subgrade trimmer were specified. If sufficient acceptable native soils, as determined by the Engineer, are not available to complete construction of the roadway embankment, Gravel Borrow meeting the requirements of Section 9-03.14 of the Standard Specifications, shall be used. 2-04 HAUL 2-04.5 Payment Section 2-04.5 is revised and supplemented as follows: (******) All costs for the hauling of material to, from, or on the job site shall be considered incidental to and included in the unit price of other units of Work. 2-06 SUBGRADE PREPARATION 2-06.5 Measurement and Payment Section 2-06.5 is supplemented by adding the following: (******) Subgrade preparation and maintenance including watering shall be considered as incidental to the construction and all costs thereof shall be included in the appropriate unit or lump sum contract bid prices. 2-09 STRUCTURE EXCAVATION 2-09.1 Description Section 2-09.1 is supplemented by adding the following: (******) This Work also includes the excavation, haul, and disposal of all unsuitable materials such as peat, muck, swampy or unsuitable materials, including buried logs and stumps. 2-09.3(1)D Disposal of Excavated Material Section 2-09.3(1)D is revised as follows: (******) The second paragraph is replaced with: All costs for disposing of excavated material within or external to the project limits shall be included in the unit contract price for structure excavation, Class A or B. 108 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. 2-09.4 Measurement Section 2-09.4 is revised and supplemented as follows: (******) “Structure Excavation Class ___ Incl Haul,” shall not be measured. 2-09.5 Payment Section 2-09.5 is revised and supplemented as follows: (******) Payment will not be considered for “Structure Excavation Class __ Incl. Haul,” and shall be considered incidental to unit bid price of other items of work. When gravel backfill is paid by the ton, the Contractor shall take care to assure to the satisfaction of the Engineer that such per ton backfill is only being used for the specified purpose and not for purposes where backfill is incidental or being paid by cubic yard. Evidence that per ton gravel backfill is not being used for its designated purpose shall be grounds for the Engineer to deny payment for such load tickets. 109 DIVISION 5 SURFACE TREATMENTS AND PAVEMENTS 5-04 HOT MIX ASPHALT Delete Section 5-04, Hot Mix Asphalt and replace it with the following: (******) 5-04 Hot Mix Asphalt (Non-Statistical, Commercial) 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 Contractor shall maintain the existing street surface contours (e.g. street profile and cross section, etc.), unless otherwise directed by the Engineer. 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. All HMA to be placed in this contract shall be HMA CL. ½” PG 58H-22. 5-04.2 Materials Materials shall meet the requirements of the following sections: Asphalt Binder 9-02.1(4) Cationic Emulsified Asphalt 9-02.1(6) Anti-Stripping Additive 9-02.4 HMA Additive 9-02.5 Aggregates 9-03.8 Recycled Asphalt Pavement 9-03.8(3)B Mineral Filler 9-03.8(5) Recycled Material 9-03.21 Portland Cement 9-01 Sand 9-03.1(2) (As noted in 5-04.3(5)C for crack sealing) Joint Sealant 9-04.2 Foam Backer Rod 9-04.2(3)A The Contract documents may establish that the various mineral materials required for the manufacture of HMA will be furnished in whole or in part by the Contracting Agency. If the documents do not establish the furnishing of any of these mineral materials by the Contracting Agency, the 110 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 as follows: Comply with each of the following: • Develop the mix design in accordance with WSDOT SOP 732. • Develop a mix design that complies with Sections 9-03.8(2) and 9-03.8(6). • Develop a mix design no more than 6 months prior to submitting it for QPL evaluation. • Submit mix designs to the WSDOT State Materials Laboratory in Tumwater, including WSDOT Form 350-042. • Include representative samples of the materials that are to be used in the HMA production as part of the mix design submittal. • Identify the brand, type, and percentage of anti-stripping additive in the mix design submittal. • Include with the mix design submittal a certification from the asphalt binder supplier that the anti-stripping additive is compatible with the crude source and the formulation of asphalt binder proposed for use in the mix design. • Do not include warm mix asphalt (WMA) additives when developing a mix design or submitting a mix design for QPL evaluation. The use of warm mix asphalt (WMA) additives is not part of the process for obtaining approval for listing a mix design on the QPL. Refer to Section 5-04.2(2)B. 111 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 Engineer. Sampling and testing of HMA accepted by commercial evaluation will be at the option of the Engineer. The Proposal quantity of HMA that is accepted by commercial evaluation will be excluded from the quantities used in the determination of nonstatistical evaluation. Nonstatistical Mix Design. Fifteen days prior to the first day of paving the contractor shall provide one of the following mix design verification certifications for Contracting Agency review; • The WSDOT Mix Design Evaluation Report from the current WSDOT QPL, or one of the mix design verification certifications listed below. • The proposed HMA mix design on WSDOT Form 350-042 with the seal and certification (stamp & sig-nature) of a valid licensed Washington State Professional Engineer. • 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. 112 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. ESAL's The number of ESAL's for the design and acceptance of the HMA shall be 4 million. 5-04.2(2)B Using Warm Mix Asphalt Processes The Contractor may elect to use additives that reduce the optimum mixing temperature or serve as a compaction aid for producing HMA. Additives include organic additives, chemical additives and foaming processes. The use of Additives is subject to the following: • Do not use additives that reduce the mixing temperature more than allowed in Section 5-04.3(6) in the production of mixtures. • Before using additives, obtain the Engineer’s approval using WSDOT Form 350-076 to describe the proposed additive and process. 5-04.3 Construction Requirements 5-04.3(1) Weather Limitations Do not place HMA for wearing course on any Traveled Way beginning October 1st through March 31st of the following year without written concurrence from the Engineer. 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. 113 All costs in connection with performing the Work in accordance with these requirements, except the cost of temporary pavement markings, shall be included in the unit Contract prices for the various Bid items involved in the Contract. 5-04.3(3) Equipment 5-04.3(3)A Mixing Plant Plants used for the preparation of HMA shall conform to the following requirements: 1. Equipment for Preparation of Asphalt Binder – Tanks for the storage of asphalt binder shall be equipped to heat and hold the material at the required temperatures. The heating shall be accomplished by steam coils, electricity, or other approved means so that no flame shall be in 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. 114 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. 5-04.3(3)D Material Transfer Device or Material Transfer Vehicle A Material Transfer Device/Vehicle (MTD/V) shall only be used with the Engineer’s approval, unless other-wise required by the contract. 115 Where an MTD/V is required by the contract, the Engineer may approve paving without an MTD/V, at the request of the Contractor. The Engineer will determine if an equitable adjustment in cost or time is due. When used, the MTD/V shall mix the HMA after delivery by the hauling equipment and prior to laydown by the paving machine. Mixing of the HMA shall be sufficient to obtain a uniform temperature throughout the mixture. If a windrow elevator is used, the length of the windrow may be limited in urban areas or through intersections, at the discretion of the Engineer. To be approved for use, an MTV: 1. Shall be self-propelled vehicle, separate from the hauling vehicle or paver. 2. Shall not be connected to the hauling vehicle or paver. 3. May accept HMA directly from the haul vehicle or pick up HMA from a windrow. 4. Shall mix the HMA after delivery by the hauling equipment and prior to placement into the paving machine. 5. Shall mix the HMA sufficiently to obtain a uniform temperature throughout the mixture. To be approved for use, an MTD: 1. Shall be positively connected to the paver. 2. May accept HMA directly from the haul vehicle or pick up HMA from a windrow. 3. Shall mix the HMA after delivery by the hauling equipment and prior to placement into the paving machine. 4. Shall mix the HMA sufficiently to obtain a uniform temperature throughout the mixture. 5-04.3(3)E Rollers Rollers shall be of the steel wheel, vibratory, oscillatory, or pneumatic tire type, in good condition and capable of reversing without backlash. Operation of the roller shall be in accordance with the manufacturer’s recommendations. When ordered by the Engineer for any roller planned for use on the project, the Contractor shall provide a copy of the manufacturer’s recommendation for the use of that roller for compaction of HMA. The number and weight of rollers shall be sufficient to compact the mixture in compliance with the requirements of Section 5-04.3(10). The use of equipment that results in crushing of the aggregate will not be permitted. Rollers producing pickup, washboard, uneven compaction of the surface, displacement of the mixture or other undesirable results shall not be used. 5-04.3(4) Preparation of Existing Paved Surfaces When the surface of the existing pavement or old base is irregular, the Contractor shall bring it to a uniform grade and cross-section as shown on the Plans or approved by the Engineer. Preleveling of uneven or broken surfaces over which HMA is to be placed may be accomplished by using an asphalt paver, a motor patrol grader, or by hand raking, as approved by the Engineer. Compaction of preleveling HMA shall be to the satisfaction of the Engineer and may require the use of small steel wheel rollers, plate compactors, or pneumatic rollers to avoid bridging across preleveled areas by the compaction equipment. Equipment used for the compaction of preleveling HMA shall be approved by the Engineer. 116 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. All utility appurtenances (e.g. manhole covers, valve covers, etc.) located within the paving limits shall be coated with a biodegradable soap to prevent the tack coat and HMA from sticking to them. Diesel shall not be used for this purpose. After application of the biodegradable soap, all catch basins shall be covered to prevent tack and HMA from entering into them. 5-04.3(4)A Crack Sealing 5-04.3(4)A1 General When the Proposal includes a pay item for crack sealing, seal all cracks ¼ inch in width and greater. Cleaning: Ensure that cracks are thoroughly clean, dry and free of all loose and foreign material when filling with crack sealant material. Use a hot compressed air lance to dry and warm the pavement surfaces within the crack immediately prior to filling a crack with the sealant material. Do not overheat pavement. Do not use direct flame dryers. Routing cracks is not required. Sand Slurry: For cracks that are to be filled with sand slurry, thoroughly mix the components and pour the mixture into the cracks until full. Add additional CSS-1 cationic emulsified asphalt to the sand slurry as needed for workability to ensure the mixture will completely fill the cracks. Strike off the sand slurry flush with the existing pavement surface and allow the mixture to cure. Top off cracks that were not completely filled with additional sand slurry. Do not place the HMA overlay until the slurry has fully cured. The sand slurry shall consist of approximately 20 percent CSS-1 emulsified asphalt, approximately 2 percent portland cement, water (if required), and the remainder clean Class 1 or 2 fine aggregate per section 9-03.1(2). The components shall be thoroughly mixed and then poured into the cracks and 117 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: A. Cracks ¼ inch to 1 inch in width - fill with hot poured sealant. B. Cracks greater than 1 inch in width – fill with sand slurry. 5-04.3(4)B Vacant 5-04.3(4)C Pavement Repair The Contractor shall excavate pavement repair areas and shall backfill these with HMA in accordance with the details shown in the Plans and as marked in the field. The Contractor shall conduct the excavation operations in a manner that will protect the pavement that is to remain. Pavement not designated to be removed that is damaged as a result of the Contractor’s operations shall be repaired by the Contractor to the satisfaction of the Engineer at no cost to the Contracting Agency. The Contractor shall excavate only within one lane at a time unless approved otherwise by the Engineer. The Contractor shall not excavate more area than can be completely finished during the same shift, unless approved by the Engineer. Unless otherwise shown in the Plans or determined by the Engineer, excavate to a depth of 1.0 feet. The Engineer will make the final determination of the excavation depth required. The minimum width of any pavement repair area shall be 40 inches unless shown otherwise in the Plans. Before any excavation, the existing pavement shall be sawcut or shall be removed by a pavement grinder. Excavated materials will become the property of the Contractor and shall be disposed of in a Contractor-provided site off the Right of Way or used in accordance with Sections 2-02.3(3) or 9-03.21. 118 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 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. 119 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. All cast off rock from raking shall be removed prior to compaction of final HMA lift. 5-04.3(8) Aggregate Acceptance Prior to Incorporation in HMA For HMA accepted by nonstatistical evaluation the aggregate properties of sand equivalent, uncompacted void content and fracture will be evaluated in accordance with Section 3-04. Sampling and testing of aggregates for HMA accepted by commercial evaluation will be at the option of the Engineer. 5-04.3(9) HMA Mixture Acceptance Acceptance of HMA shall be as provided under nonstatistical, or commercial evaluation. Nonstatistical evaluation will be used for the acceptance of HMA unless Commercial Evaluation is specified. Commercial evaluation will be used for Commercial HMA and for other classes of HMA in the following applications: sidewalks, road approaches, ditches, slopes, paths, trails, gores, prelevel, temporary pavement, and pavement repair. Other nonstructural applications of HMA accepted by commercial evaluation shall be as approved by the Engineer. Sampling and testing of HMA accepted by commercial evaluation will be at the option of the Engineer. The mix design will be the initial JMF for the class of HMA. The Contractor may request a change in the JMF. Any adjustments to the JMF will require the approval of the Engineer and may be made in accordance with this section. HMA Tolerances and Adjustments 1. Job Mix Formula Tolerances – The constituents of the mixture at the time of acceptance shall be within tolerance. The tolerance limits will be established as follows: 120 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 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. 121 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 to be tested. Sampling and testing HMA in a Structural application where quantities are less than 400 tons is at the discretion of the Engineer. For HMA used in a structural application and with a total project quantity less than 800 tons but more than 400 tons, a minimum of one acceptance test shall be performed. In all cases, a minimum of 3 samples will be obtained at the point of acceptance, a minimum of one of the three samples will be tested for conformance to the JMF: • If the test results are found to be within specification requirements, additional testing will be at the Engineer’s discretion. • If test results are found not to be within specification requirements, additional testing of the remaining samples to determine a Composite Pay Factor (CPF) shall be performed. 5-04.3(9)C3 Mixture Nonstatistical Evaluation – Acceptance Testing Testing of HMA for compliance of Va will at the option of the Contracting Agency. If tested, compliance of Va will use WSDOT SOP 731. Testing of HMA for compliance of Va will not be performed by the Contracting Agency for this contract. 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: 122 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 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 123 existing sublots or samples from the street shall be tested to provide a minimum of three sets of results for evaluation. For each lot of HMA mix produced and tested under Commercial Evaluation when the calculated CPF is less than 1.00, a Nonconforming Mix Factor (NCMF) will be determined. The NCMF equals the algebraic difference of CPF minus 1.00 multiplied by 60 percent. The Job Mix Compliance Price Adjustment will be calculated as the product of the NCMF, the quantity of HMA in the lot in tons, and the unit Contract price per ton of mix. If a constituent is not measured in accordance with these Specifications, its individual pay factor will be considered 1.00 in calculating the Composite Pay Factor (CPF). 5-04.3(10) HMA Compaction Acceptance HMA mixture accepted by nonstatistical evaluation that is used in traffic lanes, including lanes for intersections, ramps, truck climbing, weaving, and speed change, and having a specified compacted course thickness greater than 0.10-foot, shall be compacted to a specified level of relative density. The specified level of relative density shall be a Composite Pay Factor (CPF) of not less than 0.75 when evaluated in accordance with Section 1-06.2, using a LSL of 92.0 (minimum of 92 percent of the maximum density). The maximum density shall be determined by WSDOT FOP for AASHTO T 729. The specified level of density attained will be determined by the evaluation of the density of the pavement. The density of the pavement shall be determined in accordance with WSDOT FOP for WAQTC TM 8, except that gauge correlation will be at the discretion of the Engineer, when using the nuclear density gauge and WSDOT SOP 736 when using cores to determine density. Tests for the determination of the pavement density will be taken in accordance with the required procedures for measurement by a nuclear density gauge or roadway cores after completion of the finish rolling. If the Contracting Agency uses a nuclear density gauge to determine density the test procedures FOP for WAQTC TM 8 and WSDOT SOP T 729 will be used on the day the mix is placed and prior to opening to traffic. Roadway cores for density may be obtained by either the Contracting Agency or the Contractor in accordance with WSDOT SOP 734. The core diameter shall be 4-inches minimum, unless otherwise approved by the Engineer. Roadway cores will be tested by the Contracting Agency in accordance with WSDOT FOP for AASHTO T 166. If the Contract includes the Bid item “Roadway Core” the cores shall be obtained by the Contractor in the presence of the Engineer on the same day the mix is placed and at locations designated by the Engineer. If the Contract does not include the Bid item “Roadway Core” the Contracting Agency will obtain the cores. 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. 124 Test Results For a sublot that has been tested with a nuclear density gauge that did not meet the minimum of 92 percent of the reference maximum density in a compaction lot with a CPF below 1.00 and thus subject to a price reduction or rejection, the Contractor may request that a core be used for determination of the relative density of the sublot. The relative density of the core will replace the relative density determined by the nuclear density gauge for the sublot and will be used for calculation of the CPF and acceptance of HMA compaction lot. When cores are taken by the Contracting Agency at the request of the Contractor, they shall be requested by noon of the next workday after the test results for the sublot have been provided or made available to the Contractor. Core locations shall be outside of wheel paths and as determined by the Engineer. Traffic control shall be provided by the Contractor as requested by the Engineer. Failure by the Contractor to provide the requested traffic control will result in forfeiture of the request for cores. When the CPF for the lot based on the results of the HMA cores is less than 1.00, the cost for the coring will be deducted from any monies due or that may become due the Contractor under the Contract at the rate of $200 per core and the Contractor shall pay for the cost of the traffic control. 5-04.3(10)A HMA Compaction – General Compaction Requirements Compaction shall take place when the mixture is in the proper condition so that no undue displacement, cracking, or shoving occurs. Areas inaccessible to large compaction equipment shall be compacted by other mechanical means. Any HMA that becomes loose, broken, contaminated, shows an excess or deficiency of asphalt, or is in any way defective, shall be removed and replaced with new hot mix that shall be immediately compacted to conform to the surrounding area. The type of rollers to be used and their relative position in the compaction sequence shall generally be the Contractor’s option, provided the specified densities are attained. Unless the Engineer has approved otherwise, rollers shall only be operated in the static mode when the internal temperature of the mix is less than 175°F. Regardless of mix temperature, a roller shall not be operated in a mode that results in checking or cracking of the mat. Rollers shall only be operated in static mode on bridge decks. 5-04.3(10)B HMA Compaction – Cyclic Density Low cyclic density areas are defined as spots or streaks in the pavement that are less than 90 percent of the theoretical maximum density. At the Engineer’s discretion, the Engineer may evaluate the HMA pavement for low cyclic density, and when doing so will follow WSDOT SOP 733. A $500 Cyclic Density Price Adjustment will be assessed for any 500-foot section with two or more density readings below 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 125 increased to 800 tons. Testing for compaction will be at the rate of 5 tests per sublot per WSDOT T 738. The sublot locations within each density lot will be determined by the Engineer. For a lot in progress with a CPF less than 0.75, a new lot will begin at the Contractor’s request after the Engineer is satisfied that material conforming to the Specifications can be produced. HMA mixture accepted by commercial evaluation and HMA constructed under conditions other than those listed above shall be compacted on the basis of a test point evaluation of the compaction train. The test point evaluation shall be performed in accordance with instructions from the Engineer. The number of passes with an approved compaction train, required to attain the maximum test point density, shall be used on all subsequent paving. HMA for preleveling shall be thoroughly compacted. HMA that is used to prelevel wheel ruts shall be compacted with a pneumatic tire roller unless otherwise approved by the Engineer. 5-04.3(10)D2 HMA Compaction Nonstatistical Evaluation – Acceptance Testing The location of the HMA compaction acceptance tests will be randomly selected by the Engineer from within each sublot, with one test per sublot. 5-04.3(10)D3 HMA Nonstatistical Compaction – Price Adjustments For each compaction lot with one or two sublots, having all sublots attain a relative density that is 92 percent of the reference maximum density the HMA shall be accepted at the unit Contract price with no further evaluation. When a sublot does not attain a relative density that is 92 percent of the reference maximum density, the lot shall be evaluated in accordance with Section 1-06.2 to determine the appropriate CPF. The maximum CPF shall be 1.00, however, lots with a calculated CPF in excess of 1.00 will be used to offset lots with CPF values below 1.00 but greater than 0.90. Lots with CPF lower than 0.90 will be evaluated for compliance per 5-04.3(11). Additional testing by either a nuclear moisture-density gauge or cores will be completed as required to provide a minimum of three tests for evaluation. For compaction below the required 92% a Non-Conforming Compaction Factor (NCCF) will be determined. The NCCF equals the algebraic difference of CPF minus 1.00 multiplied by 40 percent. The Compaction Price Adjustment will be calculated as the product of CPF, the quantity of HMA in the compaction control lot in tons, and the unit Contract price per ton of mix. 5-04.3(11) Reject Work 5-04.3(11)A Reject Work General Work that is defective or does not conform to Contract requirements shall be rejected. The Contractor may propose, in writing, alternatives to removal and replacement of rejected material. Acceptability of such alternative proposals will be determined at the sole discretion of the Engineer. HMA that has been rejected is subject to the requirements in Section 1-06.2(2) and this specification, and the Contractor shall submit a corrective action proposal to the Engineer for approval. 5-04.3(11)B Rejection by Contractor The Contractor may, prior to sampling, elect to remove any defective material and replace it with new material. Any such new material will be sampled, tested, and evaluated for acceptance. 126 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 PFi for any constituent or the CPF of a lot in progress is less than 0.75. 5-04.3(11)G Rejection - An Entire Lot (Mixture or Compaction) An entire lot with a CPF of less than 0.75 will be rejected. 127 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. All transverse (butt) joints between new and existing asphalt shall be milled to the full overlay depth. All transverse (butt) joints shall be sealed after paving. See Section 5-04.3(17) for requirements. 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 shown in the Standard Plans. Construct the sawcut in accordance with the detail shown in the Standard Plan. Construct the sawcut in accordance with Section 5-05.3(8)B and the manufacturer’s application procedure. 5-04.3(12)B2 Paved Panel Joint Seal Construct the paved panel joint seal in accordance with the requirements specified in section 5-04.3(12)B1 and the following requirement: 128 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 planning plan must be approved by the Engineer and a pre planning meeting must be held prior to the start of any planing. See Section 5-04.3(14)B2 for information on planning submittals. Locations of existing surfacing to be planed are as shown in the Drawings. Where planing an existing pavement is specified in the Contract, the Contractor must remove existing surfacing material and to reshape the surface to remove irregularities. The finished product must be a prepared surface acceptable for receiving an HMA overlay. Use the cold milling method for planing unless otherwise specified in the Contract. Do not use the planer on the final wearing course of new HMA. Conduct planing operations in a manner that does not tear, break, burn, or otherwise damage the surface which is to remain. The finished planed surface must be slightly grooved or roughened and must be free from gouges, deep grooves, ridges, or other imperfections. The Contractor must repair 129 any damage to the surface by the Contractor’s planing equipment, using an Engineer approved method. Repair or replace any metal castings and other surface improvements damaged by planing, as determined by the Engineer. After planing is complete, planed surfaces must be swept, cleaned, and if required by the Contract or directed by the Engineer, patched and preleveled. The Engineer may direct additional depth planing. Before performing this additional depth planing, the Contractor must conduct a hidden metal in pavement detection survey as specified in Section 5-04.3(14)A. 5-04.3(14)A Pre-Planing Metal Detection Check Before starting planing of pavements, and before any additional depth planing required by the Engineer, the Contractor must conduct a physical survey of existing pavement to be planed with equipment that can identify hidden metal objects. Should such metal be identified, promptly notify the Engineer. See Section 1-07.16(1) regarding the protection of survey monumentation that may be hidden in pavement. The Contractor is solely responsible for any damage to equipment resulting from the Contractor’s failure to conduct a pre-planing metal detection survey, or from the Contractor’s failure to notify the Engineer of any hidden metal that is detected. 5-04.3(14)B Paving and Planing Under Traffic 5-04.3(14)B1 General 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. 130 d. Any work in an intersection requires advance warning in both signage and a number of Working Days advance notice as determined by the Engineer, to alert traffic and emergency services of the intersection closure or partial closure. e. Allow new compacted HMA asphalt to cool to ambient temperature before any traffic is allowed on it. Traffic is not allowed on newly placed asphalt until approval has been obtained from the Engineer. 2. Temporary centerline marking, post-paving temporary marking, temporary stop bars, and maintaining temporary pavement marking must comply with Section 8-23. 3. Permanent pavement marking must comply with Section 8-22. 5-04.3(14)B2 Submittals – Planing Plan and HMA Paving Plan The Contractor must submit a separate planing plan and a separate paving plan to the Engineer at least 5 Working Days in advance of each operation’s activity start date. These plans must show how the moving operation and traffic control are coordinated, as they will be discussed at the pre-planing briefing and pre-paving briefing. When requested by the Engineer, the Contractor must provide each operation’s traffic control plan on 24 x 36 inch or larger size Shop Drawings with a scale showing both the area of operation and sufficient detail of traffic beyond the area of operation where detour traffic may be required. The scale on the Shop Drawings is 1 inch = 20 feet, which may be changed if the Engineer agrees sufficient detail is shown. The planing operation and the paving operation include, but are not limited to, metal detection, removal of asphalt and temporary asphalt of any kind, tack coat and drying, staging of supply trucks, paving trains, rolling, scheduling, and as may be discussed at the briefing. When intersections will be partially or totally blocked, provide adequately sized and noticeable signage alerting traffic of closures to come, a minimum 2 Working Days in advance. The traffic control plan must show where police officers will be stationed when signalization is or may be, countermanded, and show areas where flaggers are proposed. At a minimum, the planing and the paving plan must include: 1. A copy of the accepted traffic control plan, see Section 1-10.2(2), detailing each day’s traffic control as it relates to the specific requirements of that day’s planing and paving. Briefly describe the sequencing of traffic control consistent with the proposed planing and paving sequence, and scheduling of placement of temporary pavement markings and channelizing devices after each day’s planing, and paving. 2. A copy of each intersection’s traffic control plan. 3. Haul routes from Supplier facilities, and locations of temporary parking and staging areas, including return routes. Describe the complete round trip as it relates to the sequencing of paving operations. 4. Names and locations of HMA Supplier facilities to be used. 5. List of all equipment to be used for paving. 6. List of personnel and associated job classification assigned to each piece of paving equipment. 7. Description (geometric or narrative) of the scheduled sequence of planing and of paving, and intended area of planing and of paving for each day’s work, must include the directions of proposed planing and of proposed paving, sequence of adjacent lane paving, sequence of 131 skipped lane paving, intersection planing and paving scheduling and sequencing, and proposed notifications and coordinations to be timely made. The plan must show HMA joints relative to the final pavement marking lane lines. 8. Names, job titles, and contact information for field, office, and plant supervisory personnel. 9. A copy of the approved Mix Designs. 10. Tonnage of HMA to be placed each day. 11. Approximate times and days for starting and ending daily operations. 5-04.3(14)B3 Pre-Paving and Pre-Planing Briefing At least 2 Working Days before the first paving operation and the first planing operation, or as scheduled by the Engineer for future paving and planing operations to ensure the Contractor has adequately prepared for notifying and coordinating as required in the Contract, the Contractor must be prepared to discuss that day’s operations as they relate to other entities and to public safety and convenience, including driveway and business access, garbage truck operations, Metro transit operations and working around energized overhead wires, school and nursing home and hospital and other accesses, other contractors who may be operating in the area, pedestrian and bicycle traffic, and emergency services. The Contractor, and Subcontractors that may be part of that day’s operations, must meet with the Engineer and discuss the proposed operation as it relates to the submitted planing plan and paving plan, approved traffic control plan, and public convenience and safety. Such discussion includes, but is not limited to: 1. General for both Paving Plan and for Planing Plan: a. The actual times of starting and ending daily operations. b. In intersections, how to break up the intersection, and address traffic control and signalization for that operation, including use of peace officers. c. The sequencing and scheduling of paving operations and of planing operations, as applicable, as it relates to traffic control, to public convenience and safety, and to other con-tractors who may operate in the Project Site. d. Notifications required of Contractor activities, and coordinating with other entities and the public as necessary. e. Description of the sequencing of installation and types of temporary pavement markings as it relates to planning and to paving. f. Description of the sequencing of installation of, and the removal of, temporary pavement patch material around exposed castings and as may be needed. g. Description of procedures and equipment to identify hidden metal in the pavement, such as survey monumentation, monitoring wells, street car rail, and castings, before planning, see Section 5-04.3(14)B2. h. Description of how flaggers will be coordinated with the planing, paving, and related operations. i. Description of sequencing of traffic controls for the process of rigid pavement base repairs. j. Other items the Engineer deems necessary to address. 132 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. 5-04.3(17) Construction Joint Sealing Transverse Joints - Joints between new and existing asphalt shall be sealed within five (5) calendar days after final rolling of the final lift of HMA. The seal shall be CSS-1 emulsified asphalt. The emulsified asphalt shall be placed in a way to be smooth and flush with roadway surface with minimal overbanding. This work is considered incidental to the bid item “HMA Cl. ½-Inch PG 58H-22 for Overlay”. 5-04.3(18) Incidental Uses for HMA Incidental uses for HMA shall consist of restoration and adjustment to paved areas and other such uses as directed by the Engineer. Incidental uses for HMA shall be measured and paid under the “HMA Cl. ½-Inch PG 58H-22 for Overlay” bid item for the overlay related HMA. 5-04.3(19) Vacant 5-04.3(20) Vacant 5-04.3(21) Temporary Pavement Marking The furnishing and installing of temporary pavement marking shall be as described in Section 8-23. Should the Engineer direct the Contractor to provide temporary pavement marking, it shall be short duration. This work is considered incidental to the bid item “Project Temporary Traffic Control”. 133 5-04.4 Measurement “HMA Cl. ½-Inch PG 58H-22 for Final Trench Patch” and “HMA Cl. ½-Inch PG 58H-22 for Overlay” will be measured by the ton in accordance with Section 1-09.2, with no deduction being made for the weight of asphalt binder, mineral filler, or any other component of the mixture. If the Contractor elects to remove and replace mix as allowed by Section 5-04.3(11), the material removed will not be measured. 5-04.5 Payment Payment will be made for each of the following Bid items that are included in the Proposal: “HMA Cl. ½-Inch PG 58H-22 for Final Trench Patch”, per ton. “HMA Cl. ½-Inch PG 58H-22 for Overlay”, per ton. Asphalt Cost Price Adjustment The Contracting Agency will make an Asphalt Cost Price Adjustment, either a credit or a payment, for qualifying changes in the reference cost of asphalt binder. The adjustment will be applied to partial payments made according to Section 1-09.9 for the following bid items when they are included in the proposal: “HMA Cl. ½-Inch PG 58H-22 for Final Trench Patch” “HMA Cl. ½-Inch PG 58H-22 for Overlay” “HMA for Approach Cl. ___ PG ___” “HMA for Preleveling Cl. ___ PG ___” “HMA for Pavement Repair Cl. ___ PG ___” “Commercial HMA” The adjustment is not a guarantee of full compensation for changes in the cost of asphalt binder. The Contracting Agency does not guarantee that asphalt binder will be available at the reference cost. The Contracting Agency will establish asphalt binder reference costs twice each month and post the information on the Agency website at: https://wsdot.wa.gov/business-wsdot/how-do-business- us/public-works-contracts/payments-reporting/asphalt-binder-reference-cost. The reference cost will be determined using posted prices furnished by Poten & Partners, Inc. If the selected price source ceases to be available for any reason, then the Contracting Agency will select a substitute price source to establish the reference cost. Price adjustments will be calculated one time per month. No price adjustment will be made if the Current Reference Cost is within +/-5% of the Base Cost. Reference costs for projects located in Eastern versus Western Washington shall be selected from the column in the WSDOT website table labeled “Eastern”, or “Western”, accordingly. The adjustment will be calculated as follows: If the reference cost is greater than or equal to 105% of the base cost, then Asphalt Cost Price Adjustment = (Current Reference Cost – (1.05 x Base Cost)) x (Q x 0.056). If the reference cost is less than or equal to 95% of the base cost, then Asphalt Cost Price Adjustment = (Current Reference Cost – (0.95 x Base Cost)) x (Q x 0.056). 134 Where: Current Reference Cost is selected from the website table based on the “Date Effective” that immediately precedes the current month’s progress estimate end date. For work completed after all authorized working days are used, the adjustment will be based on the posted reference cost during which contract time was exhausted. Base Cost is selected from the website table based on the “Date Effective” that immediately precedes the contract bid opening date, and shall be a constant for all monthly adjustments. Q = total tons of all classes of HMA paid in the current month’s progress payment. “Asphalt Cost Price Adjustment”, by calculation. “Asphalt Cost Price Adjustment” will be calculated and paid for as described in this section. For the purpose of providing a common proposal for all bidders, the Contracting Agency has entered an amount in the proposal to become a part of the total bid by the Contractor. 5-07 TEMPORARY RESTORATION IN PAVEMENT AREA Section 5-07 is new Section with subsections: (******) 5-07.1 Description Pavement areas that have been removed by construction activities must be restored by the Contractor prior to the end of each working period, prior to use by vehicular traffic. Within paved streets, the Contractor may use temporary pavement to allow vehicular traffic to travel over the construction areas. Temporary pavement shall be placed around trench plates or others devices used to cover construction activities in a manner that provides a smooth and safe transition between surfaces. 5-07.2 Materials The asphalt pavement for temporary patches shall be 2” of a hot mix or cold mix asphalt composition determined by the Contractor to provide a product suitable for the intended application. The Contractor shall not use materials that are a safety or health hazard. Temporary pavement material that does not form a consolidated surface after compaction shall be considered unsuitable and shall be removed from the site. Unsuitable temporary pavement shall be disposed of offsite. 5-07.3 Construction Requirements The Contractor shall maintain temporary hot mix asphalt patches daily during to the satisfaction of the governing road agency and the Engineer until said patch is replaced with permanent hot patch. The completed pavement shall be free from ridges, ruts, bumps, depressions, objectionable marks, or other irregularities. The permanent hot mix asphalt patch shall be placed and sealed with a paving asphalt within 30 calendar days. The Contractor shall immediately repair, patch, or remove any temporary pavement that does not provide a flat transition between existing pavement areas. All temporary asphalt pavement shall be removed from the site by the end of the project and shall not be used as permanent asphalt pavement or subgrade material. 135 DIVISION 7 DRAINAGE STRUCTURES, STORM SEWERS, WATER MAINS, AND CONDUITS 7-01 DRAINS 7-01.2 Materials The second paragraph of Section 7-01.2 is revised as follows: (******) Drain pipes may be concrete, zinc coated (galvanized) corrugated iron with Asphalt Treatment I, aluminum coated (aluminized) corrugated iron with Asphalt Treatment I, zinc coated (galvanized) steel with Asphalt Treatment I, corrugated aluminum alloy, polyvinyl chloride (PVC), or corrugated polyethylene (PE) at the option of the Contractor unless the Plans specify the type to be used. 7-01.3 Construction Requirements Section 7-01.3 is revised as follows: (******) The second paragraph is revised as follows: PVC drain pipe shall be jointed with a bell and spigot joint using a flexible elastomeric seal as described in Section 9-04.8. The bell shall be laid upstream. PE or ABS drainpipe shall be jointed with snap-on, screw-on, or wraparound coupling bands as recommended by the manufacturer of the tubing. The sixth paragraph is revised as follows: PVC under drain pipe shall be jointed using either the flexible elastomeric seal as described in Section 9-04.8 or solvent cement as described in Section 9-04.9, at the option of the Contractor unless otherwise specified in the Plans. The bell shall be laid upstream. PE or ABS drainage tubing under drain pipe shall be jointed with snap-on, screw-on, or wraparound coupling bands, as recommended by the manufacturer of the tubing. 7-02 CULVERTS 7-02.2 Materials The second paragraph of Section 7-02.2 is revised and supplemented as follows: (******) Where steel or aluminum are referred to in this section in regard to a kind of culvert pipe, pipe arch, or end sections, it shall be understood that steel is zinc coated (galvanized) with Asphalt Treatment I or aluminum coated (aluminized) corrugated iron or steel, and aluminum is corrugated aluminum alloy as specified in Sections 9-05.4 and 9-05.5. Where plain or reinforced concrete, steel, or aluminum are referred to in Section 7-02 it shall be understood that reference is also made to PVC. 136 7-04 STORM SEWERS 7-04.2 Materials The first paragraph of Section 7-04.2 is revised as follows: (******) Trench backfill for storm trench shall be Gravel Borrow per 9-03.14(1). Unless a pipe material is specifically called out on the Plans, materials shall meet the following requirements. Size and Pipe Material Allowed Specification 15” or smaller Solid Wall PVC Sanitary Sewer Pipe 10” or smaller Corrugated Polyethylene Storm Sewer Pipe 12” or larger Polypropylene Storm Sewer Pipe 8” or larger Ductile Iron Sewer Pipe 4” or larger C900 PVC Storm Sewer Pipe 9-05.12(1) 9-05.20 9-05.24 9-05.13 9-30.1(5)A Where bends are shown on the plans, they shall be of the same material and manufacturer as the main pipe and meet the manufacturer’s recommendations. The second paragraph of Section 7-04.2 is supplemented as follows: (******) The Contractor shall require pipe suppliers to furnish certificates signed by their authorized representative, stating the specifications to which the materials or products were manufactured. The Contractor shall provide 2 copies of these certifications to the Engineer for approval. Certificates showing nonconformance with the Contract shall be sufficient evidence for rejection. Approval of certificates shall be considered only as tentative acceptance of the materials and products, and such action by Engineer will not relieve Contractor of his/her responsibility to perform field tests and to replace or repair faulty materials, equipment, and/or workmanship and Contractor’s own expense. Section 7-04.2 is supplemented with the following: (******) Dense foam shall meet 9-05.52 of these Special Provisions. Direct Pipe Tee Connections: Direct pipe tee connections for use in gravity-flow sewer and storm drainage direct connections to pipe shall be Inserta Tee service connections, as manufactured by Inserta Tee and shall meet ASTM F2946 and consist of a PVC hub, rubber sleeve, and stainless steel band. Connection shall be a compression fit into the cored wall of a mainline pipe. Hub shall be made from heavy-duty PVC material. Stainless steel clamping assembly shall be of SS #301 for the band and housing and SS #305 for screws. Rubber sleeve and gasket, when applicable, shall meet the requirements of ASTM F477. Gaskets shall be installed by the manufacturer. A water-based solution provided by the manufacturer shall be used during assembly. Inserta Tee product shall provide a water connection according to the requirements of ASTM D3212. 137 7-04.2(2) Temporary Stormwater Diversion Section 7-04.2(2) is an added new section (******) It shall be the Contractor’s responsibility to maintain operation of the existing storm sewer system throughout the duration of the project without any disruption of service until the new storm drain has been accepted by the City to receive stormwater flows, and connections are made between the existing and new storm based on scheduling approved by the Engineer. A temporary stormwater diversion shall be capable of bypassing at least the 2-year peak flow during construction. The Contractor shall submit proposed methods for providing the diversions to the Engineer for approval prior to construction. The diversions shall have the least impact on property owners and traffic flow through the site. The diversions shall be installed, operated, and maintained only when needed where the existing storm drain system must be demolished to allow construction of the new system. Where shown on the Plans, Contractor shall time work of bypasses during period of anticipated no or little rain. If bypass pumping is provided, it shall be scheduled for continuous operation with backup equipment available at all times for periods of maintenance and refueling or failure of the primary bypass pump(s) or diversion system. The Contractor’s bypass operation shall be sized to handle, at a minimum, the 2-year peak flow rate or can be reduced to a size determined by the Contractor if the temporary bypass can be timed to coincide with a period of little to no rain. The Contractor shall submit a Temporary Stormwater Diversion Plan in accordance with Section 1-05. The Contractor’s plan shall be reviewed by the City before the plan is implemented. The review of the flow diversion plan shall, as well as the Contractor’s proposed size of the bypass, in no way relieve the Contractor of his responsibility to provide a bypass system that conveys encountered flows without property damage or damage to the project or construction area. As risk associated with sizing the bypass and impacts to construction is born by the Contractor. 7-04.3(1) Cleaning and Testing Section 7-04.3(1) is supplemented with the following: (******) 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. 138 All pipe larger than 30-inch diameter shall have joints individually tested for Joint Tightness. Prior to final backfill, all joints shall be individually tested using low-pressure air per ASTM C1103. For the installation of any flexible pipe larger than 30-inches in diameter, the Contractor shall retain the services of a pipe manufacturer representative, knowledgeable in the installation methods and practices for the specific pipe product used on this project, as well as on the installation practices for flexible pipelines in general. The manufacturer’s representative shall be present full time on site during the construction of the first 300 feet of pipe installation, and part-time, as required, thereafter until the entire pipeline installation is complete. The manufacturer’s representative shall observe pipe foundation, pipe installation, placement and compaction of pipe zone bedding and backfill, and testing procedures. The manufacturer’s representative shall notify Engineer and Contractor of any non-conforming installation, identifying the manufacturer recommended corrective action(s), within 24 hours of such occurrence. All flexible pipe shall be tested for maximum pipe deflection by pulling a rigid mandrel through the entire (i.e., 100%) flexible pipe length installed. Maximum deflection shall not exceed 5%. Mandrel testing shall conform to ASTM D3034, and be performed no sooner than 30 days after backfilling and prior to final acceptance testing of the segment. Submit test results to the Engineer. 1. Rigid mandrel shall have outside diameter (O.D.) equal to 95 percent of inside diameter (I.D.) of pipe. Inside diameter of pipe, for purpose of determining outside diameter of mandrel, shall be average outside diameter minus two minimum wall thicknesses for O.D. controlled pipe and average inside diameter for I.D. controlled pipe, dimensions shall be per appropriate standard. Statistical or other "tolerance packages" shall not be considered in mandrel sizing. 2. Rigid mandrel shall be constructed of metal or rigid plastic material that can withstand 200 psi without being deformed. Mandrel shall have nine or more "runners" or "legs" as long as total number of legs is odd number. Barrel section of mandrel shall have length of at least 75 percent of inside diameter of pipe. Rigid mandrel shall not have adjustable or collapsible legs which would allow reduction in mandrel diameter during testing. Provide and use proving ring for modifying each size mandrel. 3. Furnish "proving ring" with each mandrel. Fabricate ring of 1/2-inch-thick, 3-inch-wide bar steel to diameter 0.02 inches larger than approved mandrel diameter. 4. If a rigid mandrel is not available, the Contractor may substitute a round steel bar meeting #3 above. “Testing Storm Sewer Pipe”, per linear foot shall be incidental to and included in storm sewer pipe bid items. 7-04.3(2) CCTV Inspection Section 7-04.3(2)is a new added section: (******) All storm drain and sewer main lines constructed as part of this project shall be inspected using closed- circuit television (CCTV) before substantial completion. The costs incurred in “CCTV Inspection” per linear foot shall be paid for under “CCTV Inspection.” All CCTV inspections for storm drain lines shall conform to Section 7-17.3(2)H. The Contractor shall bear all cost incurred in correcting any deficiencies found during television inspection including the cost of any additional television inspection that may be required by the Engineer to verify the correction of said deficiency. 139 The Contractor shall be responsible for all costs incurred in any television inspection performed solely for the benefit of the Contractor. 7-04.3(3) Direct Pipe Connections Section 7-04.3(4) is a new added section as follows: (******) Field Pipe and Joint Performance: To assure water tightness, field performance verification may be accomplished by testing in accordance with ASTM F2487, ASTM F1417 or ASTM C1103. Appropriate safety precautions must be used when field-testing any pipe material. Contact the manufacturer for recommended leakage rates. Installation: Installation shall be accordance with the manufacturer’s recommended installation guidelines. Backfill around the Inserta Tee service connection shall be, at a minimum, of the same material type and compaction level as specified for the mainline pipe installation. 7-05 MANHOLES, INLETS, AND CATCH BASINS 7-05.3 Construction Requirements Section 7-05.3 is supplemented by adding the following: (******) All manholes shall have eccentric cones and shall have ladders. Connection to manholes or catch basins for storm sewer pipe less than 24-inch shall be “Kor-n-Seal” boot or approved alternate. Sanitary sewer pipe to sanitary sewer manhole connections shall be “Kor-n-Seal” boot or approved alternate. 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 detail 106 prior to final acceptance of the Work. Manholes in unimproved areas shall be adjusted to 6” above grade. In unpaved streets: manholes, catch basins, and similar structures in areas to be surfaced with crushed rock or gravel shall be constructed to a point approximately eight inches below the subgrade and covered with a temporary wood cover. Existing manholes shall be cut off and covered in a similar manner. The Contractor shall carefully reference each manhole so that they may be easily found upon completion of the street Work. After placing the gravel or crushed stone surfacing, the manholes and 140 manhole castings shall be constructed to the finished grade of the roadway surface. Excavation necessary for bringing manholes to grade shall center about the manhole and be held to the minimum area necessary. At the completion of the manhole adjustment, the void around the manhole shall be backfilled with materials which result in the section required on the typical roadway section, and be thoroughly compacted. In cement concrete pavement: manholes, catch basins, and similar structures shall be constructed and adjusted in the same manner as outlined above except that the final adjustment shall be made and cast iron frame be set after forms have been placed and checked. In placing the concrete pavement, extreme care shall be taken not to alter the position of the casting in any way. In asphalt concrete pavement: manholes shall not be adjusted until the pavement is completed, at which time the center of each manhole shall be carefully relocated from references previously established by the Contractor. The manhole shall then be brought to proper grade utilizing the same methods of construction as for the manhole itself. The cast iron frame shall be placed on the concrete grade rings and mortar. The complete patch shall match the existing paved surface for texture, density, and uniformity of grade. The joint between the patch and the existing pavement shall then be carefully painted with hot asphalt cement or asphalt emulsion and shall be immediately covered with dry paving sand before the asphalt cement solidifies. Adjustment of inlets: The final alignment and grade of cast iron frames for new and old inlets to be adjusted to grade will be established from the forms or adjacent pavement surfaces. The final adjustment of the top of the inlet will be performed in similar manner to the above for manholes. On asphalt concrete paving projects using curb and gutter section, that portion of the cast iron frame not embedded in the gutter section shall be solidly embedded in asphalt also. The concrete shall extend a minimum of six inches beyond the edge of the casting and shall be left 2 inches below the top of the frame so that the wearing course of asphalt concrete pavement will butt the cast iron frame. The existing concrete pavement and edge of the casting shall be painted with hot asphalt cement. Adjustments in the inlet structure shall be constructed in the same manner and of the same material as that required for new inlets. The inside of the inlets shall be mortared. Monuments and cast iron frame and cover: monuments and monument castings shall be adjusted to grade in the same manner as for manholes. Valve box castings: adjustments of valve box castings shall be made in the same manner as for manholes. 7-05.3(2) Abandon Existing Manholes Section 7-05.3(2) is revised as follows: (******) Where it is required that an existing manhole be abandoned, the structure shall be broken down to a depth of at least 4 feet below the revised surface elevation, all connections plugged, the manhole base shall be fractured to prevent standing water, and the manhole filled with sand and compacted to 90 percent density as specified in Section 2-03.3(14)C. Debris resulting from breaking the upper part of the manhole may be mixed with the sand subject to the approval of the Engineer. The ring and cover shall be salvaged and all other surplus material disposed of. 141 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 drain pipes shall be connected to existing line, catch basin, curb inlets and/or manholes. The Contractor shall be required to core drill into the structure, shape the new pipe to fit and re-grout the opening in a workmanlike manner. Where directed by the Engineer or where shown on the Plans, additional structure channeling will be required. Connections to existing sanitary sewer pipes shall be made with ductile iron sleeve-style coupling, ROMAC or approved alternate, conforming to ASTM C219 and sized specifically for the pipe size and materials being connected. Connections to existing sanitary sewer manholes shall be core drilled. Couplings shall be equal to “Kor- n-Seal” boots. Existing sanitary sewer manholes shall be cleaned, repaired, and re-channeled as necessary to match the new pipe configuration and as shown on the Construction Plans. A "connection to existing" item will be allowed at any connection of a new line to an existing structure. No "connection to existing" will be accepted at the location of new installation, relocation and adjustment of line manholes, catch basins, or curb inlets. Any damage to existing pipe or structure that is to remain in place resulting from the Contractor's operations shall be repaired or replaced at her/his own expense. The unit bid price per each shall be full compensation for all labor, materials and equipment required. 7-05.3(5) Manhole Coatings Section 7-05.3(5) is an added new section: (******) All new sanitary sewer manholes shall be coated as specified below. The following coating system Specifications shall be used for coating (sealing) all interior concrete surfaces of sanitary sewer manholes. Coating Material: High Solids Urethane Surfaces: Concrete Surface Preparation: In accordance with SSPC SP-7 (Sweep of brush off blast) Application: Shop/Field The drying time between coats shall not exceed 24 hours in any case System Thickness: 6.0 mils dry film Coatings: Primer: One coat of Wasser MC-Aroshield (2.0 mils DFT) Finish: Two or more coats of Wasser MC-Aroshield (min. 4.0 mils DFT) Color: White 142 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 storm sewer and sanitary sewer construction shall be in accordance with the trench limits outlined in the table below. Existing soil conditions are variable, and areas of soil instability may exist. The Contractor is responsible for protecting and maintaining the trench integrity and shall be held accountable for liability of trench construction, maintenance, and incidental trench deficiencies or accidents. Incidents that result in loss of trench integrity will not be eligible for a change order. All trench excavated materials shall be disposed of off-site at an approved Contractor- provided disposal site, unless otherwise approved by the Engineer. Excavation outside the excavation limits shown on the plan drawings shall be at no additional expense to the City. Pipe Type Sewer and Storm Drain Sewer and Storm Drain Sewer and Storm Drain Trench Depth <8-feet 8 through 16-feet >16-feet Trench Pay Width (ft) 4 6 8 7-08.3(1)C Bedding the Pipe Section 7-08.3(1)C is supplemented by adding the following: (******) Pipe bedding for PVC sewer pipe shall meet the requirements of Section 9-03.12(3). It shall be placed to a depth of 6" over and 6" under the exterior walls of the pipe. For all pipe bedding, hand compaction of the bedding materials under the pipe haunches will be required. Pipe bedding should provide a firm uniform cradle for support of the pipes. Prior to installation of the pipe, the pipe bedding should be shaped to fit the lower part of the pipe exterior with reasonable closeness to provide uniform support along the pipe. Hand compaction shall be accomplished by using a suitable tamping tool to firmly tamp bedding material under the haunches of the pipe. Care shall be taken to avoid displacement of the pipe during the compaction effort. Pipe bedding material should be used as pipe zone backfill and placed in layers and tamped around the pipes to obtain complete contact. Bedding material shall meet the requirements of Gravel backfill for Pipe Zone Bedding in accordance with Standard Specification Section 9-03.12(3), unless otherwise approved by the Engineer. Pipe bedding shall be considered incidental to the pipe and no further compensation shall be made. In areas where the subgrade soils in the trench excavation consist of fine-grained soils, such as silt/clay, or organic rich soils, the Engineer may direct the Contractor to use a geotextile separator fabric be placed over the native soils prior to placement of the pipe bedding. The geotextile shall meet the requirements of Section 9-33.2(1) Table 3 for Separation. Geotextile shall be paid for by other items. 143 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 or Gravel Backfill for Walls, as directed by the Engineer, and conform to the requirements of Section 9-03.9(3) or Section 9-03.12(2) of the Standard Specifications. Corrections faulty grade: Excess excavation below grade shall be backfilled with foundation gravel as specified above and thoroughly compacted to the required grade line. 7-08.3(2)A Survey Line and Grade Section 7-08.3(2)A is replaced with: (******) Survey line and grade control shall be provided in accordance with Sections 1-05.4, 1-05.5 and 1-11 in a manner consistent with accepted practices. The Contractor shall transfer line and grade into the trench where they shall be carried by means of a laser beam. Any other procedure shall have the written approval of the Engineer. 7-08.3(2)B Pipe Laying – General Section 7-08.3(2)B is supplemented by adding the following: (******) Checking of the invert elevation of the pipe may be made by calculations from measurements on the top of the pipe, or by looking for ponding of 1/2" or less, which indicates a satisfactory condition. At manholes, when the downstream pipe(s) is of a larger size, pipe(s) shall be laid by matching the (eight- tenths) flow elevation, unless otherwise shown on the plans and/or approved by the Engineer. All pipe, fittings, etc. shall be carefully handled and protected against damage, impact shocks, and free fall. All pipe handling equipment shall be acceptable to the Engineer. Pipe shall not be placed directly on rough ground but shall be supported in a manner, which will protect the pipe against injury whenever stored at the trench site or elsewhere. No pipe shall be installed where the lining or coating show defects that may be harmful as determined by the Engineer. Such damaged lining or coating shall be repaired, or a new undamaged pipe shall be furnished and installed. The Contractor shall inspect each pipe and fitting prior to installation to insure that there are not damaged portions of the pipe. Any defective, damaged, or unsound pipe shall be repaired or replaced. All foreign matter or dirt shall be removed from the interior of the pipe before lowering into position in the trench. Pipe shall be kept clean during and after laying. All openings in the pipeline shall be closed with watertight expandable type sewer plugs at the end of each day's operation, or whenever the pipe openings are left unattended. The use of burlap, wood, or other similar temporary plugs will not be permitted. Where necessary to raise or lower the pipe due to unforeseen obstructions or other causes, the Engineer may change the alignment and/or the grades. Except for short runs, which may be permitted by the Engineer, pipes shall be laid uphill on grades that exceed 10 percent. Pipe, which is laid on a 144 downhill grade, shall be blocked and held in place until sufficient support is furnished by the following pipe to prevent movement. Unless otherwise required, all pipe shall be laid straight between the changes in alignment, and at uniform grade between changes in grade. For concrete pipes with elliptical reinforcement, the pipe shall be placed with the minor axis of the reinforcement in a vertical position. Immediately after the pipe joints have been made, proper gasket placement shall be checked with a feeler gage as approved by the pipe manufacturer to verify proper gasket placement. 7-08.3(2)E Rubber Gasketed Joints Section 7-08.3(2)E is supplemented as follows: (******) Care shall be taken by the Contractor to avoid over pushing the pipe and damaging the pipe or joint system. Any damaged pipe shall be replaced by the Contractor at his expense. 7-08.3(2)H Sewer Line Connections Section 7-08.3(2)H is supplemented by adding the following: (******) 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 MainCut in new PVC “Tee” using “Strong-Back” Flexible Couplings (Fernco or approved alternate). B. Concrete MainCut in new PVC “Tee” using “Strong-Back” Flexible Couplings (Fernco or approved alternate). C. PVC & C900 PVC MainCore-drilled with Romac Saddle (or approved alternate) or cut in new “Tee” using “Strong-Back” Flexible Couplings (Fernco or approved alternate). D. Ductile Iron Main Core-drilled with Romac Saddle (or approved alternate). Connections (unless booted connections have been provided for) to existing concrete manholes shall be per Section 7-05.3(3). 7-08.3(2)J Placing PVC Pipe Section 7-08.3(2)J is an added new section: (******) In the trench, prepared as specified in Section 7-02.3(1) PVC pipe shall be laid beginning at the lower end, with the bell end upgrade. Gravel Backfill for Pipe Zone Bedding or Pea Gravel will be used as the bedding material and extend from 6" below the bottom of the pipe to 6" above the top of the pipe. When it is necessary to connect to a structure with a mudded joint a rubber gasketed concrete adapter-collar will be used at the point of connection. 145 7-08.3(3)A Backfilling Pipe Trenches Section 7-08.3(3)A is a new section supplementing 7-08.3(3) (******) To the maximum extent available, suitable material obtained from trench or pond excavation shall be used for trench backfill. All material placed as trench backfill shall be free from rocks or stones larger than 6 inches in their greatest dimension, brush, stumps, logs, roots, debris, and organic or other deleterious materials. No stones or rock shall be placed in the upper three feet of trench backfill. Rock or stones within the allowable size limit incorporated in the remainder of fills shall be distributed so that they do not congregate or interfere with proper compaction. The existing soils shall not be reused as trench backfill unless otherwise required by the Engineer. Structural fill shall consist of Gravel Borrow, meeting the requirements of Section 9-03.14(1) of the Standard Specifications. It should be free of gravel, organics and other debris. The structural trench backfill should be moisture conditioned to within approximately 3 percent of optimum moisture content, placed in loose horizontal lifts less than 6 inches in thickness, and compacted to at least 95 percent of the maximum dry density (MDD) as determined by the Modified Proctor compaction test method ASTM D 1557. Trench backfill shall be densely compacted in a systematic manner using methods that consistently produce adequate compaction levels. During placement of the initial lifts, the trench backfill material shall not be bulldozed into the trench or dropped directly on the pipe. Heavy vibratory equipment shall not permitted to operate directly over the pipe until a minimum of 2 feet of backfill has been placed over the pipe bedding. Contactor shall take special care to obtain good compaction up to the edges of the excavation as the shoring is removed in accordance with the Shoring Plan. The Contractor shall be responsible for performing compaction testing and furnishing testing reports to the Engineer. Areas of the trench which fail to meet the compaction requirements shall be removed and replaced and re-compacted at the Contractor’s expense. The Contractor shall be responsible for any settlement of backfill, sub-base, and pavement that may occur during the period stipulated in the Contract conditions. All repairs necessary due to settlement shall be made by the Contractor at his expense. Backfill in unimproved areas shall be compacted to at least 90 percent of maximum dry density as determined by the modified proctor compaction test, ASTM D1557. The Contractor shall be responsible for the disposal of any excess excavated material. Special care must be taken to obtain good compaction up to the edges of the excavation as the shoring is removed. Moreover, attention must be paid to ensuring good compaction around manholes. 7-09 WATER MAINS 7-09.1(1)A Trench Widths Section 7-09.1.1(A) is revised as follows: (******) Trench excavation and backfill for the water main construction shall be in accordance with the trench limits outlined in the table below. Existing soil conditions are variable, and areas of soil instability may 146 exist. The Contractor is responsible for protecting and maintaining the trench integrity and shall be held accountable for liability of trench construction, maintenance, and incidental trench deficiencies or accidents. All trench excavated materials shall be disposed of off-site at an approved Contractor- provided disposal site, unless otherwise approved by the Engineer. Excavation outside the excavation limits shown on the plan drawings shall be at no additional expense to the City. Pipe Type Water Main Pipe Water Service Pipe Trench Depth All All Trench Pay Width (ft) 3 2 7-09.3(15) Laying of Pipe on Curves 7-09.3(15)A Ductile Iron Pipe Section 7-09.3(15)A is revised as follows: (******) Long radius curves with radius of 400 feet or more, either horizontal or vertical, pipe may be laid with standard pipe lengths by deflecting the joints. If the pipe is shown curved on the Plans and no special fittings are shown, the Contractor can assume that the curves can be made by deflecting the joints with standard lengths of pipe. If shorter lengths are required, the Plans will indicate maximum lengths that can be used. The amount of deflection at each pipe joint when pipe is laid on a horizontal or vertical curve shall not exceed one half (50%) of the manufacturer’s printed recommended deflections. The Contractor shall submit to the Engineer the pipe manufacturer's joint deflection recommendations prior to pipe installation indicating deflections are within allowable AWWA specification tolerances. Where field conditions require deflection or curves not anticipated by the Plans, the Engineer will determine the methods to be used. No additional payment will be made for laying pipe on curves as shown on the Plans, or for field changes involving standard lengths of pipe deflected at the joints. When special fittings not shown on the Plans are required to meet field conditions, additional payment will be made for special fittings as provided in Section 1-09.6. When rubber gasketed pipe is laid on a curve, the pipe shall be jointed in a straight alignment and then deflected to the curved alignment. Trenches shall be made wider on curves for this purpose. Where pipe installation on curves requires the use of special fittings, concrete blocking shall be used per Section 7-09.3(21). Where restrained joint pipe is installed on a curve, the Contractor shall submit the pipe manufacturer’s recommendations to the Engineer for approval. 7-09.3(15)B Polyvinyl Chloride (PVC) Pipe (4 inches and Over) Section 7-09.3(15)B is revised as follows: (******) Polyvinyl Chloride (PVC) Pipe shall not be used for water mains and appurtenances. 147 7-09.3(17) Laying Ductile Iron Pipe and Fittings with Polyethylene Encasement Section 7-09.3(17), with title change, is revised as follows: (******) The Contractor shall lay ductile iron pipe with a polyethylene encasement. Pipe and polyethylene encasement shall be installed in accordance with AWWA C105. The polyethylene encasement shall also be installed on all appurtenances, such as pipe laterals, couplings, and fittings with 8-mil polyethylene plastic in accordance with Section 4-5 of ANSI 21.5 or AWWA C105. The polyethylene wrap shall be tube type and black color. Any damage that occurs to the wrap shall be repaired in accordance with ANSI/AWWA C105/A21.5-93. Installation of the polyethylene encasement shall be considered incidental to the installation of the pipe and fittings and no additional payment shall be allowed. 7-09.3(19)A Connections to Existing Mains Section 7-09.3(19)A is revised as follows: (******) The Contractor shall not operate any valve on existing Water Main. The City of Renton Water Operations and Maintenance staff will make all connections to charged water mains and will operate all valves to accomplish shutdowns and subsequent reactivation. The draining of existing water mains will be done by City water maintenance staff. The Contractor shall provide pumping and disposal of the water from the draining of the existing water mains including de-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, Juneteenth, 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 148 The City of Renton’s Water Maintenance Manager, at his/her sole discretion, may adjust the above shut-off periods in order to address specific project circumstances and customer needs. No water main shutoffs affecting public schools will be allowed during scheduled school hours. The City reserves the right to re-schedule the connection if the work area is not ready at the scheduled time for the connection. Points of connection to existing water mains shall be exposed by hydro excavation or potholing prior to trenching of the new water mains. Before the installation of the new water mains, the Contractor shall field verify, in the presence of the Engineer, the actual location and depth of the existing water mains where new connections will be made to assure proper fit. Care shall be taken not to disturb existing thrust blocks and soil bearing areas. After excavation, the Contractor shall verify the dimensions, type, condition, and roundness of the exposed water main. The Contractor shall immediately notify the Engineer if the connection cannot be made as specified by the Contract Plans in order that the connection detail may be revised. When necessary, the profile shall be adjusted as directed by the Engineer to prevent abrupt changes in grade and alignment of the water main and connection. The Contractor shall provide all saw-cutting, removal and disposal of existing surface improvements, excavation, haul and disposal of unsuitable materials, shoring, de-watering, foundation material, at the connection areas before the scheduled time for the connection by the City. The Contractor shall provide all materials necessary for the City Water Maintenance personnel to install all connections to existing water mains as indicated on the Contract Plans, including fittings, couplings, pipe spools, shackle materials to complete the connections. The City Water Operations and Maintenance staff will: a) Deactivate and dewater the existing and new water main to perform the connections. The Contractor shall provide pumping and disposal of the water from the draining of the water mains including de-chlorination. 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 and fittings 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 wet tapping the existing water main or 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 and valves: 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 149 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 in-line tee and other fittings. A minimum 3-day curing period is required before a connection can be made to the new water mains. Wet tapping of existing water main for installation of tapping tee and valve: Wet tapping of existing water mains shall be performed by a City approved wet tap contractor (Speer Taps, Inc. or Legacy Tapping, Inc.). The Contractor shall provide all materials necessary for the wet tapping of the existing water main as indicated on the Contract Plans for the installation of the tapping tee and valve. After the wet tap, the Contractor shall provide and install concrete blocking behind the tapping tee. A minimum 3-day curing period is required before a connection can be made to the new tapping valve. Step 2: Connection of new water main to the new cut-in tee and valves, or to a new tapping valve on existing water mains by City’s Water Maintenance personnel. 7-09.3(21) Concrete Thrust Blocking and Dead-Man Block Section 7-09.3(21), with title change, is revised as follows: (******) Concrete thrust blocking shall be placed at bends, tees, dead ends, crosses and on other fittings in conformance to the City of Renton Standards Plans, latest revisions and Contract Plans. Concrete thrust collar and blocking and dead-man thrust blocking shall be installed at locations shown on the Plans and shall be in conformance with the Standard Plans and Contract Plans. Reinforcement steel shall be Grade 40 or better. Blocking shall be poured in place Ready-Mix Concrete Class 3000 with a minimum compressive strength at 28 days of 3,000 psi. Job site mixing, hand-mixed concrete and mobile concrete mixers are not allowed. All fittings to be blocked shall be wrapped with 8-mil polyethylene plastic. Concrete blocking shall bear against solid undisturbed earth at the sides and bottom of the trench excavation and shall be shaped and properly formed with plywood or other acceptable forming materials so as not to obstruct access to the joints of the pipe, bolts or fittings. The forms shall be removed prior to backfilling. Unacceptable concrete blocking shall be replaced at the Contractor’s expense. The Contractor shall provide the Engineer at least 1 Working Day advance notice before pouring concrete thrust blocking and 1 Working Day advance notice for inspection and approval of all concrete blocking prior to backfilling. 7-09.3(23) Hydrostatic Pressure Test Section 7-09.3(23) is revised as follows: (******) Water main and appurtenances including service connections to the meter setter shall be tested in sections of convenient length under a hydrostatic pressure equal to 150 psi in excess of that under which they will operate or in no case shall the test pressure be less than 225 psi at the highest point on the water main. Pumps, gauges, plugs, saddles, corporation stops, miscellaneous hose and piping, and measuring equipment necessary for performing the test shall be furnished and operated by the Contractor. 150 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, unless otherwise indicated on the plans or approved by the Engineer. The Engineer may require that the first section of pipe, not less than 1,000 feet in length, installed by each of the Contractor’s crews, be tested in order to qualify the crew and the materials. Pipe laying shall not be continued more than an additional 1,000 feet until the first section has been tested successfully. The pipeline shall be backfilled sufficiently to prevent movement of the pipe under pressure. Thrust blocks shall be in place and time allowed for the concrete to cure before testing. Where permanent blocking is not required, the Contractor shall furnish and install temporary blocking and remove it after testing. Before applying the specified test pressure, the water main shall be slowly filled and air shall be expelled completely from the pipe, valves and hydrants. If permanent air vents are not located at all high points, the contractor shall install corporation cocks at such points so that the air can be expelled as the line is filled with water. After all the air has been expelled, the corporation cocks shall be closed and the test pressure applied. At the conclusion of the pressure test, the corporation cocks shall be removed and plugged. The Contractor shall perform a leakage test concurrently with the pressure test. The pressure test shall be conducted for a 2-hour period. The test shall be accomplished by pumping the main up to the required pressure, stopping the pump for 2 hours, and then pumping the main up to the test pressure again. During the test, the section being tested shall be observed to detect any visible leakage. A clean container shall be used for holding water for pumping up pressure on the main being tested. This makeup water shall be sterilized by the addition of chlorine to a concentration of 50 mg/l. The acceptability of the pressure test and leakage test will be determined by two factors as follows: 1. The loss in pressure shall not exceed 5 psi during the 2-hour test period. 2. The quantity of water lost from the main and appurtenances shall not exceed the number of gallons during the 2-hour test period as listed in the following table. Allowable leakage in gallons per 1000 ft. of pipeline* for a 2-hour test period Nominal Pipe Diameter (inches) PSI 6" 8" 10" 12" 16" 20" 24" 450 0.95 1.27 1.59 1.91 2.55 3.18 3.82 400 0.90 1.20 1.50 1.80 2.40 3.00 3.60 350 0.84 1.12 1.40 1.69 2.25 2.81 3.37 275 0.75 1.00 1.24 1.49 1.99 2.49 2.99 250 0.71 0.95 1.19 1.42 1.90 2.37 2.85 225 0.68 0.90 1.13 1.35 1.80 2.25 2.70 200 0.64 0.85 1.06 1.28 1.70 2.12 2.55 151 *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: 𝐿𝐿=𝑆𝑆𝑆𝑆√𝑃𝑃266,400 where: L = Allowable leakage in gallons/hour S = Gross length of pipe tested, feet D = Nominal diameter of the pipe in inches P = Test pressure during the leakage test in psi The quantity of water required to restore the pressure shall be accurately determined by either 1) pumping from an open container of suitable size such that accurate volume measurements can be made by the Engineer or, 2) by pumping through a positive displacement water meter with a sweep unit hand registering one (1) gallon per revolution. The meter shall be approved by the Engineer. Pressure gauges used in the test shall be accompanied with certifications of accuracy from a testing Laboratory approved by the Engineer. Any visible leakage detected shall be corrected by the Contractor regardless of the allowable leakage specified above. Should the tested section fail to meet the pressure test successfully as specified, the Contractor shall, at no additional expense to the Contracting Agency, locate and repair the defects and then retest the pipeline. The use of leak detection dye or other substances to detect any visible leakage is strictly prohibited. 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 or Inspector 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. 152 7-09.3(24) Disinfection of Water Mains 7-09.3(24)A Flushing and "Poly-pigging" Section 7-09.3(24)A, with title change, is revised as follows: (******) Prior to pressure testing, disinfection, and final flushing of the Water Mains for bacteriological sampling and testing, all Water Mains shall first be poly-pigged to remove any solids or contaminated materials that may have entered or become lodged in the pipes during installation. The "Poly-pig" shall be light density foam (1-2 pcf) with 90A durometer urethane rubber coating on the rear of the "Poly-pig" only. The "Poly-pig" shall be cylinder shaped with bullet nose or squared end. The “Poly-pigs” shall be inserted in the pipes and retrieved form the pipes through launching stations with vertical crosses and blow-off assemblies as shown and on the Contract Plans and Standard Plans. If the main cannot be poly-pigged, then a tap shall be provided large enough to develop a flow velocity of at least 2.5 fps in the water main. Taps required by the Contractor for temporary or permanent release of air, chlorination or flushing purposes shall be provided by the Contractor as part of the construction of water mains. The Contractor shall be responsible for disposal of treated water flushed from mains and shall neutralize the wastewater for protection of aquatic life in the receiving water before disposal into any natural drainage channel, i.e., receiving water, waters of the State, including wetlands. The Contractor shall be responsible for disposing of disinfecting solution to the satisfaction of the Contracting Agency and local authorities. At a minimum, chlorinated water shall be dechlorinated to a concentration of 0.1 parts per million (ppm) or less, and pH adjustment to within 6.5 – 8.5 standard units before discharging to surface waters of the State or to a storm sewer system that drains to surface waters of the State. If approved by the Engineer and by the local authority responsible for the sanitary sewer system, disposal of treated water from mains may be made to an available sanitary sewer, provided the rate of disposal will not overload the sewer. 7-09.3(24)D Dry Calcium Hypochlorite Section 7-09.3(24)D is revised as follows: (******) Dry calcium hypochlorite shall not be placed in the pipe as laid. 7-09.3(24)K Retention Period Section 7-09.3(24)K is revised as follows: (******) Treated water shall be retained in the pipe at least 24 hours but no longer than 48 hours. After the retention period, the chlorine residual shall be tested at all pipe extremities and at other representative points and shall measure at least 25 mg/L. If a measurement of less than 25 mg/L is obtained repeat disinfection is required. 153 7-09.3(24)N Final Flushing and Testing Section 7-09.3(24)N is revised as follows: (******) Following chlorination, treated water shall be flushed from the newly-laid pipe until the replacement water throughout its length shows, upon test, the absence of chlorine. In the event chlorine is normally used in the source of supply, then the tests shall show a residual not in excess of that carried in the water supply system. After flushing the treated water from the pipes, a 16-hour rest period is required before any water quality sampling can be taken from the new pipes. A sample tap shall be located ahead of the flushing hose for convenience and for sanitary sampling. Before placing the lines into service, and after a 16-hour rest period, two sets of satisfactory reports shall be received from the local or State Health Department or an approved testing lab on samples collected from representative points in the new system. Samples will be collected and bacteriological tests obtained by the Engineer or City Inspector. Following the retention period, the installation of new mains requires that two sets of samples for coliform analysis are collected using the following method: AWWA C651-14 Option B 1. Provide rest period of at least 16 hours. 2. Collect first set of samples from representative points. 3. Provide wait period of at least 15 minutes. 4. Collect second set of samples from representative points. At a minimum, chlorinated water shall be dechlorinated to a concentration of 0.1 parts per million (ppm) or less, and pH adjustment to within 6.5 to 8.5 standard units, if necessary, before discharging to surface waters of the State or to a storm sewer system that drains to surface waters of the State. Following successful bacteriological testing on an individual segment, the City will complete the final tie-in of that segment within 10 working days. 7-09.3(26) Abandonment of Existing Water Pipe Section 7-09.3(26) is a new section: (******) Where shown in the Plans or at other locations as determined by the Engineer, the Contractor shall abandon existing water lines with installation of DI mechanical joint end caps or plugs. Where the remaining portion of the existing water main is to remain in service following removal of the designated water main, hydrant assembly, or water service connection, the Contractor shall install a permanent cast iron or ductile iron cap or plug with associated fittings, and thrust block. 154 7-12 VALVES FOR WATER MAINS 7-12.3(1) Installation of Valve Marker Post Section 7-12.3(1) has been revised as follows: (******) Where required, a valve marker post shall be furnished and installed with each valve. Valve marker posts shall be placed at the edge of the right-of-way opposite the valve and be set with 18 inches of the post exposed above grade. 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: (******) Existing 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 Provisions. Valve box adjustments shall include, but not be limited to, the locations shown on the Plans. Existing roadway valve boxes shall be adjusted to conform to final finished grades. The final installation shall be made in accordance with the applicable portions of Section 7-12. In the event that the existing valve box is plugged or blocked with debris, the Contractor shall use whatever means necessary to remove such debris, leaving the valve installation in a fully operable condition. The valve box shall be set to an elevation tolerance of one-fourth inch (1/4") to one-half inch (1/2") below finished grade. 7-14 HYDRANTS 7-14.3(1) Setting Hydrants Section 7-14.3(1) has been revised as follows: (******) Where shown on the Plans, hydrants shall be installed in accordance with the Standard Plans and Contract specifications. A minimum 3-foot radius unobstructed working area shall be provided around all hydrants. The bottom surface of the breakaway flange shall be set 2-inches minimum and 7-inches maximum above the concrete shear block finished grade. For each hydrant requiring vertical adjustment, see Section 7-14.3(6). Fire hydrants shall be of such length as to be suitable for installation with connections to 6", 8" and 10" piping in trenches 3-1/2 feet deep unless otherwise specified. The hydrant shall be designed for a 4-1/2 foot burial where 12" and larger pipe is shown unless otherwise noted in the Plans. After installation hydrants shall be subjected to a hydrostatic test as specified in Section 7-09.3(23). The hydrant excavation shall be backfilled and compacted when installation and testing are complete and accepted by the Engineer. 155 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 alternate. Any hydrants not in service shall be identified by covering with a burlap or plastic bag properly secured. Fire hydrant assembly shall include: main line cast-iron or ductile iron tee (MJ x FL), 6" gate valve (FL x MJ), 6" DI spool (PE x PE) up to 20 feet in length, 5-1/4" MVO fire hydrant (MJ connection), 4" x 5" Storz adapter with stainless steel cable, cast iron valve box, cover, valve operating nut extension, 1-1/4" washed drain rock, blue reflective pavement marker, 16"x8"x4" (minimum) concrete blocks under hydrant and gate valve, 4'x4'x6" concrete shear block around hydrant, and mechanical joint restraint (wedge-type restrained retainer glands) with poured-in-place concrete thrust block behind the hydrant shoe or two 3/4-inch diameter Cor-Ten steel tie rods. 7-14.3(3) Resetting Existing Hydrants Section 7-14.3(3) is supplemented as follows: (******) All existing hydrants to be reset shall be rebuilt to the approval of the Engineer. All rubber gaskets shall be replaced with new gaskets of the type required for a new installation of the same type. Unless a specific bid item has been included in the Proposal/Contract Document, resetting existing hydrants shall be incidental to and included in the various bid items. 7-14.3(7) Remove and Salvage Hydrant Section 7-14.3(7) is a new section: (******) Existing hydrants shall be removed where shown in the Plans. Removed hydrants shall be delivered to the City of Renton shops by the Contractor. The existing hydrant lateral tee shall be removed from the main. Unless a specific bid item has been included in the Proposal/Contract Document, removing and salvaging 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. 156 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. 7-15 SERVICE CONNECTIONS 7-15.3 Construction Requirements Section 7-15.3 is revised as follows: (******) All pipe materials for new water service lines and for extension or replacement of existing water service lines shall be copper and lead free in accordance with the Federal Reduction of Lead in Drinking Water Act. Pipe materials for water service line installation for size 2-inch or less and connection to ductile iron water main shall be copper type “K” annealed tubing and seamless (ANSI H33.1). Ductile iron pipe Class 52 or stronger shall be direct-tapped with 1-inch corporation stops for 1-inch service lines. All meter setters for residential domestic use shall be 1-inch by 1-inch setters unless otherwise specified on the Contract Plans. For existing 3/4-inch meters, the Contractor shall furnish and install reducing couplings to adapt the 1-inch setter to the standard 3/4-inch domestic meter. 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. • For Types A and B service connections, furnish and install new pressure reducing valve (PRV) assemblies and new PRV boxes behind the new meter boxes. • For Type C service connections, furnish new PRV assemblies with adapters and install into the existing meter setters and re-install existing boxes on top of existing setters. • Connect the customer-side private service line to the new copper tailpiece behind the new PRV assembly. • Restore disturbed areas to their approximate original condition as directed by the Engineer. 157 7-17 SANITARY SEWERS 7-17.2 Materials Section 7-18.2 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 be the requirements of the following sections: SDR 35 Sewer Pipe (ASTM D3034 & ASTM F679) Section 9-05.12(1). 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 Supplement this Section as follows: (******) 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 replacement. 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 158 Contractor shall be liable for all cleanup, damages, and resultant fines should the Contractor's operation cause any backups or overflows. The Contractor's bypass operation shall be sized to handle, at a minimum, the full pipe capacity in each subject line removed from service. If flow conditions are greater than full pipe, the Contractor may elect to wait for flow conditions to subside prior to removing the subject line from service. Working days will not be charged for the period of time during which the flow is greater than full pipe. No additional payment will be made for periods of high flows during which the Contractor elects to wait for lower flows. Once the Contractor removes a section of line from service he/she is responsible to bypass any and all flow in the system during construction, even in the event the system surcharges and exceeds the full pipe capacity, until the line is 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 Supplement this Section as follows: (******) 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. 159 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 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. 7-18 SIDE SEWERS 7-18.1 Description Section 7-18.1 is supplemented with the following: (******) Further, this work shall consist of identifying potential vertical conflicts between existing sanitary side sewers and new water mains and/or storm sewer pipes and resolving the conflicts to obtain 18-inch minimum vertical separation between existing side sewer and new utility. 7-18.2 Materials Section 7-18.2 is replaced with the following: (******) Sanitary sewer pipe shall be polyvinyl chloride (PVC) rubber gasketed ASTM D 3034, SDR 35, or ductile iron class 50, unless otherwise approved by the City. Fittings and connections shall be per City of Renton Standard plan 406.1. 160 7-18.3 Construction Requirements 7-18.3(6) Side Sewer Replacement Section 7-18.3(6) is an added new section: (******) Potholing Side sewers shown on the plans are based upon best available record information and the Contractor shall pothole all side sewers per the plans prior to preparing side sewer submittals. Potholing shall be completed per 1-07. Compare pothole data against the new watermain or storm sewer profile to determine if and where side sewer replacement is required. Contractor Submittals Submit all procedures or material descriptions requiring the Engineer’s approval not less than 15 calendar days prior to commencing side sewer replacement activities at the Site. Include shop drawings for side sewer pipe, fittings, cleanouts, adapters, castings, couplings, method of connection to the main, information on the CCTV and locating equipment, sample CCTV inspection report and sample public notice with Submittal. Following side sewer connection and inspection work submit videotapes, inspection reports, and record drawing sketches of the side sewer replacement and inspection. Submit inspection information on a color, digital DVD with on-screen footage counter and site address of each side sewer together with a written CCTV inspection report. Re-inspect the side sewer, at no expense to the Owner, if video quality is not acceptable as determined by the Engineer. Reset the on-screen footage counter to zero at the beginning of each side sewer inspection. Construction Existing side sewers identified for removal shall be cleanly cut or removed at the nearest joint and the pipe removed for disposal. Construct side sewer per City of Renton standard details 406 & 407. The final location of replaced side sewer shall clear the new water main by at least 18 inches. If the side sewer replacement limits cause removal of the existing cleanout, then the Contractor must remove and reinstall a cleanout per City standards. CCTV Identify location of the side sewer pipe by using a suitable sonde transmitter attached to the camera. Provide temporary markers positioned on the ground surface and to measure accurately from to create a record drawing sketch and a photograph. Provide CCTV equipment approved by the Engineer before inspection begins. Provide CCTV equipment with the following minimum criteria: a. Self-contained color television cameras with footage counter, color monitor, three-wire coaxial cable, power sources, and other equipment. b. Waterproof camera having a minimum 650 line resolution capable of inspecting side sewers 3-inches to 6-inches in diameter and up to 200 feet in length. c. Operate in 100% humidity. d. Camera lighting that minimizes relative glare. 161 e. Picture quality providing a clear, in-focus color picture of the entire pipeline periphery for all work conditions. f. Equipped with a centering device to ensure view of full pipe diameter. g. Capable of traveling upstream or downstream at a steady uniform rate, stopping where necessary to ensure a proper assessment of pipe defects, blockages, direction changes, material changes, and branch connections. If the camera fails to pass through the side sewer within City right-of-way, temporarily suspend inspection and notify the Engineer of the obstruction. The Engineer may direct the Contractor on further actions. Record Drawing Sketch Prepare record drawing sketch for each side sewer connection and inspection using a City-furnished aerial photograph as a base plan, indicating the location, extent, depth and materials associated with the side sewer connection and the alignment, connections and defects encountered during CCTV inspection of the existing side sewer. Where necessary for clarity, take photographs of ground surface of the site, prepare an 8-1/2 inch x 11-inch print of the photo and mark locations of pipe, bends, fittings and defects. In addition, inspect and document field observations associated with each side sewer pipe including, but not limited to, existing pipe material, pipe diameter, joint type, joint integrity, extent of pipe deterioration, grade and alignment, bedding and backfill, root intrusion, and debris accumulation. 162 DIVISION 8 MISCELLANEOUS CONSTRUCTION 8-01 EROSION CONTROL AND WATER POLLUTION CONTROL 8-01.1 Description Section 8-01.1 is supplemented with the following: (******) This Work shall consist of the Contractor implementing the Contracting Agency-provided Stormwater Pollution Prevention Plan (SWPPP) to complete the project’s National Pollutant Discharge Elimination System (NPDES) permit. The Contractor shall be required to follow and implement the SWPPP. The Work includes, but is not limited to weekly reporting to Department of Ecology on behalf of the Contracting Agency. 8-01.3 Construction Requirements 8-01.3(1) General Section 8-01.3(1) is supplemented with the following: (******) The Contractor shall be responsible for all Work required for compliance with the Construction Stormwater General Permit (CSWGP) including applying for coverage, transfer of coverage, closing of coverage and/or annual permit fees. 8-01.3(1)F Stormwater Sampling Section 8-01 .3(1)F is a new section as follows: (******) Stormwater sampling shall be performed by the Contractor or authorized representative at the frequencies required in the Construction Stormwater General Permit (weekly at minimum). Samples shall be analyzed for turbidity and pH in accordance with the Construction Stormwater General Permit. Sampling shall be conducted in accordance with the EPA 180.1 analytical method and the Washington State Department of Ecology's How to do Stormwater Monitoring: A guide for construction sites, available online at http://www.ecy.wa.gov/pubs/0610020.pdf. Samples shall be taken at the point of discharge from the site. Reports of the sampling results shall be recorded in the project SWPPP and shall be submitted monthly to the Contracting Agency and the Washington State Department of Ecology. The DMR forms are mailed to permittees when permit coverage is granted for the project. If there are no discharges during the month, the Contractor is still required to submit a form stating "no discharge". The sampling results shall be submitted via mail to: Department of Ecology Water Quality Program - Construction Stormwater PO Box 47696 Olympia, Washington 98504-7696 163 Ecology must receive DMR's within 15 days after the end of each month. If the permittee monitors more frequently than required by the permit, these results also need to be submitted in the DMR. Corrective measures shall be taken if benchmark values are exceeded. The key benchmark turbidity value is 25 nephelometric turbidity units (NTU) for the downstream receiving water body. If the 25 NTU benchmark is exceeded in any sample collected from the discharge point, the following steps will be conducted: a. Ensure all BMPs specified in this SWPPP are installed and functioning as intended. b. Assess whether additional BMPs should be implemented, and document modified BMPs in the SWPPP as necessary. c. Sample discharge daily until the discharge is 25 NTU or lower. If the turbidity exceeds 250 NTU at any time, the following steps will be conducted: a. Notify Ecology by phone within 24 hours of analysis. b. Continue sampling daily until the discharge is 25 NTU or lower Initiate additional treatment BMPs such as off-site treatment, infiltration, filtration and chemical treatment within 24 hours, and implement those additional treatment BMPs as soon as possible, but within a minimum of 7 days. 1. Describe inspection results and remedial actions taken in the site log book and in monthly discharge monitoring reports. Sampling and monitoring for pH will occur during the phase of construction when concrete pouring will be conducted until fully cured (3 weeks from pour). Samples will be collected weekly at all discharge points prior to discharge to surface water. Samples will be analyzed for pH using a calibrated pH meter and recorded in the site log book. The key benchmark pH value for stormwater is a maximum of 8.0. If a pH greater than 8.0 is measured at a discharge point that has the potential to discharge to surface water, the following steps will be conducted: a. Assess whether additional BMPs should be implemented and whether associated revisions to the SWPPP are necessary. b. Stop (detain) all discharges from leaving the site and entering surface waters or storm drains if the pH is greater than 8.5. c. Sample sedimentation pond the following day, and if the pH exceeds 8.0 for the second consecutive day, implement C02 sparging treatment. d. Sample and measure pH daily until there are 3 consecutive pH measurements less than 8.0. e. If there are 3 consecutive pH measurements greater than 8.0, notify the Washington Department of Ecology by phone within 24 hours of the 3rd measurement exceeding a pH of 8.0 and initiate discussions with Ecology regarding additional treatment BMPs. f. Describe inspection results and remedial actions that are taken in the site log book and in monthly Discharge Monitoring Reports. 164 8-01.3(8) Street Cleaning Section 8-01.3(8) is supplemented with the following: (******) The Contractor shall be responsible for controlling dust and mud within the project. The Contractor shall be prepared to use watering trucks equipped with high-velocity water jets and low-head sprinkling devices, power sweepers, and any other pieces of equipment necessary to avoid creating a nuisance. All streets used by the Contractor during the execution of the work under this contract shall be maintained in a clean condition. Any damage caused by dust and/or mud shall be the sole responsibility of the Contractor. In no case shall sediment-laden water be allowed to enter drainage facilities without prior filtration or sedimentation. The roadways shall be swept daily and as needed, and kept in a clean condition. All costs associated with Street Cleaning and Sweeping shall be incidental to the various bid items. 8-01.3(9)D Inlet Protection Section 8-01.3(9)D is supplemented with the following: (******) Inlet protection can be in the form of internal devices and shall be installed prior to clearing, grubbing, or earthwork activities. Catch Basin Inserts shall be installed on all new Catch Basins that are constructed as part of this contract. When the depth of accumulated sediment and debris reaches approximately one-half the height of an internal device or one-third the height of the external device (or less if so specified by the manufacturers), the deposits shall be removed and stabilized on site. Catch basin inserts shall be installed at all catch basins within project limits and those immediately downstream of the project site that could possibly receive sediment laden runoff from the site. They shall be installed and meet the requirement of the detail in the Plans. Simply placing a piece of geotextile under the catch basin grate is not acceptable. Catch basin inserts shall be installed, maintained, inspected, and removed by the Contractor per the Standard Specifications and as recommended by the manufacturer. Inlet protection devices shall be regularly cleaned at the discretion of the Engineer. The cost of this cleaning is incidental to other items of Work. 8-01.3(16) Removal The first paragraph of Section 8-01.3(16) is revised to read: (******) The Contractor shall remove all temporary BMP’s and all associated hardware from the project limits prior to Physical Completion unless otherwise approved by the Engineer. Physical Completion is at the sole discretion of the Engineer and will require the following: 1. All other Work required for Contract Completion has been completed. 2. All Work required for compliance with the CSWGP has been completed to the maximum extent possible. This includes removal of BMPs that are no longer needed and the site has 165 undergone all stabilization identified for meeting the requirements of Final Stabilization in the CSWGP. 3. An Equitable Adjustment change order for the cost of Work that has not been completed by the Contractor. 8-01.3(17) Protection of Existing Trees and Shrubs Add New Section 8-01.3(17) as follows: (******) The Contractor shall carefully protect existing trees and shrubs not specifically protected with high visibility fence during the course of construction against cutting, breaking or skinning of roots, skinning or bruising of bark. The Contractor shall plan all operations so as to avoid creating situations in which trees and shrubs may be damaged. Notify the Engineer if construction may damage trees and shrubs. The Contractor shall not proceed with Work until directed by the Engineer. Root Protection Cut exposed roots clearly and keep moist with straw mulch and burlap or equivalent during the time trenches are open. Hand dig trenches in areas with extensive roots. Roots larger than 3" in diameter shall be left intact and the Engineer notified for instructions on how to proceed. Damages for Loss or Injury to Existing Trees and Shrubs to Remain The Contractor shall be liable for damage to trees and shrubs. In the event of injuries to the crown, trunk or root system of existing trees and shrubs resulting from the Contractor's failure to protect them (the just value of which is determined by the Valuation of Landscape Trees, Shrubs, and Other Plants, (Current Edition) damages shall be deducted from the total amount due the Contractor. 8-02 ROADSIDE RESTORATION 8-02.2 Materials Section 8-02.2 is supplemented with the following: (******) Topsoil Type A 9-14.2(1) Seed 9-14.3 8-02.3(1) Responsibility During Construction Section 8-02.3(1) is supplemented with the following: (******) Dumping or stockpiling of topsoil shall not be allowed on roadway surfaces. The Contractor shall locate all underground utilities (both new and existing) prior to starting work and shall not disturb or damage them. Promptly notify the Engineer of any conflict between the proposed work and any obstructions. The Contractor shall be responsible for making any and all repairs for damage caused by his or her activities. 166 8-02.3(2)A Roadside Work Plan Section 8-02.3(2)A is supplemented with the following: (******) The Contractor shall submit to the Contracting Agency a Roadside Work Plan meeting the requirements of the Standard Specifications a minimum of 30 calendar days prior to commencing the installation of topsoil and / or landscape materials. 8-02.3(4)A Topsoil Type A Section 8-02.3(4)A is supplemented with the following: (******) The contractor shall provide a material submittal for topsoil prior to use. Topsoil Type A shall conform to Section 9-14.2(1) of these Special Provisions and shall be supplied by a Contractor's supplied source, and as approved by the Engineer. 8-02.3(10) Lawn Installation 8-02.3(10)C Lawn Establishment Section 8-02.3(10)C has been deleted and superseded with the following: (******) 8-02.3(10)C1 Lawn Establishment and Final Acceptance The Contractor shall maintain all new lawn areas in this project; shall be responsible for the survival of turf in acceptable condition and shall maintain all new lawn areas in a neat and orderly fashion until Final Acceptance of the project by the City. The period for Final Acceptance shall be no sooner than the second mowing. The Contractor will be held responsible for all damage or loss caused by his inattention or carelessness. The Contractor shall repair damage caused by traffic, vandalism, weather or other outside causes. 8-02.3(10)C2 Establishment Period The Establishment Period will commence on the date of Preliminary Acceptance and will extend to Substantial Completion or Final Acceptance by the City of landscape work, whichever is later. Maintenance during this period will include: 1. Watering: Water areas of new turf so they receive adequate water for survival of the plant in a healthy position. 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 167 period. Policing for paper and litter in all areas shall be conducted at least weekly. During the Fall period leaves, windblown into gutters and catch basins, are considered as litter and shall be removed as debris. 8-02.3(10)C3 Guarantee All new turf areas shall be guaranteed by the Contractor to be in a healthy condition for a period of one year from the date of Final Acceptance. 8-02.3(10)C4 Final Acceptance Acceptance of lawn planting as specified shall be based on a uniform stand of grass and a uniform grade at the time of final inspection. Final inspection of the work of the Section will be made at the time of the Final Inspection of the entire project or earlier, if approved by the Engineer. A final punch list will be issued. Final Acceptance of the new turf areas which are the responsibility of the Contractor will be contingent upon Final Acceptance of the entire project or at the determination of the City if earlier than Final Acceptance of the entire project. 8-02.3(17) Protection of Private Property and Property Restoration Add the following new section: (******) Property restoration shall consist of placement of additional plant materials, sod, seed and bark mulch, and other work not currently identified on the plans, as directed by the Engineer. All materials shall conform to Sections 9-14 Erosion Control and Roadside Planting and 9-15 Irrigation System of the Standard Specifications. The Contractor is specifically reminded that any unnecessary damage caused by construction activities will be repaired at the Contractor’s expense. Restore all disturbed areas to original condition or better. Grass areas shall be restored with hydroseed where directed. Topsoil shall be Type A and Bark Mulch shall be medium grade fir or hemlock. The lump sum bid item provided for property restoration also includes any adjustments and/or replacements of existing irrigation systems. This work shall also consist of modifying existing landscape lighting systems as may become necessary by these improvements. The Contractor is advised that protecting existing private irrigation and lighting systems from damage does not constitute a basis for claim or extra work. 8-04 CURBS, GUTTERS, AND SPILLWAYS 8-04.1 Description Section 8-04.1 is supplemented with the following: (******) This work shall also consist of constructing cement concrete curbs with the sidewalk in accordance with these Specifications and in conformity with the dimensions and cross-sections shown in the Plans and to the lines and grades as staked. 168 8-04.3 Construction Requirements Section 8-04.3 is supplemented with the following: (******) The sub-base for curb and gutter sections shall be compacted to 95 percent density at or below optimum moisture content, as per Section 2-03.3(14)D revised, before placing the curb and gutter. White-pigmented curing compounds will not be allowed. The top of the finished concrete shall not deviate more than one-eighth (1/8”) in ten feet (10’) or the alignment one-fourth (1/4”) in ten feet (10’). Where shown on the plans, the Contractor shall paint the curbs with 2-coats of yellow paint. Paint and application shall conform to the Standard Specifications for traffic paint striping. 8-04.3(3) Painting of Curbs Section 8-04.3(3), with title change, is supplemented with the following: (******) When shown on the plans, concrete curbing shall be painted with two full coats of Paint formula No. H-2-83 or H-3-83 as shown on the plans or directed by the Engineer. The paint can be applied by brush or spray. 8-06 CEMENT CONCRETE DRIVEWAY ENTRANCES 8-06.1 Description Section 8-06.1 is supplemented as follows: (******) Concrete approaches for driveways as well as curb within and adjacent to driveway approaches shall be constructed with 3-day portland cement concrete per Sections 8-06.3 and 9-01.2(1) Portland Cement of the Standard Specifications. Approaches shall be constructed per the details on the Plans. Approach locations and width are shown on the Plans. This includes all concrete for cement concrete driveways as shown on the Plans. If curb sections are poured monolithic with driveway approaches, these sections of curb shall be paid per square yard under the unit contract price for “Cement Concrete Driveway Entrance”. Otherwise they shall be paid for by the linear foot of Cement Concrete Curb & Gutter. See also Section 8-04 Curbs, Gutters, Spillways and Inlets herein. Concrete approaches, driveways and adjoining sections of curb, gutter and sidewalk shall be constructed in two or more segments to allow continued driveway access unless alternate access can be provided and clearly delineate. 8-06.2 Materials Section 8-06.2 is supplemented as follows: (******) Commercial concrete for driveways & driveway entrances gutter will not be allowed. 169 8-06.3 Construction Requirements Section 8-06.3 is supplemented with the following: (******) Section 1-07 of these Special Provisions describes the restrictions to driveway closures and construction that will be in place for this contract. To meet these requirements, the Contractor may use a quick setting concrete. The Engineer shall approve the quick-setting mix prior to use. 8-13 MONUMENT CASES 8-13.1 Description Section 8-13.1 is revised and supplemented as follows: (******) This Work shall consist of adjusting and/or furnishing and placing monument cases and covers, in accordance with the Standard Plans and these Specifications, in conformity with the lines and locations shown in the Plans or as staked by the Engineer or by the Contractor supplied Surveyor. 8-13.3 Construction Requirements Paragraph 4 of Section 8-13.3 is revised and supplemented as follows: (******) The monument will be furnished and set by the Contractor supplied Surveyor. When existing monuments will be impacted by a project, the Contractor shall be responsible for assuring that a registered surveyor references the existing monuments prior to construction. After construction is complete, the monuments shall be re-established by the Surveyor in accordance with RCW58.09.130. All surveying shall be in accordance with Section 1-11 of these Special Provisions. Section 8-13.3 is supplemented with the following: (******) Where shown in the Plans or where directed by the Engineer, the existing monument case and cover shall be adjusted to the grade as staked or otherwise designated by the Engineer. The existing monument shall be carefully protected so as not to disturb its location in any way. The Contractor shall have a licensed professional land surveyor locate the monument in accordance with Section 1-11.1 prior to the case and cover adjustment if any disturbance of the existing monument is probable. The existing cast iron ring and cover shall first be removed and thoroughly cleaned for reinstalling at the new elevation. From that point, the existing structure shall be raised or lowered to the required elevation. The materials and method of construction shall conform to the requirements of the Standard Plan as approved by the Engineer. Reestablishment of Disturbed Monument The Professional Land Surveyor who has been engaged by the Contractor for the purposes of roadway surveying shall be responsible for perpetuating and documenting existing monuments in compliance with the Application for Permit to Destroy a Survey Monument (WAC 332-120). Upon completion of the roadway surface, the destroyed and new proposed monuments positions shall be set and referenced by the Contractor. The Contractor shall then drill and core out the monument position, install the poured monument, and place a blank brass monument centered in the cored position. The 170 Contractor will then mark the referenced position and file a completion report for Monument Removal or Destruction with DNR, as applicable for pre-existing monuments. Following approval by the Public Land Survey Offices, copies of the Application for Permit shall be forwarded to the Contracting Agency. All surveying shall be in accordance with Section 1-11 of these Special Provisions. 8-14 CEMENT CONCRETE SIDEWALKS 8-14.2 Materials Section 8-14.2 is supplemented by adding the following: (******) The Contractor shall use one of the detectable warning surface products listed in the WSDOT Qualified Products. The detectable warning surface shall have the truncated dome shape shown in WSDOT Standard Plan F-45.10. The detectable warning shall be dark red/colonial red and shall match SAE AMS Standard 595, color number 20109. 8-14.3 Construction Requirements Supplement this Section as follows: (******) 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. 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. 3. Inspection. 4. Traffic control. 5. Pedestrian control, access routes and delineation. 6. Accommodating utilities. 7. Form work. 8. Installation of detectable warning surfaces. 171 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. 8-14.3(6) Curb Ramps Section 8-14.3(6) is a new sub-section: (******) Some of the curb ramps on this project have been modified from the standard details to fit the project conditions while meeting current ADA requirements. Contractor shall take special care to assure that the ramps are constructed in conformance with ADA requirements. The following requirements shall apply to all curb ramps: 1. Detectable Warning Surface shall be placed on the bottom two feet of the ramp. 2. The landing length shall be a minimum of 48-inches. 3. The cross slope of the landing or ramp shall not be steeper than 2%. 4. The longitudinal slope (up or down the ramp) of the ramp shall not exceed 8%. 5. The Flare Side Slopes shall not exceed 10%. Compliance with ADA Standards is required and minor modifications to the dimensions shown on the Plans may be necessary to meet current standards. Therefore, prior to pouring concrete at the curb ramp locations, the Contractor shall have each ramp inspected and receive written approval from the on-site inspector that the forms are set in compliance with ADA Standards. Ramps poured without written approval that do not meet current ADA standards shall be removed and replaced at the Contractors expense, regardless of whether or not they conform to the dimensions shown on the Plans. Per the Standard Specifications, detectable warning surfaces shall be furnished and installed on each curb ramp. Pedestrian curbs shall be placed where shown on the Plans and necessary to transition from lowered grade at depressed concrete ramps to the adjacent finished grade. Contractor shall set all concrete forms, check for ADA Compliance and then obtain written approval from the Engineer for each curb ramp prior to placement of concrete. 172 8-14.3(7) Cold Weather Work Section 8-14.3(6) is a new sub-section: (******) The following additional requirements for placing concrete shall be in effect from November 1 to April 1: • The Engineer shall be notified at least 24 hours prior to placement of concrete. • All concrete placement shall be completed no later than 2:00 p.m. each day. Where forms have been placed and the subgrade has been subjected to frost, no concrete shall be placed until the ground is completely thawed. At the time, the forms shall be adjusted and subgrade repaired as determined by the Engineer. 8-18 MAILBOX SUPPORT 8-18.3 Construction Requirements Supplement this Section with the following: (******) Permanently reinstalled mailboxes shall be installed with new hardware and posts in conformance with City of Renton standard details H027, H028, and H029. All relocated mailbox supports shall be installed with the new wood posts. Post foundations shall be commercial concrete. Mailbox assemblies damaged during construction activities shall be replaced in kind by the Contractor. All costs associated with damaged mailbox replacement shall be the responsibility of the Contractor. 8-19 ADJUST UTILITY APPURTENANCES Section 8-19 is a new section with new sub-sections: (******) 8-19.1 Description This work shall consist of adjusting gas valves and utility vaults to grade. 8-19.3 Construction Requirements 8-19.3(1) Valve Boxes Gas valve boxes shall be adjusted to final grade after final grading has been established or the asphalt concrete paving operations are complete. The Contractor shall adjust the valve boxes with cast iron extensions as required. The asphalt concrete pavement shall be removed to a neat circular shape. The edge of the cut shall be 1 foot from the outside edge of the valve box frame. The base materials and crushed rock shall be removed. The valve box frame shall be reset to the final grade, plumb to the roadway, and remain operational and accessible. Commercial class concrete shall be placed in the entire void up to within, but not to exceed, 2 inches of the finished pavement surface. 173 Twenty-four hours after placement of the concrete, or as directed by the Engineer, the edges of the removed asphalt pavement, the concrete surface, and the outer edge of the reset frame shall be painted with asphalt for tack coat. Hot mix asphalt shall then be placed and properly compacted to finished grade. The hot mix asphalt shall meet the requirements of Section 5-04 of the Standard Specifications. The joint between the patch and existing pavement shall then be painted with asphalt for tack coat and immediately covered with dry paving sand before the asphalt for tack coat solidifies. 8-22 PAVEMENT MARKING 8-22.1 Description This Section is supplemented with the following: (******) Pavement markings shall conform to Section 8-22 of the Standard Specifications, the latest edition and amendments thereto of the Manual on Uniform Traffic Control Devices (MUTCD) as adopted by the State of Washington, and City of Renton Standard Plans 109 and 128, and shall be constructed as shown in the Plans except as modified herein. The Contractor shall be responsible for all traffic control required to place and protect pavement marking material, as outlined in Sections 1-07.23 and 1-10 of the Standard Specifications and these Special Provisions. 8-22.2 Materials This Section is supplemented with the following: (******) Plastic pavement marking materials shall be Type A – liquid hot applied thermoplastic unless indicated otherwise in the Contract Documents. Patents The Contractor shall assume all costs arising from the use of patented materials, equipment, devices, or processes used on or incorporated in the work, and agrees to indemnify and save harmless the Contracting Agency and its duly authorized representatives from all suits of law or action of every nature for, or on account of, the use of any patented materials, equipment, device, or processes. Acceptance The Contractor shall be responsible for supplying material that meets aforestated material and testing requirements. The Contractor shall supply certification that the pavement marking material meets the above specifications. 8-22.3 Construction Requirements This Section is supplemented with the following: (******) In addition to the requirements of Sections 8-22.3(2) and 8-22.3(3), the application and surface preparation shall conform to the manufacturer's recommendations. 174 In all cases, the product manufacturer’s recommended application procedures shall be adhered to. When no such procedures have been published, workmanship shall be governed by these Special Provisions and the Standard Specifications. After cleaning of areas to receive pavement markings, the areas shall pass inspection of the Engineer prior to application of the material or the primer coat. Reflectorized beading as stated in Section 8-22.3(3) of the Standard Specifications shall be provided with all pavement markings. 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 expense. 8-23 TEMPORARY PAVEMENT MARKINGS 8-23.5 Payment Section 8-23.5 is supplemented with the following: (******) If no pay item is included in the Contract for installation, or for removal of temporary pavement markings, then all costs associated with these items are considered incidental to other items in the Contract or included under "Project Temporary Traffic Control," if that item is included as a bid item. 175 DIVISION 9 MATERIALS 9-03 AGGREGATES 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. 9-03.12 Gravel Backfill Section 9-03.12(6) is a new additional section: (******) 9-03.12(6) Underdrain Aggregate Underdrain Aggregate shall conform to the following grading: Sieve Size Percent Passing ¾-inch 100 ¼-inch 30-60 No. 8 20-50 No. 50 3-12 No. 200 0-1 176 Underdrain aggregate shall consist of screened sand, gravel or other inert materials, or combinations thereof, from sources approved by the engineer, having hard, durable particles free from adherent coatings. The materials must be washed thoroughly to remove clay, loam, alkali, organic matter or other deleterious substances. Particles having a specific gravity less than 1.95 must not exceed 1.0 percent of the total weight. Organic matter, by calorimetric test, must not be darker than the reference standard color (Organic Plate No. 3) AASHTO T21 unless other tests prove a darker color to be harmless. 9-05 DRAINAGE STRUCTURES, CULVERTS, AND CONDUITS 9-05.2 Underdrain Pipe 9-05.2(9) Slotted PVC Underdrain Pipe Section 9-05.2(9) is a new additional section: (******) Slotted PVC underdrain pipe shall be per ASTM D1785 Sch. 40. Slots shall be cut perpendicular to the long axis of the pipe and be 0.04 to 0.069 inches wide by 1 inch long and be spaced 0.25 inches apart (spaced longitudinally). Slots should be arranged in four rows spaced on 45-degree centers and cover one-half of the circumference of the pipe. 9-05.4 Steel Culvert Pipe and Pipe Arch (RC) Section 9-05.4 is revised as follows: (******) Steel culvert pipe and pipe arch shall meet the requirements of AASHTO M 36, Type I and Type II. Welded seam aluminum coated (aluminized) corrugated steel pipe and pipe arch with metallized coating applied inside and out following welding is acceptable and shall be asphalt treatment coated. 9-05.7(2) Concrete Storm Sewer Pipe 9-05.7(2) Reinforced Concrete Storm Sewer Pipe (RC) Section 9-05.7(2) is replaced by the following: (******) Reinforced Concrete Storm Sewer pipe shall conform to the requirements of ASTM C-76 and shall be Class IV. Cement used in the manufacture of reinforced concrete pipe shall be Type II in conformance with ASTM C150. No admixture shall be used unless otherwise specified. 9-05.7(2)A Basis for Acceptance (RC) Section 9-05.7(2)A is supplemented by the following: (******) All pipe shall be subject to (1) a three-edge-bearing strength (D-load) test in accordance with ASTM C76; and (2) a hydrostatic test of rubber gasket joints in accordance with ASTM C361 or AWWA C302 except test pressure shall be 5 psi. 177 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. 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). 178 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(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. (******) 9-05.17 Aluminum Spiral Rib Storm Sewer Pipe Section 9-05.17 is replaced with: (******) Unless otherwise specified, spiral rib storm sewer pipe shall be furnished with pipe ends cut perpendicular to the longitudinal axis of the pipe. Pipe ends shall be cut evenly. Spiral rib pipe shall be fabricated by using a continuous helical lock seam with a seam gasket. For spiral rib storm sewer pipe, helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be 3/4 inch wide by 3/4 inch deep with a nominal spacing of 7-1/2 inches center to center. Pipe shall be fabricated with ends that can be effectively jointed with coupling bands. For narrow pitch spiral rib storm sewer pipe, helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be 0.375 inch + 1/8 inch wide (measured outside to outside) and a minimum spacing of ribs shall be 4.80 inches center to center (measured normal to the direction of the ribs). The radius of bend of the metal at the corners of the ribs shall be 0.0625 inch with an allowable tolerance of + 10 percent. For wide pitch spiral rib storm sewer pipe, helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be 3/4 inch + 1/8 inch wide (measured outside to outside) and a minimum of 0.95 inch high (measured as the minimum vertical distance from the outside of pipe wall to top surface of the rib). The maximum spacing of ribs shall be 11.75 inches center to center (measured normal to the direction of the ribs). The radius of bend of the metal at the corners of the ribs shall be 0.0625 inch with an allowable tolerance of + 10 percent. 179 9-05.20 Corrugated Polyethylene Storm Sewer Pipe (CPEP) Section 9-05.20 is replaced with the following: (******) 9-05.20(1) Description Corrugated Polyethylene Pipe (CPEP) shall be corrugated high-density polyethylene pipe with smooth internal wall manufactured by Advanced Drainage Systems (ADS), or approved equivalent. 9-05.20(2) Pipe Material and Fabrication CPEP shall be in conformance with the latest version of ASTM F 667 or AASHTO M 294, Type S. 9-05.20(3) Fittings and Gaskets Fittings shall be gasketed PVC fittings. Gaskets shall conform to ASTM F 477. Fittings shall conform to ASTM F 1536 or ASTM D 3212. Fittings shall be manufactured by Nyloplast USA, Inc., or approved equivalent. 9-05.20(4) Installation Pipe and fittings shall be installed per the manufacturer's recommendations. Lubricate gasket and fitting socket with manufacturer-approved lubricant prior to pushing pipe into fitting. 9-05.23 High Density Polyethylene Piping Section 9-05.23 is replaced with the following: (******) DRISCOPLEX 4100 High-density Polyethylene Piping 1 General Terms and Conditions 1.1 Scope - This Specification covers requirements for DriscoPlex 4100 PE 3408 high-density polyethylene piping. All Work shall be performed in accordance with these Specifications. 1.2 Engineered and Approved Plans - Construction shall be performed in accordance with Engineered Construction Plans for the Work prepared under the direction of a Professional Engineer. 1.3 Referenced Standards - Where all or part of a federal, ASTM, ANSI, AWWA, etc., Standard Specification is incorporated by reference in these Specifications, the reference standard shall be the latest edition and revision. 1.4 Licenses and Permits – The Contractor shall be licensed and bonded. 1.5 Inspections - All Work shall be inspected by an Authorized Representative of the City who shall have the authority to halt construction if, in his opinion, these Specifications or standard construction practices are not being followed. Whenever any portion of these Specifications is violated, the Engineer shall, by written notice, order further construction to cease until all deficiencies are corrected. 2 Polyethylene Pipe and Fittings 2.1 Qualifications of Manufacturers - The manufacturer shall have manufacturing and quality assurance facilities capable of producing and assuring the quality of the pipe and fittings required by 180 these Specifications. The manufacturer’s production facilities shall be open for inspection by the City or his Authorized Representative. The Engineer shall approve qualified manufacturers. 2.2 Materials - Black PE materials used for the manufacture of polyethylene pipe and fittings shall be PE 3408 high density polyethylene, meeting ASTM D 3350 cell classification 345464C and shall be listed in the name of the pipe and fitting manufacturer in PPI (Plastics Pipe Institute) TR-4, with a standard grade HDB rating of 1600 psi at 73°F. Color material, when used, shall be the same except for meeting ASTM D 3350 cell classification 345464E. The material shall be listed and approved for potable water in accordance with NSF Standard 61. When requested on the order, the manufacturer shall certify that the materials used to manufacture pipe and fittings meet these requirements. 2.3 Interchangeability of Pipe and Fittings - The same qualified and approved manufacturer shall produce polyethylene pipe and fittings. Products such as fittings or flange adapters made by sub- contractors or distributors are prohibited. 2.4 Polyethylene Fittings & Custom Fabrications - Polyethylene fittings and custom fabrications shall be molded or fabricated by the approved pipe manufacturer. All fittings and custom fabrications shall be pressure rated for the same internal pressure rating as the mating pipe. 2.5 Molded Fittings - Molded fittings shall be manufactured and tested in accordance with ASTM D 3261 and shall be so marked. Molded fittings shall be tested in accordance with AWWA C906. 2.6 Fabricated Fittings - Fabricated fittings shall be made by heat fusion joining specially machined shapes cut from pipe, polyethylene sheet stock or molded fittings. Fabricated fittings shall be rated for internal pressure service at least equal to the full service pressure rating of the mating pipe. Fabricated fittings shall be tested in accordance with AWWA C906. 2.7 Polyethylene Flange Adapters - Flange adapters shall be made with sufficient through-bore length to be clamped in a butt fusion-joining machine without the use of a stub-end holder. The sealing surface of the flange adapter shall be machined with a series of small v-shaped grooves (serrations) to promote gasketless sealing, or restrain the gasket against blowout. 2.8 Back-up Rings & Flange Bolts - Flange adapters shall be fitted with back-up rings that are pressure rated equal to or greater than the mating pipe. The back-up ring bore shall be chamfered or radiused to provide clearance to the flange adapter radius. Flange bolts and nuts shall be Grade 3 or higher. 9-05.24 Polypropylene Culvert Pipe, Polypropylene Storm Sewer Pipe, and Polypropylene Sanitary Sewer Pipe This Sections content is deleted and replaced with the following: (******) All joints for polypropylene pipe shall be made with a bell/bell or bell and spigot coupling and shall conform to ASTM D 3212 using elastomeric gaskets conforming to ASTM F 477. All gaskets shall be factory installed on the pipe in accordance with the producer’s recommendations. Qualification for each producer of polypropylene storm sewer pipe requires joint system conformance to ASTM D 3212 using elastomeric gaskets conforming to ASTM F 477 and a formal quality control plan for each plant proposed for consideration. A Manufacturer’s Certificate of Compliance shall be required and shall accompany the materials delivered to the project. The certificate shall clearly identify production lots for all materials represented. The Contracting Agency may conduct verification tests of pipe stiffness or other properties it deems appropriate. 181 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 30 inches: ASTM F2736. 2. For triple wall pipe sizes from 30 to 60 inches: ASTM F2764. 3. For dual wall profile pipe sizes 36 to 60 inches: AASHTO MP 21, Type S or Type D. 4. Fittings shall be factory welded, injection molded or PVC. 9-05.24(2) Polypropylene Sanitary Sewer Pipe 1. Polypropylene sanitary sewer pipe shall conform to the following requirements: 2. For pipe sizes up to 30 inches: ASTM F2736. 3. For pipe sizes from 30 to 60 inches: ASTM F2764. 4. Fittings shall conform to ASTM F2764. Bell & spigot connections shall utilize a spun-0n, welded or integral bell and spigot with gaskets meeting ASTM F477. Fitting joints shall be watertight joint performance requirements of ASTM D3212. 9-05.52 Dense Foam Section 9-05.52 is a New Section as follows: (******) Dense foam shall be Ethafoam HS 600 high density, polyethylene foam, as manufactured by Dow Chemical Company, or approved equivalent. 9-08 PAINTS 9-08.9 Manhole Coating System Products Section 9-08.8 is a new section and subsections: (******) 9-08.9(1) Coating Systems Specification A. High Solids Urethane Coating System: C1 Coating Material: High Solids Urethane Surfaces: Concrete Surface Preparation: In accordance with SSPC SP-7 (Sweep or brush off blast) Application: Shop/Field: The drying time between coats shall not exceed 24 hours in any case System Thickness: 6.0 mils dry film Coatings: Primer: One coat of Wasser MC-Aroshield high solids urethane (2.0 DFT) Finish: Two or more coats of Wasser MC-Aroshield (min. 4.0 DFT) Color: White 182 9-14 EROSION CONTROL AND ROADSIDE PLANTING 9-14.2 Topsoil 9-14.2(1) Topsoil Type A Section 9-14.2(1) is supplemented with the following: (******) Topsoil Type A shall consist of loose, moderately well-drained, friable soil of sandy loam texture, free of ice, snow and rubbish with no admixture of refuse or material toxic to plant growth. Soil shall be reasonably free of stones, lumps, roots, and weeds or similar objects. Topsoil should be fertile and free-flowing (pulverized). Topsoil shall be Mycorrhizae inoculated. Topsoil shall meet the following parameters: Parameter Range pH 6.7-7.5 Moisture Content 25%-55% Soluble Salts 2.5 mmhos/(dS) Coarse Sand 50% max (by weight) Clay 25% max (by weight) Silt 15% max (by weight) Organic matter 10% max (by weight) 9-14.3 Seed Section 9-14.3 is supplemented with the following: (******) The grass seed dealer shall mix the grass seed only. The Contractor shall furnish the Owner’s Representative with a dealer’s guaranteed statement of the composition, mixture, and the percentage of purity and germination of each variety. All seed mixes shall be certified as 99% weed-free and 90% viable seeds by germination tests and by age specifications by species. Apply hydroseed mulch, tackifier, seed and fertilizer per supplier’s recommendations. Seeded Lawn Mix Seeded Lawn Mix shall be composed of the following varieties mixed in the proportions indicated: Botanical Name / Common Name % by Weight % Purity % Germination Lolium perenne var. Dasher 3 / Dasher 3 Perennial Rye Grass 35% 98% 90% Lolium perenne var. Cutter II / Cutter II Perennial Rye Grass 35% 98% 90% Festuca rubra var. Garnet / Garnet Creeping Red Fescue 15% 98% 90% 183 Botanical Name / Common Name % by Weight % Purity % Germination Festuca rubra ssp. Fallax var. Windward / Windward Chewings Fescue 15% 98% 90% 9-23 CONCRETE CURING MATERIALS AND ADMIXTURES 9-23.9 Fly Ash (RC) Section 9-23.9 is revised as follows: (******) Fly ash shall not be used around water lines. 9-30 WATER DISTRIBUTION MATERIALS 9-30.1 Pipe Section 9-30.1 is revised as follows: (******) All materials for water distribution and transmission shall be new and undamaged. Prior to ordering any pipe and fittings to be used in a potable water supply, the Contractor shall submit the material source as required by Section 1-06.1 of the Standard Specifications. All direct and indirect drinking water system components which come in contact with potable water shall have National Sanitation Foundation (NSF) certification. All pipe and fittings shall be clearly marked with the manufacturer’s name, type, class, and thickness as applicable and shall be marked on the component at the place of manufacture. Marking shall be legible and permanent under normal conditions of handling and storage. 9-30.1(1) Ductile Iron Pipe Section 9-30.1(1) is revised to read as follows: (******) 1. Ductile iron pipe shall be centrifugally cast in 18 or 20 foot nominal lengths and meet the requirements of AWWA C151. Ductile iron pipe shall have a double thick cement mortar lining and a 1-mil thick seal coat meeting the requirements of AWWA C104. Ductile iron pipe shall be minimum Standard Thickness Class 52 or the thickness class as shown in the Plans. Flanged ductile iron pipe shall be Class 53 per AWWA C115. 2. Non-restrained joint shall be rubber gasket, push-on type joint (Tyton) or mechanical joint (M.J.) conforming to AWWA C111, unless otherwise specified. 3. Restrained joints shall be as specified in Section 9-30.2(6). 4. Flanged joints shall conform to ANSI B16.1, class 125 drilling pattern, rated for 250 psi working pressure. Flanged ductile iron pipe shall be Class 53 per AWWA C 115. Thicker Classes are acceptable. The Contractor shall furnish certification from the manufacturer of the pipe and gasket being supplied that the inspection and all of the specified tests have been made and the results thereof comply with the requirements of the above referenced standards. 184 9-30.1(2) Polyethylene Encasement Section 9-30.1(2) is revised as follows: (******) Polyethylene encasement (plastic film wrap) shall be eight mil polyethylene, tube type conforming to AWWA C105. All ductile iron pipes, fittings, and valves shall be installed with a polyethylene encasement, tube-type and in black color. 9-30.2 Fittings 9-30.2(1) Ductile Iron Pipe Section 9-30.2(1) is revised as follows: (******) Fittings for ductile iron pipe shall be ductile iron conforming to AWWA C110, and AWWA C111 or AWWA C153 and shall be cement-lined conforming to AWWA C104. All water main fittings shall be ductile iron, short body, cement lined and for pressure rating of 350 psi for mechanical joint fittings and 250 psi for flange joint fittings, unless otherwise specified. Metal thickness and manufacturing process shall conform to applicable portions of ANSI/AWWA C110/A21.10. Mechanical joint, ductile iron, compact fittings 24 inches and less shall conform to ANSI A21.53 (AWWA C153). Flanged fittings, cast or ductile iron, shall conform to ANSI B16.1, class 125 drilling pattern. Ductile iron fittings include: tees, crosses, wyes, bends, adapters, sleeves, plugs, caps, offsets, reducers, and ells. 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 SBR, 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 or equal to 12 inches in diameter shall be 12 inches minimum length and shall be mechanical joint. Sleeves greater than 12 inches in diameter shall be of the long body type and shall be 15 inches minimum length and shall be mechanical joint. Where ductile iron pipe is to be joined to existing cast iron pipe of the same nominal size and the outside diameter of the existing cast iron pipe is 0.05 inches or less from the outside diameter of the ductile iron pipe being joined, the pipe shall be joined with a mechanical joint sleeve. Where ductile iron pipe is to be joined to existing cast iron pipe of the same nominal size and the outside diameter of the existing cast iron pipe conforms to AWWA 1908 classifications A, B, C, D, or F, the pipe shall be joined with a transition coupling having a single-piece casting. Threaded pipe and flanges combinations shall not be used. Bolts and nuts for all fittings and valves with mechanical-joint end(s) shall be Cor-ten (low alloy steel) conforming to ANSI/AWWA C110/A21.10 or stainless steel. Bolts and nuts for all pipe, fittings, and valves with flanged end(s) shall be stainless steel and shall conform in size and length with ANSI/AWWA C111/A21.11. Stainless steel bolts shall meet the requirements of ASTM F593, Group 2. Shackle rods shall be Cor-ten or stainless steel all thread 316SS. Stainless steel nuts and bolts shall be type 316SS. 185 Contractor shall provide Manufacturer’s Certificate of Compliance in accordance with Section 1-06.3 Manufacturer’s Certificate of Compliance of the Standards Specifications for all fittings and bolts to be used. 9-30.2(2) Galvanized Iron Pipe Section 9-30.2(2) is a new section: (******) Where galvanized iron pipe is specified, the pipe shall be standard weight, Schedule 40, steel pipe per Standard Specifications for black and hot-dipped, zinc coated (galvanized) welded and seamless steel pipe for ordinary uses (ASTM A-120). Fittings shall be screwed malleable iron galvanized per ANSI B16.3. 9-30.2(3) Steel Casing Pipe Section 9-30.2(3) is a new section: (******) Steel casing shall be black steel pipe conforming to ASTM A 53. Before installation, coat casing exterior with shop-applied anticorrosive coating conforming to AWWA C210. Minimum coating thickness shall be 16 mils dry film thickness (DFT); however, thickness shall not exceed manufacturer’s recommended thickness. Coating type shall be a polyamide epoxy-coal tar equal to Tnemec Hi-Build Theme-Tar, Series 46H-413. Casing wall thickness shall be 0.250 inch for casings 24 inches or less in diameter and 0.375 inch for casings over 24 inches in diameter. Carrier pipe for water main shall be Restrained Joint Ductile Iron, Class 52. 9-30.2(4)C Spacers and Seals for Steel Casing Pipe Section 9-30.2(4)C is a new section: (******) Casing spacers shall be “centered positioning” type bands at least 12 inch in width, and shall be either stainless steel or heavy duty fusion bonded epoxy coated steel. Runners shall be 2-inch wide glass reinforced plastic securely bonded to the spacer, and shall be aligned on the spacer along the axis of insertion of the water main into the casing pipe. Runner length shall approximate the width of the spacer. Securing the spacer to the water main shall be in accordance with the manufacturer’s instruction. The height of the risers and runners combined shall be sufficient to keep the carrier pipe bell, couplings or fittings at least 0.75 inch from the casing pipe wall at all times and provide at least 1-inch clearance between the runners and the top of the casing wall, to prevent jamming during installation. Acceptable spacers and end seals manufacturers are Pipeline Seal and Insulator model S12G-2 for stainless steel and model C12G-2, C8G-2 for fusion-bonded and coated steel, Cascade Waterworks Mfg. Co., Advance Products & Systems, Inc. or approved alternate. 186 9-30.2(6) Restrained-Joint Pipe and Restrained-Joint Fittings Section 9-30.2(6), with title change, is revised as follows: (******) Restrained joints (RJ) for ductile iron pipe, fittings, and valves, 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 alternate. Bolts and nuts shall be high strength, low alloy steel, corrosion resistant per AWWA C111. Stainless steel bolts require anti-seize compound. Heavy hex nuts shall be used. The long body pattern with a minimum center ring or center sleeve length of 12-inches for pipe less than 12 inches in diameter and equal to or greater than the pipe diameter for pipe greater than 12 inches in diameter. Solid sleeves (greater than 12 inch diameter) shall be a 15 inch minimum length. 9-30.3 Valves Section 9-30.3 is supplemented as follows: (******) 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. 187 All bolts on the body of valves shall be stainless steel. 9-30.3(1) Gate Valves (3 to 16 inches) Section 9-30.3(1) is supplemented as follows: (******) All valve material shall be new and undamaged. Unless otherwise approved by the Engineer, the same manufacturer of each item shall be used throughout the work. All gate valves shall be ductile iron body, bronze mounted, resilient seat, non-rising stem, and shall be equipped with a standard two (2) inch square operating nut and O-ring stem seals. Valves shall open counterclockwise when viewed from above. Valves shall be designed for a minimum water operating pressure of 200 psi. Resilient seated gate valves shall be manufactured to meet or exceed the requirements of AWWA C509 and C515 latest revisions. All exterior valve body bolting shall be Type 304 stainless steel and shall be provided with hexagonal heads with dimensions to conform with ANSI B18.2.1. Valve ends shall be mechanical joints, flanged joints or mechanical by flanged joints as shown on the project plans. Where restrained joints are called out, valve ends shall be flanged with appropriate flange by restrained joint adapters. All gate valves shall include an 8" x 24" cast iron gate valve box and extensions, as required. A valve stem extension is required where the valve operating nut is more than 3 feet below finished grade. Valve stem extensions are to be a minimum of 1 foot with only one extension per valve in shall be installed in accordance to the City of Renton standard plans. Acceptable gate valves are Clow, M & H/Kennedy, American Flow Control (ACIPCo), Pratt/Mueller, US Metroseal or approved alternate in sizes 16 inches and less. Approval of valves other than models specified shall be obtained prior to bid opening. 9-30.3(3) Butterfly Valves Section 9-30.3(3) is supplemented as follows: (******) The valve shall be short-body type and shall have flanged ends. Flanged ends shall be sized and drilled in conformance with ANSI B16.1 Class 125. Valve shall be suitable for direct bury and shall have a stem extension with AWWA 2-inch square operating nut and suitable valve box. All butterfly valves bodies and discs shall be ductile iron. The butterfly valves shall be manufactured by Henry Pratt Company, Mueller, DeZurick, Mosser Valve Division of Olsen Technologies, Dresser 450, Pratt Groundhog or approved alternate. 9-30.3(4) Valve Boxes Section 9-30.3(4) is revised as follows: (******) Valve boxes shall be installed on all buried valves. The box and lid shall be cast iron, 2-piece slip type with cast iron extension as necessary, conforming to the City of Renton latest standard plans. The cover shall have the word “WATER” cast in it and shall have cast-iron “ears” installed in the direction 188 of the main. Valve box extension pieces shall be provided for valves with groundcover in excess of the depth of the standard valve box. Acceptable manufacturers of valves boxes and covers are Olympic Foundry, Inc., EJCO, Rich (Varnish Casting Corp.) The Contractor shall provide an affidavit of compliance stating that the valve furnished fully complies with AWWA C504. 9-30.3(5) Valve Marker Posts Section 9-30.3(5) is revised as follows: (******) Valve markers shall be Carsonite composite utility marker 0.375"x 6'-0", or approved alternate, with blue label "water”. The valve markers shall be installed in conformance with the City of Renton Standard Plans. 9-30.3(6) Valve Stem Extensions Section 9-30.3(6) is revised as follows: (******) Valve stem extensions shall have a 2-inch square operating nut and self-centering rockplate. A valve stem extension is required where the valve operating nut is more than 3 feet below finished grade. Valve stem extensions are to be a minimum of 1 foot with only one extension per valve in shall be installed in accordance to the City of Renton standard plans. 9-30.3(7) Combination Air Release/Air Vacuum Valves Section 9-30.3(7) is supplemented as follows: (******) Combination air release/air vacuum valves shall comply with the requirements of ANSI/AWWA C512. Air and vacuum release valves shall be APCO No. 143C- Valve and Primer Corp, "Heavy-Duty," combination air release valve, Val-Matic No. 201C, Crispin UL10 or approved alternate. 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 as follows: (******) Tapping tees shall be stainless steel or epoxy coated steel with full circle seal. Bolt and nuts shall be Cor-Ten or stainless steel. 9-30.3(9) Blow-Off Assembly Section 9-30.3(9) is a new section: Installation of blow-off assembly shall be per City of Renton Standard Details, latest revision. Pipe and fittings shall be galvanized. Blow-off assembly shall be installed at location(s) shown on the plans. 189 Temporary blow-off assembly on new dead-end water main shall be installed at location shown on the plans. Temporary blow-off assemblies for testing and flushing of the new water mains will not be included under this item and shall be considered incidental to the contract and no additional payment shall be made. 9-30.5 Hydrants Section 9-30.5 is revised as follows: (******) Fire hydrants shall conform to AWWA C502 and shall be of standard manufacture and of a pattern approved by the City of Renton. The name or mark of the manufacturer, size of the valve opening and year made shall be plainly cast in raised letters on the hydrant barrel to be visible after the hydrant is installed. Hydrants of the following manufacture and pattern have been approved by the City of Renton. Clow Medallion, M&H 929, Mueller Centurion Model A-423, Waterous Pacer, American Darling Model B-62B, Kennedy K81D Guardian, East Jordan WaterMaster 5CD250. 9-30.5(1) End Connections Section 9-30.5(1) is revised as follows: (******) Hydrant end connections shall be mechanical joint connection unless otherwise specified in the description of the bid of proposal. 9-30.5(2) Hydrant Dimensions Section 9-30.5(2) is revised as follows: (******) Fire hydrants shall have a main valve opening with minimum diameter of 5-1/4 inches, “O” ring stem seal, two 2-1/2-inch National Standard Thread (N.S.T.) hose nozzle connections, one 4-inch pumper port connection with City of Seattle standard threads and with a 4.875” Seattle thread x 5” Storz adapter attached with a 1/8” stainless steel cable. The shoe connection and hydrant connection inside pipe size and auxiliary gate valve shall be 6 inches, mechanical joint with lugs. The operating nut and port cap nuts are 1-1/4-inch pentagonal. The hydrant curb stand section of the hydrant that is above ground including all exposed surfaces of the breakaway flange shall be painted with 2 field coats of paint Kelly-Moore Luxlite or approved alternate in Safety Yellow color. Fire hydrants shall be installed per City of Renton Standard Details for fire hydrants, latest revisions. 9-30.5(4) Hydrant Restraints Section 9-30.5(5) is revised as follows: (******) Hydrant restraint system shall be mechanical joint restraint with poured-in-place concrete thrust 190 block behind the hydrant shoe or two 3/4-inch diameter Cor-Ten steel tie rods. Hydrants shall be provided with a breakaway flange assembly and be equipped with breaking devices at the sidewalk. If a restrained-joint pipe system is used, it shall meet the requirements of Section 9-30.2(6). 9-30.6 Water Service Connections (2 inches and Smaller) 9-30.6(3) Service Pipes 9-30.6(3)B Polyethylene Pipe Section 9-30.6(3)B is revised as follows: (******) Polyethylene pipe shall not be used. 9-30.6(3)C PEX-a Tubing Section 9-30.6(3)C is revised as follows: (******) PEX-a tubing shall not be used. 9-30.6(4) Service Fittings Section 9-30.6(4) is revised as follows: (******) Fittings used for copper tubing shall be compression type with gripper ring. 9-30.6(5) Meter Setters Section 9-30.6(5) is supplemented as follows: (******) Meter setters for 1-inch water services shall be Ford VBH74-15W-44-44-Q-NL, A.Y. McDonald 721- 415WCQQ 44, Mueller B-24701-6AN, or approved alternate, and shall be installed per Detail 1 on Drawing W-19 as specified in the Construction Plans. Meter setters for 1.5-inch water services shall be Ford VBH86-12B-11-66-Q-NL, A.Y. McDonald 73-B- 612WDFF665, Mueller B-2427N (1 ½”), or approved alternate, and shall be installed per Detail 1 on Drawing W-20 and W-21 as specified in the Construction Plans. Meter setters for 2-inch water services shall be Ford VBH87-12B-11-77-Q-NL, A.Y. McDonald 730B- 612WDFF665, Mueller B-2427N (2”), or approved alternate and shall be installed per City of Renton Standard Plan 320.2, latest edition. 9-30.6(7) Meter Boxes Section 9-30.6(7) has been supplemented as follows: (******) Meter boxes for 1-inch water services shall be Armorcast A6001946PCX18 or approved alternate and shall be installed per Detail 1 on Drawing W-19 as specified in the Construction Plans. 191 Meter boxes for 1.5-inch water services shall be Armorcast A6001640PCX18 or approved alternate and shall be installed per Detail 1 on Drawing W-20 and W-21 as specified in the Construction Plans. Meter boxes for 2-inch water services shall be Armorcast A6001640PCX18 or approved alternate and shall be installed per City of Renton Standard Plan 320.2, latest edition. 22 City of Renton Standard Plans\ CITY OF RENTON STANDARD PLANS Std. Plan 101 – Cement Concrete Curbs Std. Plan 101.1 – Cement Concrete Curb Installation at Catch Basins Std. Plan 102 – Cement Concrete Sidewalk Std. Plan 102.1 – Utility Placement in Cement Concrete Sidewalk Std. Plan 104.1 – Cement Concrete Driveway Entrance – Type R1 Std. Plan 104.2 – Cement Concrete Driveway Entrances – Notes & Details Std. Plan 106 – Typical Construction and Adjustment of Manhole Risers Std. Plan 109 – Pavement Marking Notes Std. Plan 110 – Typical Transverse Patch for Flexible Pavement or Rigid Pavement with Overlay Std. Plan 110.1 – Typical Longitudinal Patch for Flexible Pavement or Rigid Pavement with Overlay Std. Plan 110.2 – Required Sawcut, Grind and Overlay for Longitudinal Trenches Std. Plan 128 – Intersection Crosswalk and Stop Bar Pavement Markings Std. Plan 129 – Sign Mounting on Single Metal Post Std. Plan 134 – Post Mounted Street Name Signs Std. Plan H031 – Monument Case and Cover WSDOT Standard Plans WSDOT Std. Plan F-40.12-03 – Parallel Curb Ramp WSDOT Std. Plan M-20.20-02 – Profiled and Embossed Plastic Lines WSDOT Std. Plan M-20.30-04 – Longitudinal Marking Supplement with Raised Pavement Markers 22 City of Renton Standard Plans\ Surface Water Standard Plans Std. Plan 200.00 – Catch Basin Type 1 Std. Plan 201.00 – Catch Basin Type 2 Std. Plan 202.00 – Catch Basin Installation Std. Plan 204.00 – Rectangular Frame Std. Plan 204.20 – Rectangular Vaned Grate Std. Plan 204.30 – Rectangular Bi-Directional Vaned Grate Std. Plan 204.50 – Storm Round Frame and Cover (Public) Std. Plan 204.60 – Miscellaneous Details for Drainage Structures Std. Plan 212.00 – Stake and Wire Fence Std. Plan 213.40 – Straw Wattles Std. Plan 214.00 – Silt Fence Std. Plan 214.10 – Silt Fence Installation by Slicing Std. Plan 216.30 – Catch Basin Insert Std. Plan 216.50 – Curb and Gutter Barrier Protection Std. Plan 220.00 – Pipe Zone Bedding and Compaction – Rigid Pipe Std. Plan 220.10 – Pipe Zone Bedding and Compaction – Flexible Pipe Std. Plan 220.20 – Typical Trench and Backfill Std. Plan 267.00 – Surface Water Standard Plan Notes (1 of 2) Std. Plan 267.10 – Surface Water Standard Plan Notes (2 of 2) Std. Plan 268.00 – Erosion and Sediment Control Standard Plan Notes Water Standard Plans Std. Plan 300.6 – Tapping Tee Std. Plan 300.7 – Polypigging New Water Mains Std. Plan 300.9 – Pipe Zone Bedding and Trench Backfill for Ductile Iron Water Main Std. Plan 310.1 – Fire Hydrant Assembly Std. Plan 310.2 – Fire Hydrant Assembly Shear Block Std. Plan 310.3 – Fire Hydrant Assembly Pavement Marker Std. Plan 320.2 – 2” Water Service in Cement Concrete Sidewalk Std. Plan 330.1 – Concrete Blocking for Horizontal Fittings Std. Plan 330.3 – Concrete Blocking for Vertical Fittings with Restrained Joints Std. Plan 330.4 – Concrete Blocking Pipe Clamp and Anchor Rods Std. Plan 330.7 – Valve Box, Operating Nut Extension, and Marker Post Std. Plan 340.3 – 1" Air and Vacuum Release Valve Assembly Dead-Man Anchor Block Wastewater Standard Plans Std. Plan 400.1 – Standard Sanitary Manhole Std. Plan 405 – Pipe Bedding for Sanitary Sewers Side Sewer Relocation FACE OF CURB 6 112' ' 1/2" R. 1" R. 1:24 t TOP OF 112" R. ROADWAY I V ED T CEMENT CONCRETE TRAFFIC CURB AND GUTTER FACE OF ADJACENT CURB 6 1f2"-- FLUSH WITH GUTTER PAN AT SIDEWALK RAMP ENTRANCE 1:12 1:24 TOP OF 112" R. ROADWAY 1 DEPRESSED CURB SECTION AT SIDEWALK RAMPS w ' PREMOLDED JOINT FILLER E FULL -DEPTH EXPANSION JOINT 6" CEMENT CONCRETE 112" R. 1"R. SIDEWALK RAMP VARIES OR LANDING FROM ! 6"TOO S s" T 318" PREMOLDED JOINT FILLER CEMENT CONCRETE PEDESTRIAN CURB AT SIDEWALK RAMPS AND LANDINGS 6 112" ' FACE OF ADJACENT CURB SEE DEPRESSED CURB DETAIL THIS SHEET 114 TOP OF 1/2" R. ROADWAY 2" i T DEPRESSED CURB SECTION AT RESIDENTIAL DRIVEWAYS ONLY. FOR COMMERCIAL DRIVEWAYS SEE STD PLAN 104.2 1 P2' R. FACE OF ADJACENT CURB I GUTTER SURFACE u 6 112" 1" 1' R. FACE OF CURB 1" R. 8 114" 1" R. CEMENT CONCRETE i TRAFFIC CURB DEPRESSED CURB DETAIL AT RESIDENTIAL OR COMMERCIAL DRIVEWAYS, AND ALLEYS GENERAL NOTES: 1. See standard plans 102 and 101.1 for curb expansion and contraction joint spacing. 2. Expansion joint shall be full depth, 3/8" (in.) premolded joint filler. 3. For Depressed Monolithic Driveway Curb & Gutter Section, see Standard Plan 104.2 TOP OF ROADWAY STD. PLAN — 101 a PUBLIC WORKS CEMENT CONCRETE CURBSDEPARTMENT NOfE2 X3/8 -R X 5/8"D DUMMY JOINT I I I I 3/8- PREMOLDED JOINT FILLER (TYP) I F V— 5 _ PLAN VIEW FACEOF FRAME A GRATECURBI_S FRANE60RATE 6 1/2" IL• 13" 51 2" 1• ( I.OB') FRAMEANDGRATE-NOTndwosa 1/2" R. 1' jR MATCHROADWAY Iry DDRB AND DUTIERSID rlEh1 SLOPE TOP OFI 1R2EOE69 ROADWAY D' D D D D.. D.'.' ADJUSTMENT SECTION -NOTINCLUDED D' e' INCURSANDOUTIERSIDIIEM CATCH RUN -NOTDICL DED D •'••' - INCURSANDOUTTERSIDREM SECTION O GENERAL NOTES: 1. The Intent of this design Is to facilitate the removal' of a catch basin with minimal disturbance of the curb x .i- 2. The expansion joints of the - i . I. adjacentsidawalkshall be adjusted to be In line with these curb expansion joints. j I sI SEE NOTE2 CEMENTCONCREIE CURS AND ODTTER I ISO 2IC VIEW CEMENT CONCRETE CURB SM. PLAN — IMA PUBLIC WORKS PRO D: INSTALLATION AT DEPARTMENT CATCH BASINS ADA s RAISED EDGE DETAIL 1 a sI DEWALK LEVEL 1r2' F•J7 O $IOEWAL3(TRANSVERSE 1'-0" 1' - 0" 11r R J01NTS TO INCLUDE RASED EDGE 318• (IN) PREMOLDED JOINT FILLER TYPICAL WHERE APPLICABLEON RDUt DING 2.0%1 tr2" (IN) R. (TYP.] FOR CURB pETA[LS r , SEE STD PLAN 101 er ' y r. STING ROADWAY CRUSHED ROCK BrLS SEE RAISED EDGE I SIDEWALK DETAIL - THIS SHE LTYPICALUNDER CRUSHEOSURFACING TOP COURSE (CSTC) ALL CUT SIDEWALK OMPACT TO 957, MODIFILU PROCTOR MIN. O SLOPESWITH RAISED EDGE UNLESS REOUTREMENT WAIVED BY ENGINEER) TYPICAL. UNDER ALL CURB, V2" ( tN) R. (TYP.) GUTTER S SIDEWALK, CSTC UNDER 2' ' v FOR CURB DETAILS CURB S GUTTER TO BE S THICKNESS CR LS% SEE STD PLAN 101 MATCH EXISTING ROADWAY CRUSHED ROCK dH " ,• i!' BASE, WHICHEVER IS GREATER (1YP. FOR ALL CURB b GUTTER). FINISHED GRADE 1"(IN)BELOW 1fn2' 0• SIDEWALK TOPOF CONCRETE SURFACE ADJACENT TO CURB MIN 1, m 1 0• ROU DING R. ( TYR) FOR CURB DETAILS 1, 5% SEE STD PLAN 101 o a t s Fr• • BRI DGE OR PEDESTRIAN RAILING ADJACENT TO CURB FOR CURB CURSDETAILS WRIER - SEE SIDEWALK SEE $TD PLAN 101. STEEP FILL SLOPES) CONTRACT PLANS WALL OR BARRIER I 772' (IN) R. (TYP.) J I SIDEWALK FLUSH' 1. 5% t 1rz• M R. VERTICAL WALL - -- ' -. . - -- \Vr ti..f . •. SEE DETAIL 318• ( IN) PREMOLDED JOINT FILLER ADJACENT TO CURB AND RAILING OR WALL a (IN) PREMOLDED JOINT FILLER FOR SIDE BUFFER STR1P TREATMENTSIDEWALKSIDEWALK ADJACENT TO WALL DETAIL SEE HER (SEE NOTE 10) SIDEWALK/ 12• ( IN) R. SECTIONS1 ( TYP ) FOR v 1.5% SEE STD PLAN 10.S 1. SX MIN. SEE STD PLAN 101 r 4`\\ f GROOMED FINISH OR MATCH E)(iST1NG e 4' M/IDE, SMOOTH Go TROWELED PERIMETER FINISHED GRADE t• (IN) BELOW TOP OF CONCRETE SURFACE FOR PLANTING -FLUSH IF PAVED T CONCRETE CEMENTCONCRETECURB CURB ADJACENT TO BUFFER STRIP 0 CURB FOR CURB DETAILS D• SEE STD PLAN 101 r 5, z 1r8'TD 114' NOTES 1. Four feet of the sidewalk width shall be the minimum pedestrian CONTRACTION JOINT • . Al yam. aocessibTe route (aut) free of vertical IN RAG .' andhorizontalobstructions. Gratings, FULL - DEPTH EXPANSION JO NT IN BOTH h1' AccessCovers, Junction Boxes, CURB AND SIDEWALK (SEE STD PLAN mi.1) CableVaults, Pull Boxes and other appurtenances within the sidewalk ` s'F 3W C CONTRACTION JOINT must be flush with surface, and match grade of the sidewalk. JOINT AND FINISH DETAIL 2. Monolithic Cement Concrete Curb and + Sidewalk is not permitted in new For other referenced NOTES see , construction. When replacement work STD PLAN 104.2, R •• necessitates a Monolithic Cement PREMOLAE ConcreteCurbbuildperWSDOTJOINTFILLERStandardPlanF-30.10-03. Paved surfaces must comply With STD PLAN 102.1 as applicable. E FULL -DEPTH 3. Concrete to 6e 4,000 PSI. EXPANSION JOINT fthk SM PLAN - 109 PUBLIC WORKS CEMENT CONCRETE PPRQ • ED: DEPARTMENT SIDEWALK T ljZ_It]ra#'YA 104/ +7 NOTES' 1. Not used. 2. All ramp and landing edges shall be separately formed. Utilities structures that must remain are to be made non -slip or non-skid. 4. Utilities structures such as vaults and junction boxes shall not be located in the Pedestrian Access Route (PAR) of the Pedestrian Circulation Route, 5. Drainage appurtenances, such as manholes, catch basins, eic. shall not be located in the PAR. These should be located in the street or the buffer strip. 6. Accessible pedestrian access shall be provided for during construction. PUBLIC IVORKr I UTILITY PLACEMENT IN AN ) DEPAR?6!E\! CEMENT CONCRETE SIDEWALK STD. PLAN — L02.1 Gregg Lmmerman, PuGlk Warts Adminbvator FOIfEV r'IgU{F64C6WALR iIh'ifr F'YN vYFE55EEntaren WWROWIRCIFFIAW wFNt11E4 oMCYMY K4YPE0 v 1!F et0 FUN lapVa" FOFfYfUt SEE M9iE f I CWKTIIYGIEM-0MI r W.IWINfMry F(E M(IIEI - RYENIfAOIfE TOFFItVFI S IFFEF Np1F i ascaxfNaEacNaorrtrtvF.; f lf1EE np FUN np PIAN Mw N!s N 1 EM1O 1 `a]f Nfl lE[Na1E{;1'rY,. 11 / Y E F'Mw CYI YYIItIlax 1ElE 6'lil RMSYDCUN{WTFII YMf`, aFEYMNFFXr AMI(M1V.) IQ.Icff4 9ECTIONOryFESN F4N loa VIIIIM1EJ _fIWYY{IM]M_ _ M M'11YW RMFSbET WF YtJYfvELtA[MlEal _ Ih n CWVEYNY r-ai I OOPn'Ef1YY YY gtgrh . N __— CLr wCtYOltEcwFEwmfl s N]fEJI YES.. SLD PIAN IN } STD. PLAN - 104.1 PUBLIC WORKS CEMENT CONCRETE DRIVEWAY,. 4 DEPARTMENT ENTRANCE - TYPE R1 Gregg Zimmerman. PUM¢ W orlu Administrator CEMENT SEE NOTE 31 CEMENT- DEPRESSED MONOLITHIC CONCRETE - CURB 8 CUTTER SIX -WALK j j (SEE DETAIL MS SHEET) TYPE C213 - ISOMETRIC VIEW COMMERCIAL, WITH BUFFER) NOTES 1. When a driveway width exceeds 15 feet, consbud a full depth expanslon joint with 3f8' Joint filler along the driveway lane lines see std. plan 102). Construct expansion joints parallel with the centerline as required at 15 maximum sparing when driveway Widths exceed 30'. 2. See std. plan 102 for sidewalk details. 3. Curb and gutter shown, other curb designs may be specified. See std. plan 101 for curb details. 4. Not used. 5. The engineer will design all driveways to Include elevations at all points marked with symbol "X'. All elevations are at the back of Curb top on uphill side. 6. Not used. 7. For Driveway Widths see DRIVEWAY STANDARDS See NOTE 10). The expansion joints (see end. plan 102) shall be spaced as shown In the corresponding leamViic New. 8. Slopes shall comply with sections 8303.21 or R303.2.2 or R303-2.3 of the Revised Draft Guidelines for Accessible Public Rigbtsaf=Way of Nove uba 23, 2005 (PROWAO). 9. Curb returns for any Type C -MAX Driveway maybe approved on a case-by-case basis, 10. STREET STANDARDS= Renton Municipal Code (RMC) Tide IV Development Regulators CHAPTER 6 STREET AND UTILITY STANDARDS Section 4.6-060 STREET STANDARDS DRIVEWAY STANDARDS = Renton Municipal Cade (RMC) Tice IV Development Regulations CHAPTER 4 CITY-WIDE PROPERTY DEVELOPMENT STANDARDS Section 4 -4 -ON PARKING, LOADING AND DRIVEWAY REGULATIONS aEE.C. coNTwtcnCN X} aro N.w tae b SEE DEFREMECC Dr1M on r z ew- Wit TOPOF1110MY NOTE, ORNE NYtalC.naEULmMB1IX1 ADM NOLtFMALO CURBDEPRESSEDMDNOLTTNIDpJRB 6 DUTfEfiOETAL FACE OF ADJACENT WF® DEPRESSED CURB DETAIL AT RESIDEMW. ORCORBBK.YAL DRIVEWAYS, AND ALIEN'S DdvelNay Example: TYPE C11 B R=Rlisd, d, C.CwwnwdAl 1NurtofLAIW. _---- MA)(x lwne Comm q a=b,(Pia tNSw;l 3an1F41e Buffer - PUBLIC WORE' CEMENT CONCRETE DRIVEWAY STD. PLAN - 104.2 DEPARTMENT ENTRANCES - NOTES AND DETAILS A11f'— // 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 RECYCLED CONCRETE AGGREGATE SHALL NOT BE USED AS TRENCH BACKFILL 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: 9D9B0DA8-0385-4664-AE66-57BFF1561D7F 7/27/2022 | 5:44 PM PDT BAND - OR MOUNTING ON EXISTING METAL POLE OR LUMINAIRE MIN. NOTES 1. DIMENSIONS FOR THE PARTS USED TO ASSEMBLE THE BASE CONNECTIONS ARE INTENTIONALLY NOT SHOWN. BASE CONNECTIONS ARE PATENTED, MANUFACTURED PRODUCTS THAT ARE IN COMPLIANCE WITH NCHRP 350 CRASH TEST CRITERIA. THE BASE CONNECTION DETAILS ARE SHOWN ON THIS PLAN ONLY TO ILLUSTRATE HOW THE PARTS ARE ASSEMBLED. 2. A 2- (IN) POST WITH A 2 1/4" (IN) PSST ANCHOR OR A 2 1/4" (IN) POST WITH A 2 1/2" (IN) PSST ANCHOR MAY BE SUBSTITUTED. SEE CONTRACT PLANS. 3. PERFORATED SQUARE STEEL POST SHALL MEET THE REQUIREMENTS OF WSOOT STANDARD SPECIFICATION 9-06. 4. USE ONLY BASE CONNECTION MANUFACTURER SUPPLIED HARDWARE THAT MEETS THE REQUIREMENTS OF WSDOT STANDARD SPECIFICATIONS 9-06 AND 9-28. EDGE OF TRAVELED ROADWAY 90-F,3C FOR REFLECTORIZED SIGNS: MOUNT FACING 3'(degree) OUTWARD IF SIGN IS WITHIN 30 FEET OF ROADWAY SIGN FACE ORIENTATION BOLT STOPGN POST TYPE ST -4 SIGN SUPPORT OST SUPPORT — 2.25" HOT—DIP GALV., ANCHOR ON CRE 1E MOUNTING ON METAL POST SIGN MOUNTING ON SINGLE STD. PLAN- 129isPUBLICWORKSMETALPOSTAPPROVED: tiZ + DEPARTMENT ( ADOPTED ( /V nerc SIGN POST s LOWER SIGN e 5/16" (IN) CORNER BOLT IN) POST SUPPORT OR 3/6' FLANGED SHOULDER BOLT NTH NUT AND WASHERS 2 REQUIRED (TYP.) BOLT STOPGN POST TYPE ST -4 SIGN SUPPORT OST SUPPORT — 2.25" HOT—DIP GALV., ANCHOR ON CRE 1E MOUNTING ON METAL POST SIGN MOUNTING ON SINGLE STD. PLAN- 129isPUBLICWORKSMETALPOSTAPPROVED: tiZ + DEPARTMENT ( ADOPTED ( /V nerc DocuSign Envelope ID: B16CE03A-ED99-4F11-B559-FEB382C92BFB 7/30/2018 | 4:09 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 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/ 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, AND 204.30.2. 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: DATEMartin PastuchaPublic Works Administrator UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS)DocuSign Envelope ID: E212B987-C626-4330-A5D4-D055A0107AF9 10/ 19/2022 | 2:52 PM 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.TO ESTABLISH CLEARING LIMITS, STAKE AND WIRE FENCE MAY BE USED: 1.1.1.AT THE BOUNDARY OF CRITICAL AREAS, THEIR BUFFERS AND OTHER AREAS REQUIRED TO BE LEFT UNCLEARED. 1.1.2.AS NECESSARY TO CONTROL VEHICLE ACCESS TO AND ON THE SITE. 2.MAINTENANCE AND REQUIREMENTS 2.1.IF THE FENCE IS DAMAGED OR VISIBILITY REDUCED, IT SHALL BE REPAIRED OR REPLACED IMMEDIATELY AND VISIBILITY RESTORED. 2.2.DISTURBANCE OF A CRITICAL AREA, CRITICAL BUFFER AREA, NATIVE GROWTH RETENTION AREA, OR OTHER AREA REQUIRED TO BE LEFT UNDISTURBED SHALL BE REPORTED TO THE CITY OF RENTON FOR RESOLUTION. 2.3.THE CITY MAY REQUIRE MORE SUBSTANTIAL FENCING IF THE FENCE DOES NOT PREVENT ENCROACHMENT INTO THOSE AREAS THAT ARE NOT TO BE DISTURBED. NOTES SURVEYFLAGGINGBAILINGWIRE DO NOT NAIL OR STAPLE WIRE TO TREES METAL FENCE POST (TYP.)3' MIN. 10' - 20' 12" MIN. STAKE AND WIRE FENCE STD. PLAN - 212.00 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 WOODEN STAKE LIVE STAKE ROLL SPACING DEPENDS ON SOIL TYPE AND SLOPE STEEPNESS STRAW ROLLS MUST BE PLACED ALONG SLOPE CONTOURS 4' 3'-30', SEE NOTE 2.3 SEDIMENT, ORGANIC MATTER, AND NATIVE SEEDS ARE CAPTURED BEHIND THE ROLLS ADJACENT ROLLS SHALL TIGHTLY ABUT 8"-10" DIA. 3"-5", SEE NOTE 2.2 NOTES: 1.CONDITIONS OF USE 1.1.INSTALL ON DISTURBED AREAS THAT REQUIRE IMMEDIATE EROSION PROTECTION. 1.2.USE ON SLOPES REQUIRING STABILIZATION UNTIL PERMANENT VEGETATION CAN BE ESTABLISHED. 1.3.CAN BE USED ALONG THE PERIMETER OF A PROJECT, AS A CHECK DAM IN UNLINED DITCHES AND AROUND TEMPORARY STOCKPILES. 1.4.WATTLES CAN BE STAKED TO THE GROUND USING WILLOW CUTTINGS FOR ADDED REVEGETATION. 1.5.RILLING CAN OCCUR BENEATH AND BETWEEN WATTLES IF NOT PROPERLY ENTRENCHED, ALLOWING WATER TO PASS BELOW AND BETWEEN WATTLES. 2.DESIGN AND INSTALLATION SPECIFICATIONS 2.1.IT IS CRITICAL THAT WATTLES ARE INSTALLED PERPENDICULAR TO THE FLOW DIRECTION AND PARALLEL TO THE SLOPE CONTOUR. 2.2.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 1/2 TO 2/3 OF THE THICKNESS OF THE WATTLE. 2.3.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. VERTICAL DISTANCE BETWEEN WATTLES IS NOT TO EXCEED 10 FEET. 2.4.INSTALL THE WATTLES SNUGLY INTO THE TRENCHES AND ABUT TIGHTLY END TO END. DO NOT OVERLAP THE ENDS. 2.5.INSTALL STAKES AT EACH END OF THE WATTLE, AND AT 4 FOOT CENTERS ALONG THE ENTIRE LENGTH OF THE WATTLE. 2.6.IF REQUIRED, INSTALL PILOT HOLES FOR THE STAKES USING A STRAIGHT BAR TO DRIVE HOLES THROUGH THE WATTLE AND INTO THE SOIL. 2.7.AT A MINIMUM, WOODEN STAKES SHOULD BE APPROXIMATELY 3/4 X 3/4 X 24 INCHES. WILLOW CUTTINGS OR 3/8-INCH REBAR CAN ALSO BE USED FOR STAKES. 2.8.STAKES SHOULD BE DRIVEN THROUGH THE MIDDLE OF THE WATTLE, LEAVING 2 TO 3 INCHES OF THE STAKE PROTRUDING ABOVE THE WATTLE. 3.MAINTENANCE STANDARDS 3.1.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. 3.2.REPAIR OR REPLACE SPLIT, TORN, RAVELING, OR SLUMPING WATTLES 3.3.REMOVE SEDIMENT ACCUMULATIONS WHEN EXCEEDING 1/2 THE HEIGHT BETWEEN THE TOP OF THE WATTLE AND THE GROUND SURFACE. STRAW WATTLES STD. PLAN - 213.40 PUBLIC WORKS DEPARTMENT APPROVED: DATEGreggZimmerman Public Works Administrator UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 9/28/2018 | 9:45 AM PDT 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 ATTACHMENT DETAILS: 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) OR SOFT WIRE. TOP OF FABRIC BELT DIAGONAL ATTACHMENT DOUBLES STRENGTH FLOW STEEL SUPPORT POSTNOTES:1.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 24" MAX. 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 ROLL IS ALLOWED ABOVE GROUND.6.VIBRATORY PLOW IS NOT ACCEPTABLE BECAUSE OF HORIZONTAL COMPACTION. 100% COMPACTION EACH SIDE OPERATION SILT FENCE TOP 8" 200-300mm 8"-12")ROLL OF SILT FENCE PLOW FABRIC ABOVE GROUND SLICING BLADE (18mm (11/ 16") WIDTH)HORIZONTAL CHISEL POINT (76mm ( 3") WIDTH)SILT FENCE INSTALLATION BY SLICING STD. PLAN - 214.10 PUBLIC WORKS DEPARTMENTAPPROVED: 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 | 9:45 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 RUNOFF RUNOFF SPILLWAY NOTES: 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.PLACE CURB TYPE SEDIMENT BARRIERS ON GENTLY SLOPING STREET SEGMENTS, WHERE WATER CAN POND AND ALLOW SEDIMENT TO SEPARATE FROM RUNOFF. 5.SANDBAGS OF EITHER BURLAP OR WOVEN GEOTEXTILE FABRIC, SHALL BE FILLED WITH GRAVEL, LAYERED AND PACKED TIGHTLY. 6.LEAVE A ONE SANDBAG GAP IN THE TOP ROW TO PROVIDE A SPILLWAY FOR OVERFLOW. 7.INSPECT BARRIERS AND REMOVE SEDIMENT AFTER EACH STORM EVENT. SEDIMENT AND GRAVEL MUST BE REMOVED FROM THE TRAVELED WAY IMMEDIATELY. 8.CURB AND GUTTER BARRIER PROTECTION MAY ONLY BE USED IN LANES NOT OPEN TO TRAFFIC. BACK OF SIDEWALK CURB INLET CURB FACE GUTTER DRAIN GRATE SANDBAGS TO OVERLAP ONTO CURB GRAVEL FILLED SANDBAGS STACKED TIGHTLY CURB AND GUTTER BARRIER PROTECTION STD. PLAN - 216.50 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 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: DATEMartinPastucha Public Works Administrator UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) DocuSign Envelope ID: E212B987-C626-4330-A5D4-D055A0107AF9 10/19/2022 | 2:52 PM 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 12" MIN. 6" MIN. , SEE NOTE 4 EXISTING PAVEMENT SURFACE SURFACE RESTORATION AS SPECIFIED IN CONTRACT DOCUMENTS CRUSHED SURFACING TOP COURSE" PER WSDOT STD. SPEC 9-03.9(3), "BANK RUN GRAVEL FOR TRENCH BACKFILL" PER WSDOT STD. SPEC 9-03.19, OR "GRAVEL BORROW" PER WSDOT STD. SPEC 9-03.14(1), COMPACTED TO 95% OF MAXIMUM DENSITY BENCH AS NEEDED FOR SHORING SYSTEM WHEN DEPTH IS 4' OR GREATER PIPE ZONE BEDDING AND BACKFILL PER STD. PLANS 220.00 AND 220.10 PIPE NEAT LINE TRENCH UNPAVED AREAS PAVED AREAS SEE NOTE 1 NOTES: 1.SEE WSDOT/APWA STANDARD SPECIFICATIONS SECTION 2-09.4 FOR MEASUREMENT OF TRENCH WIDTH. 2.EXCAVATIONS OVER 4' DEEP SHALL COMPLY WITH THE SAFETY STANDARD DESCRIBED IN CHAPTER 295-155 PART N OF THE WAC. 3.MAXIMUM BACKFILL DEPTH ABOVE PIPE SHALL NOT BE EXCEEDED, AS DETERMINED BY PIPE MANUFACTURER. 4.IN PAVED AREAS, IF PIPE HAS LESS THAN 3' OF COVER, USE "CRUSHED SURFACING TOP COURSE" FOR THE ENTIRE BACKFILL DEPTH ABOVE PIPE ZONE. 5.SEE CONSTRUCTION PLANS FOR SPECIFIC PROJECT REQUIREMENTS. SEE STANDARD PLANS 110, 110.1, 110.2, AND 111 FOR PAVEMENT RESTORATION REQUIREMENTS CRUSHED SURFACING TOP COURSE" PER WSDOT STD. SPEC 9-03.9(3), COMPACTED TO 95% OF MAXIMUM DENSITY TYPICAL TRENCH AND BACKFILL STD. PLAN - 220.20 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 RECYCLED CONCRETE AGGREGATE SHALL NOT BE USED AS BEDDING OR BACKFILL IN THE PIPE ZONE OR AS TRENCH BACKFILL FOR STORM PIPE SURFACE WATER STANDARD PLAN NOTES (1 OF 2) STD. PLAN - 267.00 PUBLIC WORKS DEPARTMENT APPROVED: DATEMartinPastucha Public Works Administrator UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) SURFACE WATER STANDARD PLAN NOTES: THE FOLLOWING IS A LISTING OF GENERAL NOTES THAT SHALL BE INCORPORATED IN THE DRAINAGE PLAN SET. ALL THE NOTES ON THE LIST MAY NOT PERTAIN TO EVERY PROJECT. THE APPLICANT OR OWNER, HEREBY REFERRED TO AS APPLICANT, MAY STRIKE OUT IRRELEVANT NOTES IF NOT APPLICABLE TO THE PROJECT. HOWEVER, THE APPLICANT SHALL NOT RENUMBER NOR EDIT THE REMAINING NOTES. IF ADDITIONAL NOTES ARE NEEDED FOR SPECIFIC ASPECTS, THEY SHALL BE ADDED AFTER THE SURFACE WATER STANDARD PLAN NOTES. 1.BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS, A PRE-CONSTRUCTION MEETING SHALL BE HELD AMONG THE CITY OF RENTON, HEREBY REFERRED TO AS THE CITY, THE APPLICANT, AND THE APPLICANT'S CONTRACTOR. 2.THE APPLICANT SHALL BE RESPONSIBLE FOR SECURING ALL NECESSARY CITY, STATE, AND FEDERAL PERMITS PRIOR TO CONSTRUCTION. 3.ALL STORM DRAINAGE IMPROVEMENTS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE LATEST EDITION OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL (RENTON SWDM), RENTON MUNICIPAL CODE (RMC), AND THE STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION PREPARED BY WSDOT AND THE AMERICAN PUBLIC WORKS ASSOCIATION (APWA). IT SHALL BE THE SOLE RESPONSIBILITY OF THE APPLICANT TO CORRECT ANY ERROR, OMISSION OR VARIATION FROM THE ABOVE REQUIREMENTS FOUND IN THE PLANS. ALL CORRECTIONS SHALL BE AT NO ADDITIONAL COST TO THE CITY. 4.APPROVAL OF THE ROAD, GRADING, PARKING, BUILDING, AND DRAINAGE PLAN DOES NOT CONSTITUTE AS APPROVAL OF ANY OTHER CONSTRUCTION (E.G. WATER, SEWER, GAS, ELECTRICAL. ETC.). PLANS FOR STRUCTURES SUCH AS BRIDGES, VAULTS, AND RETAINING WALLS REQUIRE A SEPARATE REVIEW AND APPROVAL BY THE CITY PRIOR TO CONSTRUCTION. THE SURFACE WATER DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED PLANS. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE COORDINATION FOLLOWED BY WRITTEN APPROVAL FROM THE CITY. 5.A COPY OF THE APPROVED PLANS SHALL BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 6.THE LOCATIONS OF ALL EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHALL THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE APPLICANT AND THE APPLICANT'S CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON THAT MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. THE APPLICANT SHALL RECORD ON THE AS-BUILT DRAWINGS ALL UNDOCUMENTED UTILITIES DISCOVERED AND ANY CHANGES TO THE APPROVED PLANS. THE APPLICANT SHALL IMMEDIATELY NOTIFY THE ENGINEER OF RECORD IF A CONFLICT EXISTS. 7.VERTICAL DATUM SHALL BE NAVD 88 AND HORIZONTAL DATUM SHALL BE NAD 83 (WA STATE PLANE, NORTH), UNLESS OTHERWISE APPROVED BY THE CITY. REFERENCE BENCHMARK, DATUM, AND ELEVATIONS SHALL BE NOTED ON THE PLANS. 8.ALL UTILITY TRENCH BACKFILL AND ROADWAY SUBGRADE SHALL BE COMPACTED TO 95% MAXIMUM DRY DENSITY PER SECTION 2-03.3(14)D - COMPACTION AND MOISTURE CONTROL TESTS OF THE WSDOT STANDARD SPECIFICATIONS. IN PERMEABLE PAVEMENT AND OTHER INFILTRATION AREAS, ALL TRENCH BACKFILL SHALL BE FIRM AND UNYIELDING BUT IN NO CASE SHALL BE COMPACTED TO MORE THAN 92% OF MAXIMUM DRY DENSITY. 9.OPEN CUTTING OF EXISTING ROADWAYS FOR STORM DRAINAGE WORK IS NOT ALLOWED UNLESS SPECIFICALLY APPROVED BY THE CITY AND NOTED ON THESE APPROVED PLANS. ANY OPEN CUT SHALL BE RESTORED IN ACCORDANCE WITH THE CITY TRENCH RESTORATION STANDARDS. 10.ALL PIPE AND STRUCTURES SHALL BE STAKED FOR SURVEY LINE AND GRADE PRIOR TO THE START OF CONSTRUCTION. WHERE SHOWN ON THE PLANS OR WHERE DIRECTED BY THE CITY, THE EXISTING MANHOLES, CATCH BASINS, OR INLETS SHALL BE ADJUSTED TO THE GRADE AS STAKED. 11.ALL FLOW CONTROL FACILITIES SHALL BE INSTALLED AND IN OPERATION PRIOR TO, OR IN CONJUNCTION WITH, ANY CONSTRUCTION ACTIVITY UNLESS OTHERWISE APPROVED BY THE CITY. 12.ALL PIPE AND APPURTENANCES SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN ACCORDANCE WITH THE CURRENT STATE OF WASHINGTON STANDARD SPECIFICATION FOR ROAD AND BRIDGE CONSTRUCTION. THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL, AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE, UNYIELDING BASE. ALL PIPE BEDDING AND BACKFILL SHALL BE AS SHOWN ON THE CITY STANDARD PLAN 220.00, 220.10, AND 220.20. 13.STEEL PIPE SHALL BE ALUMINIZED, OR GALVANIZED WITH ASPHALT TREATMENT 1, 2, OR 5 INSIDE AND OUTSIDE. 14.ALL DRAINAGE STRUCTURES SUCH AS CATCH BASINS AND MANHOLES SHALL BE FITTED WITH DUCTILE IRON, BOLT-LOCKING LIDS PER THE CITY STANDARD PLAN 204.10, 204.20, 204.30, 204.40, AND 204.50. STRUCTURES SHALL HAVE: RECTANGULAR OR ROUND, SOLID LIDS WHEN NOT COLLECTING RUNOFF, AND OUTSIDE OF THE ROADWAY. ROUND, SOLID LIDS WHEN NOT COLLECTING RUNOFF, AND LOCATED WITHIN THE ROADWAY, BUT OUTSIDE OF THE CURB/GUTTER LINE. ROUND, SOLID LIDS DISPLAYING THE CITY LOGO WHEN WITHIN THE PUBLIC RIGHT-OF-WAY OR IN AN EASEMENT TO THE CITY. PRIVATE STRUCTURE LIDS OUTSIDE PUBLIC RIGHT-OF-WAY AND EASEMENTS TO THE CITY SHALL NOT DISPLAY THE CITY LOGO. 15.BUILDINGS AND OTHER STRUCTURES SHALL BE PLACED IN ACCORDANCE WITH TABLE 4.1 EASEMENT WIDTHS AND BUILDING SETBACKS LINES OF THE RENTON SWDM. 16.LIDS OF MANHOLES/CATCH BASINS WITHIN PUBLIC RIGHT-OF-WAY SHALL NOT BE ADJUSTED TO FINAL GRADE UNTIL AFTER PAVING. ALL MANHOLE/CATCH BASIN RIMS SHALL BE ADJUSTED TO BE FLUSH WITH FINAL FINISHED GRADES, UNLESS OTHERWISE SHOWN. 17.ALL DRIVEWAY CULVERTS LOCATED WITHIN CITY RIGHT-OF-WAY SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. DocuSign Envelope ID: 3B1B34D3-7E0A-476C-ADB3-4329FFE0C108 8/13/2020 | 8:48 AM PDT SURFACE WATER STANDARD PLAN NOTES (2 OF 2) STD. PLAN - 267.10 PUBLIC WORKS DEPARTMENT APPROVED: DATEMartinPastucha Public Works Administrator UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) THE FOLLOWING IS A LISTING OF GENERAL NOTES THAT SHALL BE INCORPORATED IN THE DRAINAGE PLAN SET. ALL THE NOTES ON THE LIST MAY NOT PERTAIN TO EVERY PROJECT. THE APPLICANT OR OWNER, HEREBY REFERRED TO AS APPLICANT, MAY STRIKE OUT IRRELEVANT NOTES IF NOT APPLICABLE TO THE PROJECT. HOWEVER, THE APPLICANT SHALL NOT RENUMBER NOR EDIT THE REMAINING NOTES. IF ADDITIONAL NOTES ARE NEEDED FOR SPECIFIC ASPECTS, THEY SHALL BE ADDED AFTER THE SURFACE WATER STANDARD PLAN NOTES. 18.ROCK FOR EROSION PROTECTION OF ROADSIDE DITCHES, WHERE REQUIRED, SHALL BE OF SOUND QUARRY ROCK PLACED TO A MINIMUM DEPTH OF ONE (1) FOOT AND SHALL MEET THE FOLLOWING SPECIFICATIONS: 4 - 8 INCH ROCK / 40 - 70% PASSING; 2 - 4 INCH ROCK / 30 - 40% PASSING; AND LESS THAN 2 INCH ROCK / 10 - 20% PASSING. 19.FOOTING DRAINAGE SYSTEMS AND ROOF DOWNSPOUT SYSTEMS SHALL NOT BE INTERCONNECTED AND SHALL SEPARATELY CONVEY COLLECTED FLOWS TO THE CONVEYANCE SYSTEM OR FLOW CONTROL FACILITY ON THE SITE, UNLESS APPROVED BY THE CITY. FOOTING DRAINS SHALL NOT BE CONNECTED TO ON-SITE BMPS. 20.THE END OF EACH STORM DRAIN STUB SHALL BE CAPPED. A CLEANOUT TOPPED WITH A BOLT-LOCKING LID MARKED "STORM” OR "DRAIN" SHALL BE LOCATED AT THE PROPERTY LINE OR AT THE POINT OF CONNECTION OF A PRIVATE STORM DRAINAGE CONVEYANCE SYSTEM PER THE CITY STANDARD PLAN 227.00. 21.ALL STORM SYSTEM EXTENSIONS SHALL BE STAKED FOR LINE AND GRADE BY A SURVEYOR LICENSED IN WASHINGTON STATE, AND CUT SHEETS SHALL BE PROVIDED TO THE CITY PRIOR TO CONSTRUCTION. 22.ALL NEWLY-INSTALLED AND NEWLY-REHABILITATED (PUBLIC AND PRIVATE) STORM CONVEYANCE SYSTEMS SHALL BE INSPECTED BY MEANS OF REMOTE CCTV ACCORDING TO THE CITY STANDARD PLAN 266.00. CCTV INSPECTIONS AND REPORTS SHALL BE SUBMITTED TO THE CITY PRIOR TO RECEIVING APPROVAL TO INSTALL PROJECT CURBS, GUTTERS AND/OR PAVEMENT. 23.ALL STORM SYSTEMS AND CONNECTIONS TO EXISTING MAINS SHALL BE TESTED IN ACCORDANCE WITH SECTION 7-04.3(1) OF THE WSDOT STANDARD SPECIFICATIONS AND IN THE PRESENCE OF A REPRESENTATIVE OF THE CITY. STORM DRAIN STUBS SHALL BE TESTED FOR ACCEPTANCE AT THE SAME TIME THE MAIN STORM IS TESTED. 24.FOR ALL DISTURBED PERVIOUS AREAS (COMPACTED, GRADED, LANDSCAPED, ETC.) OF THE DEVELOPMENT SITE, TO MAINTAIN THE MOISTURE CAPACITY OF THE SOIL EITHER STOCKPILE AND REDISTRIBUTE THE EXISTING DUFF LAYER AND NATIVE TOPSOIL OR AMEND THE SOIL WITH COMPOST IN ACCORDANCE WITH STANDARD PLAN 264.00. 25.ISSUANCE OF THE BUILDING OR CONSTRUCTION PERMITS BY THE CITY DOES NOT RELIEVE THE APPLICANT OF THE CONTINUING LEGAL OBLIGATION AND/OR LIABILITY CONNECTED WITH STORMWATER DISPOSAL. THE CITY DOES NOT ACCEPT ANY OBLIGATION FOR THE PROPER FUNCTIONING AND MAINTENANCE OF THE STORM SYSTEM PROVIDED DURING CONSTRUCTION. 26.ADEQUATE SAFEGUARDS, SAFETY DEVICES, PROTECTIVE EQUIPMENT, FLAGGERS, AND ANY OTHER ACTIONS NEEDED TO PROTECT THE LIFE, HEALTH, AND SAFETY OF THE PUBLIC, AND TO PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK SHALL BE PROVIDED. ANY WORK WITHIN THE TRAVELED RIGHT-OF-WAY THAT MAY INTERRUPT NORMAL TRAFFIC FLOW SHALL REQUIRE A TRAFFIC CONTROL PLAN APPROVED BY THE CITY. ALL SECTIONS OF THE WSDOT STANDARD SPECIFICATIONS 1-10 TEMPORARY TRAFFIC CONTROL SHALL APPLY. 27.PROJECTS LOCATED WITHIN THE CITY'S AQUIFER PROTECTION AREA (APA) SHALL COMPLY WITH SPECIAL REQUIREMENT #6 OF THE RENTON SWDM AND AQUIFER PROTECTION REGULATIONS (RMC 4-3-050). 28.PLACEMENT OF SURFACE APPURTENANCES (CATCH BASIN/MANHOLE LIDS, CLEANOUTS, INLETS, ETC.) IN THE STREET TRAVEL LANE WHEEL PATH, INTERSECTIONS OF STREET TRAVEL LANES, BIKE LANES, SIDEWALKS, AND CROSSWALKS SHALL BE AVOIDED WHENEVER POSSIBLE. ANY SURFACE APPURTENANCE PLACED IN A SIDEWALK OR CROSSWALK SHALL BE FITTED WITH A NON-SLIP OR NON-SKID LID PER ADA REQUIREMENTS. 29.CLEARLY LABEL PUBLIC AND PRIVATE SYSTEMS ON THE PLANS. PRIVATE SYSTEMS SHALL BE MAINTAINED BY THE APPLICANT. 30.MINIMUM COVER OVER STORM DRAINAGE PIPE SHALL CONFORM TO TABLE 4.2.1.A2 OF THE RENTON SWDM. 31.CONSTRUCTED PERMEABLE PAVEMENT SHALL BE PERMEABLE ENOUGH TO ABSORB WATER AT A MINIMUM RATE OF 20 INCHES PER HOUR IMMEDIATELY AFTER THE PAVEMENT SURFACE HAS BEEN WETTED CONTINUOUSLY FOR AT LEAST 10 MINUTES. COMPLIANCE WITH THIS MINIMUM RATE SHALL BE CHECKED PRIOR TO CONSTRUCTION APPROVAL OF THE PAVEMENT. COMPLIANCE MAY BE CHECKED USING A SIMPLE BUCKET TEST IN WHICH 5 GALLONS OF WATER IS POURED ONTO THE PAVEMENT SURFACE ALL AT ONCE. IF ONLY A MINOR AMOUNT OF WATER PONDS OR RUNS OFF THE SURFACE, THEN THE PAVEMENT IS CONSIDERED TO MEET THE MINIMUM RATE OF ABSORPTION. AT LEAST ONE TEST SHALL BE CONDUCTED PER 1,000 SQUARE FEET OF PERMEABLE PAVEMENT. IF THIS TEST IS NOT CONCLUSIVE, THEN ANOTHER TEST PER ASTM C1701 SHALL BE CONDUCTED. FOR LARGE AREAS (E.G., PARKING AREAS), TESTING OBSERVATION MAY BE ACCOMPLISHED WHILE WALKING BEHIND A SLOWLY MOVING WATER TRUCK DISCHARGING WATER AT A RATE SIMILAR TO THE BUCKET TEST. PERMEABLE PAVERS SHALL BE TESTED USING ASTM C1781. SURFACE WATER STANDARD PLAN NOTES: DocuSign Envelope ID: 3B1B34D3-7E0A-476C-ADB3-4329FFE0C108 8/13/2020 | 8:48 AM PDT EROSION AND SEDIMENT CONTROL STANDARD PLAN NOTES STD. PLAN - 268.00 EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES: THE FOLLOWING IS A LISTING OF GENERAL NOTES THAT SHALL BE INCORPORATED IN THE EROSION AND SEDIMENT CONTROL (ESC) PLAN SET. ALL THE NOTES ON THE LIST MAY NOT PERTAIN TO EVERY PROJECT. THE APPLICANT OR OWNER, HEREBY REFERRED TO AS APPLICANT, MAY STRIKE OUT IRRELEVANT NOTES IF NOT APPLICABLE TO THE PROJECT. HOWEVER, THE APPLICANT SHALL NOT RENUMBER NOR EDIT THE REMAINING NOTES. IF ADDITIONAL NOTES ARE NEEDED FOR SPECIFIC ASPECTS, THEY SHALL BE ADDED AFTER THE ESC STANDARD PLAN NOTES. 1.BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS, A PRE-CONSTRUCTION MEETING SHALL BE HELD AMONG THE CITY OF RENTON, HEREBY REFERRED TO AS THE CITY, THE APPLICANT, AND THE APPLICANT'S CONTRACTOR. 2.THE APPLICANT IS RESPONSIBLE FOR OBTAINING THE WASHINGTON STATE DEPARTMENT OF ECOLOGY (ECOLOGY) CONSTRUCTION STORMWATER GENERAL PERMIT, IF IT IS REQUIRED FOR THE PROJECT. THE APPLICANT SHALL PROVIDE THE CITY COPIES OF ALL MONITORING REPORTS PROVIDED TO ECOLOGY ASSOCIATED WITH THE CONSTRUCTION STORMWATER GENERAL PERMIT. 3.THE ESC PLAN SET SHALL INCLUDE AN ESC CONSTRUCTION SEQUENCE DETAILING THE ORDERED STEPS THAT SHALL BE FOLLOWED FROM CONSTRUCTION COMMENCEMENT TO POST-PROJECT CLEANUP IN ORDER TO FULFILL PROJECT ESC REQUIREMENTS. 4.THE BOUNDARIES OF THE CLEARING LIMITS, SENSITIVE AREAS AND THEIR BUFFERS, AND AREAS OF VEGETATION PRESERVATION AND TREE RETENTION AS PRESCRIBED ON THE PLAN(S) SHALL BE CLEARLY DELINEATED BY FENCING AND PROTECTED IN THE FIELD IN ACCORDANCE WITH APPENDIX D OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL (RENTON SWDM) PRIOR TO THE START OF CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE CLEARING LIMITS SHALL BE PERMITTED. THE CLEARING LIMITS SHALL BE MAINTAINED BY THE APPLICANT/ESC SUPERVISOR FOR THE DURATION OF CONSTRUCTION. 5.STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS CONSTRUCTED WHEEL WASH SYSTEMS OR WASH PADS, MAY BE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN AND TRACK-OUT TO ROAD RIGHT OF WAY DOES NOT OCCUR FOR THE DURATION OF THE PROJECT. IF SEDIMENT IS TRACKED OFFSITE, PUBLIC ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY, OR MORE FREQUENTLY DURING WET WEATHER, AS NECESSARY TO PREVENT SEDIMENT FROM ENTERING WATERS OF THE STATE. 6.WASHOUT FROM CONCRETE TRUCKS SHALL BE PERFORMED OFF-SITE OR IN DESIGNATED CONCRETE WASHOUT AREAS ONLY. DO NOT WASH OUT CONCRETE TRUCKS ONTO THE GROUND, OR TO STORM DRAINS OR OPEN DITCHES. ON-SITE DUMPING OF EXCESS CONCRETE SHALL ONLY OCCUR IN DESIGNATED CONCRETE WASHOUT AREAS. 7.ALL REQUIRED ESC BMPS SHALL BE CONSTRUCTED AND IN OPERATION PRIOR TO LAND CLEARING AND/OR CONSTRUCTION TO PREVENT TRANSPORTATION OF SEDIMENT TO SURFACE WATER, DRAINAGE SYSTEMS AND ADJACENT PROPERTIES. ALL ESC BMPS SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEARING AND/OR CONSTRUCTION IS COMPLETE AND POTENTIAL FOR ON-SITE EROSION HAS PASSED. ALL ESC BMPS SHALL BE REMOVED AFTER CONSTRUCTION IS COMPLETED AND THE SITE HAS BEEN STABILIZED TO ENSURE POTENTIAL FOR ON-SITE EROSION DOES NOT EXIST. THE IMPLEMENTATION, MAINTENANCE, REPLACEMENT, ENHANCEMENT, AND REMOVAL OF ESC BMPS SHALL BE THE RESPONSIBILITY OF THE APPLICANT. 8.ANY HAZARDOUS MATERIALS OR LIQUID PRODUCTS THAT HAVE THE POTENTIAL TO POLLUTE RUNOFF SHALL BE DISPOSED OF PROPERLY. 9.THE ESC BMPS DEPICTED ON THIS DRAWING ARE INTENDED TO BE MINIMUM REQUIREMENTS TO MEET ANTICIPATED SITE CONDITIONS. AS CONSTRUCTION PROGRESSES AND UNEXPECTED OR SEASONAL CONDITIONS DICTATE, THE APPLICANT SHALL ANTICIPATE THAT MORE ESC BMPS WILL BE NECESSARY TO ENSURE COMPLETE SILTATION CONTROL ON THE PROPOSED SITE. DURING THE COURSE OF CONSTRUCTION, IT SHALL BE THE OBLIGATION AND RESPONSIBILITY OF THE APPLICANT TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY THE ACTIVITIES AND TO PROVIDE ADDITIONAL ESC BMPS, OVER AND ABOVE MINIMUM REQUIREMENTS, AS MAY BE NEEDED, TO PROTECT ADJACENT PROPERTIES AND WATER QUALITY OF THE RECEIVING DRAINAGE SYSTEM. 10.APPROVAL OF THIS PLAN IS FOR ESC ONLY. IT DOES NOT CONSTITUTE AN APPROVAL OF STORM DRAINAGE DESIGN, SIZE NOR LOCATION OF PIPES, RESTRICTORS, CHANNELS, OR STORMWATER FACILITIES. 11.ANY DEWATERING SYSTEM NECESSARY FOR THE CONSTRUCTION OF STORMWATER FACILITIES SHALL BE SUBMITTED TO THE CITY FOR REVIEW AND APPROVAL. 12.ANY AREAS OF EXPOSED SOILS, INCLUDING ROADWAY EMBANKMENTS, THAT WILL NOT BE DISTURBED FOR TWO DAYS DURING THE WET SEASON (OCTOBER 1ST THROUGH APRIL 30TH) OR SEVEN DAYS DURING THE DRY SEASON (MAY 1ST THROUGH SEPTEMBER 30TH) SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED ESC COVER METHODS (E.G., SEEDING, MULCHING, PLASTIC COVERING, ETC.) IN CONFORMANCE WITH APPENDIX D OF THE RENTON SWDM. 13.WET SEASON ESC REQUIREMENTS APPLY TO ALL CONSTRUCTION SITES BETWEEN OCTOBER 1ST AND APRIL 30TH, UNLESS OTHERWISE APPROVED BY THE CITY. 14.ANY AREA NEEDING ADDITIONAL ESC MEASURES, NOT REQUIRING IMMEDIATE ATTENTION, SHALL BE ADDRESSED WITHIN SEVEN (7) DAYS. 15.THE ESC BMPS ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED AT A MINIMUM OF ONCE A MONTH OR WITHIN 24 HOURS FOLLOWING A STORM EVENT. INSPECTION AND MAINTENANCE SHALL OCCUR MORE FREQUENTLY AS REQUIRED BY THE CITY. 16.BEFORE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITY, CATCH BASIN INSERTS PER THE CITY STANDARD PLAN 216.30 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 INLET WILL BE CONVEYED TO A SEDIMENT POND OR TRAP. ALL CATCH BASIN INSERTS SHALL BE PERIODICALLY INSPECTED AND REPLACED AS NECESSARY TO ENSURE FULLY FUNCTIONING CONDITION. 17.AT NO TIME SHALL SEDIMENT ACCUMULATION EXCEED 2/3 OF THE CAPACITY OF THE CATCH BASIN SUMP. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT-LADEN WATER INTO THE DOWNSTREAM SYSTEM. 18.ANY PERMANENT STORMWATER FACILITY LOCATION USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY ESC BMPS AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE TEMPORARY FACILITY IS TO ULTIMATELY FUNCTION AS AN INFILTRATION SYSTEM IN ITS PERMANENT STATE, THE TEMPORARY FACILITY SHALL BE ROUGH GRADED SO THAT THE BOTTOM AND SIDES ARE AT LEAST THREE FEET ABOVE THE FINAL GRADE OF THE PERMANENT FACILITY. 19.AREAS DESIGNATED ON THE PLAN(S) CONTAINING EXISTING STORMWATER FACILITIES OR ON-SITE BMPS (AMENDED SOILS, BIORETENTION, PERMEABLE PAVEMENT, ETC.) SHALL BE CLEARLY FENCED AND PROTECTED USING ESC BMPS TO AVOID SEDIMENTATION AND COMPACTION DURING CONSTRUCTION. 20.PRIOR TO THE BEGINNING OF THE WET SEASON (OCTOBER 1ST), ALL DISTURBED AREAS SHALL BE INSPECTED TO IDENTIFY WHICH ONES SHALL BE SODDED OR SEEDED IN PREPARATION FOR THE WINTER RAINS. DISTURBED AREAS SHALL BE SODDED OR SEEDED WITHIN ONE WEEK OF THE BEGINNING OF THE WET SEASON. AN EXHIBIT OF THOSE AREAS TO BE SODDED OR SEEDED AND THOSE AREAS TO REMAIN UNCOVERED SHALL BE SUBMITTED TO THE CITY FOR REVIEW. 21.PRIOR TO FINAL CONSTRUCTION ACCEPTANCE, THE PROJECT SITE SHALL BE STABILIZED TO PREVENT SEDIMENT-LADEN WATER FROM LEAVING THE PROJECT SITE, ALL ESC BMPS SHALL BE REMOVED, AND STORMWATER CONVEYANCE SYSTEMS, FACILITIES, AND ON-SITE BMPS SHALL BE RESTORED TO THEIR FULLY FUNCTIONING CONDITION. ALL DISTURBED AREAS OF THE PROJECT SITE SHALL BE VEGETATED OR OTHERWISE PERMANENTLY STABILIZED. AT A MINIMUM, DISTURBED AREAS SHALL BE SODDED OR SEEDED AND MULCHED TO ENSURE THAT SUFFICIENT COVER WILL DEVELOP SHORTLY AFTER FINAL APPROVAL. MULCH WITHOUT SEEDING IS ADEQUATE FOR AREAS TO BE LANDSCAPED BEFORE OCTOBER 1ST. 22.ROCKERIES ARE CONSIDERED TO BE A METHOD OF BANK STABILIZATION AND EROSION CONTROL. ROCKERIES SHALL NOT BE CONSTRUCTED TO SERVE AS RETAINING WALLS. ALL ROCKERIES IN CITY ROAD RIGHTS-OF-WAY SHALL BE CONSTRUCTED IN ACCORDANCE WITH CITY STANDARDS. ROCKERIES OUTSIDE OF ROAD RIGHTS-OF-WAY SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE. 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.WET TAPPING OF EXISTING WATER MAINS SHALL BE PERFORMED BY A CITY APPROVED WET TAP CONTRACTOR (SPEER TAPS, INC., LEGACY TAPPING, INC. OR OTHER FIRM APPROVED BY CITY ENGINEER). 2.CONTRACTOR SHALL POTHOLE AND VERIFY THE HORIZONTAL AND VERTICAL ALIGNMENT OF EXISTING WATER MAIN AND SHALL LAY THE NEW WATER MAIN TO MATCH. 3.TAPPING TEE SHALL BE STAINLESS STEEL OR STEEL WITH FULL CIRCLE SEAL WITH CORTEN OR STAINLESS STEEL NUTS AND BOLTS. 4.ALL TEES AND VALVES SHALL BE WATER TESTED BEFORE TAPPING OR ASSEMBLY SEALS SHALL BE TESTED VIA AIR PRESSURE AFTER THE TAPPING SLEEVE IS INSTALLED TO THE MAIN AND THE TAPPING VALVE IS INSTALLED. 5.TAPPING TEES MAY BE SIZE-ON-SIZE, PROVIDED THE SHELL CUTTER DIAMETER IS AT LEAST 2" SMALLER THAN THE EXISTING MAIN DIAMETER. 6.TAPPING TEES SHALL NOT BE INSTALLED ON STEEL OR ASBESTOS CEMENT WATER MAINS. COMPACTED BEDDING GRAVEL PER SECTION 9-03.12(3) OF THE WSDOT STANDARD SPECIFICATIONS CONCRETE SUPPORT BLOCKS CONCRETE BLOCKING PER STD PLAN 330.1 MAIN NEW WATER MAIN ELEVATION PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator TAPPING TEE STD. PLAN - 300.6 6/28/2023 NOTES: 1.THE BACKFLOW PREVENTION ASSEMBLY AND SUPPLY HOSE MUST BE DISCONNECTED DURING HYDROSTATIC PRESSURE TESTING OF THE NEW WATER MAIN. 2.POLYPIG AND ALL DEBRIS SHALL BE REMOVED FROM SUMP OF VERTICAL CROSS VIA SANITARY METHOD PRIOR TO DISINFECTION OF NEW WATER MAIN. 3.UPON REMOVAL OF POLYPIG, REMOVE TEMPORARY BLOW-OFF ASSEMBLY AND INSTALL 2" PLUG. 4.THE NEW WATER MAIN SHALL BE CONNECTED TO THE EXISTING SYSTEM ONLY AFTER NEW WATER MAIN IS POLYPIGGED, DISINFECTED AND SATISFACTORY BACTERIOLOGICAL SAMPLE RESULTS ARE OBTAINED. 5.THE INTERIORS OF ALL PIPES AND FITTINGS TO BE USED IN FINAL CONNECTION MUST BE SWABBED OR SPRAYED WITH A 5-6% AVAILABLE CHLORINE SOLUTION. NEW DI WATER MAIN NSF 61 SUPPLY HOSE METERED BACKFLOW ASSEMBLY (TO BE OBTAINED FROM CITY) (1) 2 1 2" CONTROL VALVE (1) CONSTRUCTION METER (1) RPBA METER SUPPORT (BY CONTRACTOR) HYDRANT ON EXISTING WATER MAIN POLYPIG TEMPORARY BLOW-OFF ASSEMBLY (1) 2" GALVANIZED PIPE (1) 2" 90° BEND (1) 2" GATE VALVE POLYPIG STATION (1)VERTICAL CROSS (MJxFL), SIZE TO MATCH WATER MAIN (1)BLIND FLANGE WITH 2" TAP ON TOP OF CROSS (1)TEMPORARY BLOW-OFF ASSEMBLY (1)BLIND FLANGE ON BOTTOM OF CROSS (1) PLUG (MJ) ON END OF CROSS WITH TEMPORARY THRUST BLOCKING TEMPORARY BLOCKING PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator POLYPIGGING NEW WATER MAINS STD. PLAN - 300.7 6/28/2023 SEE STANDARD PLANS 110, 110.1, 110.2, AND 111 FOR PAVEMENT RESTORATION REQUIREMENTS TRENCH BACKFILL - CRUSHED SURFACING TOP COURSE (CSTC) PER WSDOT STD. SPEC. 9-03.9(3), BANK RUN GRAVEL FOR TRENCH BACKFILL PER WSDOT STD. SPEC. 9-03.19, GRAVEL BORROW PER WSDOT STD. SPEC. 9-03.14(1), OR SUITABLE EXCAVATED MATERIAL IF APPROVED BY ENGINEER, COMPACTED TO 95% OF MAXIMUM DENSITY NOTES: 1.RECYCLED CONCRETE AGGREGATE SHALL NOT BE USED AS BEDDING OR BACKFILL IN THE PIPE ZONE OR AS TRENCH BACKFILL 2.EXCAVATIONS OVER 4' DEEP SHALL COMPLY WITH THE SAFETY STANDARD DESCRIBED IN CHAPTER 296-155 - PART N OF THE WAC PIPE ZONE BEDDING AND PIPE ZONE BACKFILL - CRUSHED SURFACING BASE COURSE (CSBC) PER WSDOT STD. SPEC. 9-03.9(3) DUCTILE IRON PIPE WITH POLYWRAP NEAT LINE TRENCH 6" CRUSHED SURFACING TOP COURSE (CSTC) UNDER PAVEMENT PER WSDOT STD. SPEC. 9-03.9(3), COMPACTED TO 95% OF MAXIMUM DENSITY LOWER LIMIT PIPE ZONE UPPER LIMIT PIPE ZONE EXISTING PAVEMENT SURFACE 36" 12" MIN.12" MIN. 6" O.D. 12" EXISTING PAVEMENT SURFACE SAWCUTSAWCUT UNLESS OTHERWISE NOTED, DRAWING NOT TO SCALE PIPE ZONE BEDDING AND TRENCH BACKFILL FOR DUCTILE IRON WATER MAIN STD. PLAN - 300.9 PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator WINDSOR HILLS UTILITY IMPROVEMENTS WTR-27-4186 CL A HYDRANT COMPRESSION TYPE HYDRANT (SEE APPROVED MATERIALS LIST) WITH 6" MJ INLET WITH LUGS, 5 1 4" MVO, 1 1 4" PENTAGON OPERATING NUT, TWO (2) 2 1 2" NST HOSE NOZZLES, AND 4.875" SST PUMPER NOZZLE EQUIPPED WITH 5" STORZ ADAPTER AND 1/8" STAINLESS STEEL CABLE, WITH EXTENSION IF NECESSARY. TEE MAIN LINE TEE WITH 6" FLANGE SIDE OUTLET VALVE 6" GATE VALVE (FLxMJ) VALVE BOX VALVE BOX AND LID PER STD PLAN 330.7 PIPE CLASS 52 DI, LENGTH TO FIT JOINT RESTRAINT MECHANICAL JOINT RESTRAINT WITH CONCRETE BLOCKING OR (2) 3/4" CORTEN STEEL TIE RODS GRAVEL 1 1 4" WASHED DRAIN ROCK, MINIMUM 1' ABOVE BOOT FLANGE WITH 8-MIL POLYETHYLENE SHEETING AROUND TOP AND SIDES OF GRAVEL CONCRETE BLOCK MINIMUM 16"x8"x4" CONCRETE BLOCKS UNDER FIRE HYDRANT AND GATE VALVE BLOCKING CONCRETE BLOCKING PER STD PLAN 330.1 SHEAR BLOCK 4'x4'x6" CONCRETE SHEAR BLOCK AROUND FIRE HYDRANT, SEE STANDARD DETAIL 310.2 PAVEMENT MARKER BLUE REFLECTIVE PAVEMENT MARKER PER STD PLAN 310.3 BE K MAIN ROADWAY OR NEAREST LANE CHANNELIZATION1' MIN A1' MIN 4"4" MINIMUM F MATERIALS NOTES: 1.FIRE HYDRANT TO BE PAINTED WITH TWO COATS OF SAFETY YELLOW DTM ACRYLIC GLOSS OR ENAMEL PAINT. 2.PUMPER NOZZLE TO FACE ROADWAY OR AS DIRECTED BY RRFA. 3.A MINIMUM 3' RADIUS UNOBSTRUCTED WORKING AREA SHALL BE PROVIDED AROUND THE OUTSIDE OF THE HYDRANT. H H J G D C I B C D E F G H I J K F PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator FIRE HYDRANT ASSEMBLY STD. PLAN - 310.1 6/28/2023 4'x4'x6" CONCRETE SHEAR BLOCK 4'x4'x6" CONCRETE SHEAR BLOCK ONE MAN ROCK 1 1 1 6 1 6 3' MIN RADIUS UNOBSTRUCTED WORKING AREA AROUND OUTSIDE OF FIRE HYDRANT 3' MIN RADIUS UNOBSTRUCTED WORKING AREA AROUND OUTSIDE OF FIRE HYDRANT CUT FILL NOTE: 4'x4'x6" CONCRETE SHEAR BLOCK AROUND FIRE HYDRANT WITH EXPANSION JOINT AT BACK OF SIDEWALK, FINISH TO MATCH SIDEWALK, ALL CONCRETE SHALL BE MINIMUM 3,000 PSI AND SHALL BE MECHANICALLY MIXED - JOB SITE MIXING, HAND-MIXED CONCRETE, AND MOBILE CONCRETE MIXERS ARE NOT ALLOWED. PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator FIRE HYDRANT ASSEMBLY SHEAR BLOCK STD. PLAN - 310.2 6/28/2023 BLUE REFLECTIVE PAVEMENT MARKER, STIMSONITE MODEL C88 OR EQUAL, PLACED 4" FROM ROADWAY CENTERLINE AS INDICATED BELOW TWO LANE ROAD OFFSET MARKER ON SIDE STREETS WHERE THE HYDRANT IS WITHIN 20' OF A MAJOR STREET, THE MARKER SHALL BE INSTALLED ON THAT MAJOR STREET FOUR LANE ROAD OFFSET MARKER FIVE LANE ROAD OFFSET MARKER 4"0.7" MARKERMARKER MARKER MARKER PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator FIRE HYDRANT ASSEMBLY PAVEMENT MARKER STD. PLAN - 310.3 6/28/2023 A TEE 2" TAPPED REDUCING TEE (MJxFIPT) PIPE 2" BRASS NIPPLE (MIPT), 4" LENGTH VALVE 2" GATE VALVE (FIPT) WITH SQUARE OPERATING NUT AND EXTENSION PER STD PLAN 330.8 VALVE BOX VALVE BOX AND LID PER STD PLAN 330.8 COUPLING 2" BRASS COUPLING (MIPT x PACK JOINT), FORD C84-77-Q-NL OR EQUAL TUBING 2" TYPE "K" SOFT COPPER TUBING BEND 2" 90° BRASS BEND (PACK JOINT x PACK JOINT OR PACK JOINT x FIPT), FORD L44-77-Q-NL OR L41-77-Q-NL OR EQUAL METER SETTER 2" VERTICAL METER SETTER WITH BYPASS, FLANGED ANGLE BALL VALVE AND PADLOCK WINGS ON INLET, ANGLE CHECK VALVE ON OUTLET, AND BALL VALVE ON BYPASS WITH PADLOCK WINGS, FORD VBH87-12B-11-77-Q-NL, A.Y. MCDONALD 730B-612WDFF665, OR MUELLER B-2427N (2"), BYPASS NOT PERMITTED ON IRRIGATION METERS METER SPREADER 17 3 16" RIGID METER SPREADER (TEMPORARY) WATER METER AMI WATER METER WITH RADIO AND BATTERY UNIT, TO BE SUPPLIED AND INSTALLED BY CITY FORCES METER BOX 17"X30" METER BOX, ARMORCAST A6001640PCX18, WITH METER BOX LID, ARMORCAST A6001947RCI-H7, TO READ "RENTON WATER" COUPLER 2" COUPLER (PACK JOINT x PACK JOINT), FORD C4#-7#-Q-NL OR EQUAL, WITH GALVANIZED PLUG IF PRIVATE SERVICE LINE IS NOT YET INSTALLED GRAVEL CSTC TO SUPPORT METER BOX, METER BYPASS TO BE EXPOSED B C D E F G H I J K L PROPERTY LINEFINISHED GRADE SIDEWALK 21" TO 30"24" TO 30"12" CITY PIPING PIPING PRIVATE A B C D G H I JK E L M MAIN MATERIALS 2" SERVICE 9" TO 12" F E M BACK OFSIDEWALKPUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator 2" WATER SERVICE IN CEMENT CONCRETE SIDEWALK STD. PLAN - 320.2 WINDSOR HILLS UTILITY IMPROVEMENTS WTR-27-4186 NOTES: 1.MINIMUM BEARING AREA MUST BE ADJUSTED FOR PIPE SIZE, PRESSURE, AND SOIL CONDITIONS. 2.FITTINGS SHALL BE POLYWRAPPED PRIOR TO POURING CONCRETE BLOCKING. 3.CONCRETE BLOCKING SHALL BE CAST IN PLACE AND SHALL HAVE A MINIMUM OF 0.25 SF BEARING AREA AGAINST THE FITTING. 4.CONCRETE BLOCKING SHALL BEAR AGAINST FITTINGS ONLY AND SHALL BE CLEAR OF JOINTS TO PERMIT TAKING UP OR DISMANTLING JOINT. 5.CONTRACTOR SHALL INSTALL BLOCKING ADEQUATE TO WITHSTAND FULL HYDROSTATIC TEST PRESSURE AS WELL AS TO CONTINUOUSLY WITHSTAND OPERATING PRESSURE UNDER ALL CONDITIONS OF SERVICE. 6.ALL CONCRETE SHALL BE MECHANICALLY MIXED. JOB SITE MIXING, HAND-MIXED CONCRETE, AND MOBILE CONCRETE MIXERS ARE NOT ALLOWED. 7.IN MUCK OR PEAT, ALL THRUSTS SHALL BE RESTRAINED BY PILES OR TIE RODS TO SOLID FOUNDATION OR MUCK OR PEAT SHALL BE REMOVED AND REPLACED WITH BALLAST OF SUFFICIENT STABILITY TO RESIST THRUST. 8.CONCRETE BLOCKING SHALL BE LEFT OPEN OR SHEETED FOR MINIMUM 24 HOURS. MINIMUM BEARING AREA AGAINST UNDISTURBED SOIL (SF) * PIPE SIZE PRESSURE (PSI) 4"200 300 2/(1) 3/(2) 1/(NONE ) 2/(2) 1/(NONE ) 2/(1) NONE 1/(1) NONE NONE 6"200 300 4/(3) 6/(4) 3/(2) 4/(3) 3/(1) 3/(2) 1/(1) 2/(1) 1/(NONE ) 1/(NONE ) 8"200 300 7/(5) 11/(8) 5/(3) 8/(5) 4/(3) 6/(4) 2/(2) 3/(2) 1/(1) 2/(1) 10"200 275 11/(8) 16/(11) 8/(6) 11/(7) 6/(4) 9/(6) 3/(2) 5/(3) 2/(1) 3/(2) 12"200 250 16/(11) 24/(16) 11/(8) 17/(11) 9/(6) 13/(9) 5/(3) 7/(5) 3/(2) 4/(3) 14"200 250 22/(13) 33/(22) 16/(11) 23/(16) 12/(8) 18/(12) 6/(4) 9/(6) 3/(2) 5/(3) 16"200 225 29/(19) 32/(21) 21/(14) 23/(16) 16/(11) 17/(12) 8/(6) 9/(6) 5/(3) 5/(3) 18"200 36/(24)26/(17)20/(13)10/(7)5/(4) 20"200 45/(29)32/(21)24/(16)13/(8)7/(4) 24"200 64/(43)46/(30)35/(23)18/(12)9/(6) * VALUES BASED ON SAFE BEARING LOAD OF 2,000/(3,000) PSF SOIL TYPE SAFE BEARING LOAD (PSF) MUCK OR PEAT 0 SOFT CLAY 1,000 SAND 2,000 SAND AND GRAVEL 3,000 CEMENTED WITH CLAY 4,000 HARD SHALE 10,000 E B D A C B A B C D E 11 1 4° BEND 22 1 2° BEND 45° BEND90° BEND CAP / PLUG TEE PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator CONCRETE BLOCKING FOR HORIZONTAL FITTINGS STD. PLAN - 330.1 6/28/2023 NOTES: 1.NO CHANGE IN PIPE DIRECTION OR DIAMETER SHALL OCCUR WITHIN 36' OF THE VERTICAL BEND. BENDS, TEES, REDUCERS, ETC. BEYOND THE 36' LIMIT MAY BE RESTRAINED BY STANDARD CONCRETE BLOCKING PER STD PLANS 330.1 AND 330.2. 2.FITTINGS SHALL BE POLYWRAPPED AFTER INSTALLATION OF PIPE CLAMPS AND ANCHOR RODS PRIOR TO POURING CONCRETE BLOCKING. 3.PIPE CLAMPS AND ANCHOR RODS SHALL BE INSTALLED PER STD PLAN 330.4. 4.JOINT RESTRAINT SHALL BE MEGALUG SERIES 1100 OR EQUAL. 5.WATER MAIN SHALL NOT BE PRESSURIZED UNTIL ALL TRENCHING WITHIN 100' OF VERTICAL BEND IS BACKFILLED AND COMPACTED TO MINIMUM 3' COVER. 6.90° VERTICAL BENDS SHALL ONLY BE INSTALLED WHERE GIVEN PRIOR APPROVAL BY THE CITY. 7.ALL CONCRETE SHALL BE MECHANICALLY MIXED. JOB SITE MIXING, HAND-MIXED CONCRETE, AND MOBILE CONCRETE MIXERS ARE NOT ALLOWED. 8.BACKFILL TRENCH BEYOND 90° VERTICAL BLOCK WITH CRUSHED SURFACING TOP COURSE MATERIAL COMPACTED TO 95% MDD. CRUSHED BACKFILL SHALL EXTEND 20' BEYOND BLOCK OR TO FIRM BEARING TRENCH WALL, WHICHEVER IS LESS. 9.CONCRETE BLOCKING SHALL BE LEFT OPEN OR SHEETED FOR MINIMUM 24 HOURS. MINIMUM DIMENSIONS PIPE SIZE BEND VOLUME (CF)A D *L 4" 11 1 4° BLOCKING NOT REQUIRED22 1 2° 45° 90°16 2.5'3 4"2.0' 6" 11 1 4° BLOCKING NOT REQUIRED 22 1 2° 45°13 2.3'3 4"2.0' 90°43 3.5'3 4"2.0' 8" 11 1 4° BLOCKING NOT REQUIRED 22 1 2° 45°33 3.2'3 4"2.0' 90°86 4.4'3 4"2.0' 10" 11 1 4°BLOCKING NOT REQUIRED 22 1 2°13 2.3'3 4"2.0' 45°64 4.0'3 4"2.0' 90°141 5.2'1"3.5' 12" 11 1 4°BLOCKING NOT REQUIRED 22 1 2°20 2.7'3 4"2.0' 45°111 4.8'3 4"2.0' 90°206 5.9'1 1 8"4.0' * D = ANCHOR ROD DIAMETER MINIMUM DIMENSIONS BASED ON FOLLOWING CONDITIONS: • PIPE RESTRAINED MINIMUM 36' ON EACH SIDE OF BEND • SAFE BEARING LOAD = 1,000 SF • CONCRETE STRENGTH = 3,000 PSI • CONCRETE WEIGHT = 150 PCF • HYDROSTATIC PRESSURE = 200 PSI • TRENCH = TYPE 2 FLAT BOTTOM TRENCH WITH LIGHTLY CONSOLIDATED BACKFILL PER ANSI/AWWA C150/A21.50 • FACTOR OF SAFETY = 1.5 • SOIL FRICTIONAL RESISTANCE BASED ON COHESIVE GRANULAR SOIL (GC+SC), SAND, GRAVEL, CLAY MIXTURE CONCRETE BLOCKING DESIGN MUST BE ADJUSTED FOR VARIANCES IN ANY OF THESE CONDITIONS. 45° BEND L L A A A A L L 11 1 4° AND 22 1 2 ° BENDS PIPE CLAMP AND ANCHOR ROD PIPE CLAMP AND ANCHOR ROD A A L L 90° BEND PIPE CLAMP AND ANCHOR ROD PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator CONCRETE BLOCKING FOR VERTICAL FITTINGS WITH RESTRAINED JOINTS STD. PLAN - 330.3 6/28/2023 WATER MAIN PIPE CLAMP HEAVY DUTY HOT-DIPPED GALVANIZED PIPE CLAMP, COOPER B-LINE B3132 OR EQUAL, WITH OPENINGS TO ACCOMMODATE ANCHOR ROD DIAMETER ANCHOR ROD ALL-THREAD ROD, ASTM A242 CORTEN OR STAINLESS STEEL, SIZE PER STD PLAN 330.2 AND STD PLAN 330.3 NUT HEAVY HEX NUT, ASTM A563 GRADE C3 OR STAINLESS STEEL 316SS, SIZE TO MATCH ANCHOR ROD DIAMETER, TIGHTEN TOP NUTS TO TENSION BOLTS AND LOWER NUTS TO COMPRESS CLAMP SNUG WASHER ROUND FLAT STRUCTURAL WASHER, CORTEN OR STAINLESS STEEL 316SS, SIZE TO MATCH ANCHOR ROD DIAMETER A MATERIALS B C D A B C D PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator CONCRETE BLOCKING PIPE CLAMP AND ANCHOR RODS STD. PLAN - 330.4 6/28/2023 VALVE OPERATING NUT EXTENSION VALVE MARKER POST SECTION A-A AA VALVE BOX AND LID NOTES: 1.EXTENSIONS ARE REQUIRED WHEN VALVE NUT IS MORE THAN 3' BELOW FINISHED GRADE. EXTENSIONS ARE TO BE A MINIMUM OF 1' LONG. ONLY ONE EXTENSION TO BE USED PER VALVE. 2.ALL EXTENSIONS ARE TO BE MADE OF STEEL, SIZED AS NOTED, WITH ANTICORROSION COATING CONFORMING TO AWWA C210 NOTES: 1.VALVE MARKER POST TO BE USED FOR ALL MAIN LINE VALVES OUTSIDE PAVED AREAS. 2.DISTANCE TO VALVE SHALL BE NEATLY STENCILED ON THE POST WITH 2" NUMERALS. MAIN 3" MIN VALVE BOX TWO-PIECE VALVE BOX WITH REGULAR BASE SECTION TO FIT AND STANDARD 8" TOP SECTION, OLYMPIC FOUNDRY INC 940 OR RICH #045 (NON-LOCKING) VALVE BOX LID COVER TO MATCH VALVE BOX MANUFACTURER, TO READ "WATER", WITH EARS IN DIRECTION OF WATER MAIN HMA COLLAR 8" THICK HMA FOR VALVE IN PAVED AREA OR 3'x3'x6" CONCRETE PAD IN UNPAVED AREA OPERATING NUT EXTENSION SEE DETAIL, THIS SHEET MARKER POST WHITE MARKER POST WITH ANCHOR BARB AND BLUE LABEL TO READ "WATER", CARSONITE UTILITY MARKER CRM3-066-08 OR EQUAL A B C D E MATERIALS 3 3 4" 62" 34" 24" 12" 8" TO 12" 2" SQUARE OPERATING NUT 4 1 4" DIAMETER 1 8" MIN THICKNESS 1" DIAMETER STEEL, LENGTH AS REQUIRED 1 8" MIN THICKNESS 2 1 4" INSIDE MEASUREMENT 2 1 4" DEPTH D A C B E PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator VALVE BOX, OPERATING NUT EXTENSION, AND MARKER POST STD. PLAN - 330.7 6/28/2023 CORPORATION STOP 1" BALLCORP WITH AWWA TAPERED (CC) INLET AND COPPER THREAD OUTLET, FORD FB600-4-NL OR EQUAL SWING JOINT 1" BRASS SWING JOINT PIPE 1" TYPE "K" SOFT COPPER TUBING COUPLING 1" STRAIGHT COUPLING (MIPT x PACK JOINT), FORD C84-44, MUELLER H15428, OR EQUAL GATE VALVE 1" BRONZE GATE VALVE, THREADED, RED-WHITE VALVE NO. 280, OHIO BRASS NO. 2500, OR EQUAL UNION 1" BRASS UNION PIPE 1" BRASS NIPPLE AIR & VACUUM RELEASE VALVE ASSEMBLY 1" AIR AND VACUUM RELEASE VALVE ASSEMBLY, APCO NO. 143-C, VAL-MATIC NO. 201-C, OR CRISPIN UL10, OR EQUAL PIPE 1" GALVANIZED IRON NIPPLE BEND 1" 90° GALVANIZED IRON BEND UNION 1" GALVANIZED IRON UNION PIPE 1" GALVANIZED IRON PIPE, LENGTH TO FIT SWING JOINT (1) 2"X1" BELL REDUCER (2) 2" 90° STREET ELLS PIPE 2" GALVANIZED IRON PIPE, LENGTH TO FIT, FIELD LOCATE BEND 2" 180° RETURN BEND, OPEN PATTERN STRAINER 2" BEEHIVE STRAINER METER BOX AND LID METER BOX, ARMORCAST A6001946PCX18, WITH METER BOX LID, ARMORCAST A6001969RCI-H7, TO READ "RENTON WATER" GRAVEL 1 1 4" WASHED GRAVEL A B C D E F G H I J K L M N O P Q R 12" MIN A B C D E F G B G H I J K L M N O P Q 6" MIN 5" TO 18" NOTES: 1.AIR AND VACUUM RELEASE VALVE ASSEMBLY MUST BE INSTALLED AT THE HIGHEST POINT IN THE WATER MAIN. IF THE HIGH POINT FALLS IN A LOCATION WHERE THE ASSEMBLY CANNOT BE INSTALLED, PROVIDE ADDITIONAL DEPTH OF MAIN TO CREATE THE HIGH POINT AT A LOCATION WHERE THE ASSEMBLY CAN BE INSTALLED. 2.LOCATE METER BOX OUTSIDE OF TRAFFIC AREAS, BEHIND THE CURB. MAIN R MATERIALS FINISHED GRADE PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator 1" AIR AND VACUUM RELEASE VALVE ASSEMBLY STD. PLAN - 340.3 6/28/2023 #4 REBAR AT 8" ON CENTER WITH 180° STANDARD HOOKS @ BOTH ENDS 3/4" CORTEN CONTINUOUS THREAD RODS INSTALLED SYMMETRICALLY AROUND PIPE TO MATCH BOLT HOLES 18" 6"1'-6"MIN3" C.L.18"3" C.L.3" MIN1'-6" MIN 1"-6" MIN 2-6" MAXIMUM 1'-6"MIN1-6"MIN1-6"MIN5"9" TOP SECTION VIEW NOT TO SCALE SIDE SECTION VIEW NOT TO SCALE ELEVATION VIEW NOT TO SCALE NOTES: 1.CONCRETE SHALL BE 3000 P.S.I. READY MIX POURED IN PLACE 2.REINFORCED BARS SHALL BE DEFORMED BARS AND TIED TOGETHER. 3.FORMWORK AT FACE OF ANCHOR WALLS MUST BE REMOVED. BACKFILL AT FACE OF ANCHOR WALL MUST BE COMPACTED TO 95% MAX DRY DENSITY BASED ASTM D1557 PRIOR TO REINSTATING SERVICE OF THE WATER MAIN. UNDISTURBED EARTH CONCRETE DEADMAN BLOCK PUBLIC WORKS DEPARTMENT WINDSOR HILLS UTILITY IMPROVEMENTS WTR-27-4186 DocuSign Envelope ID:3458681D-914F-4F2D-AB59-7C192D3B78A3 MANHOLE FRAME AND COVER 6" l SEE STD. PLAN 401 12" MAX. ADJUSTMENT RINGS AND MORTAR JOINTS 10440.1 SEE NOTE 3 D, FIRST STEP SHALL BE A MAXIMUM OF 18" 1 BELOW THE COVER. CONE (ECCENTRIC) STEPS — POLYPROPYLENE STEPS 6-1/2"~I —•' SHALL BE INCLUDED r 5' MIN. RUBBER GASKETED JOINTS SEE NOTE 5 c 12" (TYP) •. IF REQUIRED, LADDER—POLYPROPYLENE SHALL BE ATTACHED TO MANHOLE MAX. PIPE SIZE — 'E' s SHELF AND CHANNEL SHALL BE 3000 PSI CONCRETE 1% o . a'PRECAST BASE SECTION OR CAST IN SHELF. i••r!••'•hetishir!•e•r•tr!• %•s:!•" COMPACTED SUBGRADE WITH 6" CRUSHED ROCK OR ADDITIONAL NOT TO SCALE MATERIAL SUITABLE TO SUPPORT STRUCTURE. A' B' C' D' E' 48" MH 48" 6" MIN. 5"MIN 24" MIN. 21" I.D. 54" MH 54" 8" MIN. 5.5" MIN. 24" MIN. 24" I.D. 60" MH 60" 8" MIN. 6" MIN. 42" MIN. 30" I.D. NOTES: 1. STEPS ARE TO BE IN PLACE BEFORE MANHOLE SECTIONS ARE INSTALLED. 2. MANHOLE SECTIONS TO BE OF REINFORCED PRECAST CONCRETE IN CONFORMANCE WITH ASTM C-478. 3. ADJUSTMENT OF THE CASTING TO GRADE SHALL BE PER STD PLAN 106. THE USE OF SHIMS IS PROHIBITED. 4. SANITARY SEWER MANHOLES SHALL HAVE ALL INTERIOR SURFACES, INCLUDING CHANNELING, FACTORY—COATED (SEALED) WITH A HIGH SOLIDS URETHANE COATING; WASSER MC—SHIELDCOAT 100 OR APPROVED EQUAL; COLOR OF COATING SHALL BE WHITE. 5. RUBBER GASKETED JOINTS SHALL BE IN CONFORMANCE WITH ASTM C-443. 6. CHANNEL WIDTH AND HEIGHT SHALL EQUAL THE INSIDE DIAMETER OF THE LARGEST PIPE. 7. CONNECTIONS TO MANHOLE SHALL BE MADE USING KOR—N—SEAL BOOTS OR APPROVED EQUAL. 8. IN UNIMPROVED AREAS, MANHOLES SHALL EXTEND A MINIMUM OF 6" AND A MAXIMUM OF 12" ABOVE FINISHED GRADE OR MUST HAVE AN AT—GRADE, MINIMUM 2'—WIDE CONCRETE RING POURED AROUND THE COVER. IN PAVED AREAS, COVER MUST SLOPE TO MATCH PAVING. 9. MANHOLES OVER 20' DEEP SHALL BE A MINIMUM OF 60" IN DIAMETER. STD.PLAN-400.1 PUBLIC WORKS gnedby: DEPARTMENT STANDARD SANITARY MANHOLE Martin Pastucli'26/202C I 12: F N T O M°tertf , 449D... DATE DocuSign Envelope ID:345B681 D-914F-4F2D-AB59-7C192D3B78A3 rW (SEE NOTE 7) LIMITS OF PIPE ZONE 6" BEDDING MATERIAL FORa SANITARY SEWER PIPE O.D. SEE NOTE 5) of PIPE FOUNDATION LEVEL 6" BEDDING FOR SANITARY SEWER PIPE NOTES: 1. PROVIDE UNIFORM SUPPORT UNDER BARREL. 2. HAND TAMP UNDER HAUNCHES. 3. COMPACT BEDDING MATERIAL TO 95% MAX. DENSITY EXCEPT DIRECTLY OVER PIPE. HAND TAMP ONLY. 4. PIPE INSTALLATION SHALL BE PER SECTION 7-08 OF THE STANDARD SPECIFICATIONS. 5. PIPE ZONE MATERIAL SHALL BE PER SECTION 9-03.12(3) OF THE STANDARD SPECIFICATIONS. 6. PIPE MUST BE ANCHORED IN SUCH A MANNER AS TO ENSURE FLOW LINE IS MAINTAINED. 7. TRENCH WIDTH SHALL BE PER SECTION 2-09.4 OF THE STANDARD SPECIFICATIONS. STD. PLAN—405 PUBLIC WORKS PIPE BEDDING APP --- 41' 1 DEPARTMENT FOR SANITARY SEWERS Martin Pastucfa/26/2o2o I 12: 4 i f H 1° 8B®467 FD98B449D... vueuc won nomim.v.w DATE 23 Drainage Report\ DRAINAGE REPORT City of Renton Windsor Hills Utility Replacement Drainage Report April 2024 BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, WA 98101 (206) 505-3400 www.bhcconsultants.com This report has been prepared for the use of the client for the specific purposes identified in the report. The conclusions, observations, and recommendations contained herein attributed to BHC Consultants constitute the opinions of BHC Consultants. To the extent that statements, information, and opinions provided by the client or others have been used in the preparation of this report, BHC Consultants has relied upon the same to be accurate, and for which no assurances are intended and no representations or warranties are made. BHC Consultants makes no certification and gives no assurances except as explicitly set forth in this report Copyright 2023, BHC Consultants, LLC All rights reserved. ACKNOWLEDGEMENTS This document was prepared under the direct supervision of: Rebecca Loveday Ochiltree, P.E. BHC Consultants, LLC 04/02/2024 THIS PAGE INTENTIONALLY BLANK. City of Renton Windsor Hills Utility Replacement Drainage Report i TABLE OF CONTENTS 1. Project Overview .................................................................................................................................. 1 1.1 Existing Site .............................................................................................................................. 1 1.2 Proposed Project ....................................................................................................................... 2 2. Conditions and Requirements Summary ............................................................................................. 2 3. Offsite Analysis .................................................................................................................................... 5 4. Flow Control, Low Impact Development (LID), and Water Quality Facility Analysis and Design .......... 5 5. Special Reports and Studies ................................................................................................................ 5 6. Other Permits ....................................................................................................................................... 5 7. CSWPP Analysis and Design .............................................................................................................. 6 7.1 Part A: Erosion and Sediment Control Plan Analysis and Design ............................................. 6 7.2 Part B: Stormwater Pollution Prevention and Spill Control Plan Design .................................... 6 8. Operations and Maintenance Manual .................................................................................................. 7 9. References .......................................................................................................................................... 7 LIST OF TABLES Table 1 Requirements for Targeted Drainage Review Categories #1 and #2 ............................................... 3 LIST OF FIGURES Figure 1: Vicinity Map Figure 2: Existing Conditions Select Issued for Bid Drawings APPENDICES Appendix A – Operations and Maintenance Manual Appendix B – Geotechnical Engineering Report Appendix C – Construction Stormwater Pollution Prevention Plan (under separate cover) City of Renton Windsor Hills Utility Replacement Drainage Report ii THIS PAGE INTENTIONALLY BLANK. City of Renton Windsor Hills Utility Replacement Drainage Report iii ABBREVIATIONS AND ACRONYMS LIST APA Aquifer Protection Area BMP Best Management Practices BP Basin Plan City City of Renton COR City of Renton CSWPP Construction Stormwater Pollution Prevention DHA Duane Hartman and Associates ELW East Lake Washington ESC Erosion and Sediment Control FEMA Federal Emergency Management Agency HMP Hazard Mitigation Plan LF Linear Feet LID Low Impact Development LMP Lake Management Plan MDP Master Drainage Plan NFHL National Flood Hazard Layer PSE Puget Sound Energy RMC Renton Municipal Code ROW Right-of-Way SCP Salmon Conservation Plan SFDP Shared Facility Drainage Plan SWCP Stormwater Compliance Plan SWPP Stormwater Pollution Prevention SWDM Surface Water Design Manual TDR Targeted Drainage Report WSDOT Washington State Department of Transportation City of Renton Windsor Hills Utility Replacement Drainage Report iv THIS PAGE INTENTIONALLY BLANK. City of Renton Windsor Hills Utility Replacement Drainage Report 1 1. Project Overview The City of Renton (City) Windsor Hills Utility Improvement Project involves the installation of new water mains, service lines to customers, and fire hydrants, along with stormwater improvements consisting of new storm drain piping, catch basins, and manholes. Overall, this project is intended to increase fire flow capacity and improve water quality as part of the City’s Water System Plan Update dated May 2021. This Drainage Report is in accordance with Renton’s 2022 Surface Water Design Manual (SWDM). The SWDM is adopted from the 2021 King County Surface Water Design Manual with amendments. It was determined a Targeted Drainage Report (TDR) Project Category #1 and #2 are needed for this project. A Category #1 TDR is required due to the critical areas within the project area including regulated slopes, high landslide potential, and high erosion hazard. A Category #2 is also required due to the proposed drainage pipe size of 12 inches (Reference: Renton SWDM). The location of the Windsor Hills Project is the Windsor Hills neighborhood of Renton, east of I-405, west of Edmonds Ave NE, and north of NE 4th Street. Windsor Hills is an established residential neighborhood consisting of single-family residences. See Figure 1: Vicinity Map for further detail. Project work is anticipated to be largely completed within the existing City right of way, on City property, or in existing City easements. The proposed quantity of replaced utilities in this project includes approximately 7,000 linear feet (LF) of new 8-inch ductile iron water mains, new 1-inch water service lines to 136 existing customers, and new fire hydrants installed within 300 feet of existing residential dwellings. Stormwater improvements will include approximately 4,200 LF of 12-inch storm drain with catch basins and manholes. An existing ditch (Ditch 1) lined with stones and concrete debris runs between 514 and 550 Grandey Way NE and drains into a culvert beneath Grandey Way NE. The ditch is 2.5 to 5 feet wide, 2 to 4 feet deep, 80 feet long, and has a roughly 5 percent slope. An existing 4- to 6-foot-high retaining wall runs along the eastern property boundaries. A second existing concrete lined ditch (Ditch 2) runs between 472 and 476 Bronson Way NE and drains into a culvert underneath Bronson Way NE. The ditch is approximately 6-to12-inches deep, 2 feet wide, 120 feet long, and has roughly a 2 percent slope. A 1- to 3-foot-deep ditch with a 10 percent inclination (Ditch 3) is located on the Puget Sound Energy (PSE) parcel south of 456 Bronson Way NE. The ditch flows from southeast to northwest, connecting stormwater drainage pipes from neighboring properties to an existing catch basin adjacent to Bronson Way NE (BHC, 2023). The eastern side of the ditch is grassed, and the western side of the ditch is covered in thick blackberry bushes. The existing site conditions are presented in Figure 2: Existing Conditions. 1.1 Existing Site The Windsor Hills Utility Improvement Project consists of improvements in an area of approximately 35 acres within the Windsor Hills residential neighborhood in Renton. This area is located in the Cedar River- Lake Washington Watershed in the East Lake Washington (ELW) Basin. The ELW Basin is broken into five City of Renton Windsor Hills Utility Replacement Drainage Report 2 sections along the east side of Lake Washington. This project is located in the furthest south section of this basin at the bottom of Lake Washington. The existing site conditions are typical of those in a residential neighborhood, with the following additional features: Areas mapped within regulated, sensitive, and protected slopes (Reference: City of Renton, 2022) Areas mapped in high erosion potential areas (Reference: City of Renton, 2022) Two concrete lined ditches running between properties. 1.2 Proposed Project Proposed project improvements include below ground piping, catch basins, manholes, new water meter connections, and improvements to three open channels: Ditch 1, Ditch 2, and Ditch 3. Ditch 1 improvements include a proposed bird cage overflow structure that will convey stormwater from an existing storm drain above the existing wall to a proposed storm drain that will replace the existing ditch. The proposed bird cage and storm drain will be connected by an 18-inch diameter polypropylene buried stormwater pipe. The existing wall will be protected during installation of the overflow structure by carefully excavating the area and providing bracing as needed. Ditch 2 improvements include replacement of the surface water ditch with hard-piped18-inch diameter polypropylene stormwater pipe that flows from a proposed bird cage inlet structure at the southeast property boundaries. Ditch 3 will be improved by expanding its width and depth and lining it with quarry spalls. The proposed land use is described as follows: Residential – 8 Residential – Multi-Family Commercial Office 2. Conditions and Requirements Summary Per Figure 1.1.2.A Flow Chart for Determining Type of Drainage Review Required in the SWDM, a targeted drainage review is required for this project. Targeted drainage reviews are broken into three categories and this project pertains to two of the three: Category #1: Projects containing or adjacent to a flood, erosion, or steep slope hazard area; or projects within a Landslide Hazard Drainage Area or Aquifer Protection Area. Category #2: Projects that construct or modify a drainage pipe/ditch that is 12-inch or larger or receive runoff from a 12-inch of larger drainage pipe/ditch. Per the SWDM, if the proposed project has the characteristics of more than one project category, the requirements of each applicable category shall apply. Table 1 below contains the necessary Core Requirements and Special Requirements applicable for a Category #1 and #2 TDR. City of Renton Windsor Hills Utility Replacement Drainage Report 3 Table 1 Requirements for Targeted Drainage Review Categories #1 and #2 Requirement Targeted Drainage Review Category #1 Category #2 Core Requirement #1: Discharge at Natural Location √ Core Requirement #2: Offsite Analysis √1 Core Requirement #3: Flow Control Facilities Core Requirement #4: Conveyance System √ Core Requirement #5: Construction Stormwater Pollution Prevention √ √ Core Requirement #6: Maintenance and Operations √ Core Requirement #7: Financial Guarantees and Liability √1 Core Requirement #8: Water Quality Facilities Core Requirement #9: On-Site BMPs Special Requirement #1: Other Adopted Area-Specific Requirements √1 Special Requirement #2: Flood Hazard Area Delineation √1 Special Requirement #3: Flood Protection Facilities √1 Special Requirement #4: Source Control √1 √1 Special Requirement #5: Oil Control Special Requirement #6: Aquifer Protection Areas √1 √1 Notes: 1) These requirements have exemptions or thresholds that may preclude or limit their application to a specific project. Each requirement and its applicability to this specific project is described below. Core Requirement #1: Discharge at the Natural Location Stormwater runoff from the project area presently is and will continue to be routed to an existing WSDOT pond area, eventually discharging to the Cedar River. Core Requirement #2: Offsite Analysis The project falls under exemption #1 from Core Requirement #2: “The City of Renton determines there is sufficient information for them to conclude that the project will not have a significant adverse impact on the downstream and/or upstream drainage system.” The project serves to upgrade the existing stormwater system in-kind and will not have a significant adverse impact on the existing downstream and/or upstream systems. City of Renton Windsor Hills Utility Replacement Drainage Report 4 Core Requirement #4: Conveyance System According to SWDM Section 1.2.4.2 Conveyance Requirements for Existing Systems, conveyance systems that will not experience a change in flow characteristics as a result of the proposed project need not be analyzed for conveyance capacity. For this project, all existing pipes are being upsized to 12-inch minimum per City standard. No flooding issues have been observed with the current system containing 8-inch pipes, it is assumed that upsizing the pipes will not cause flooding issues. Core Requirement #5: Construction Stormwater Pollution Prevention Required Erosion and Sediment Control (ESC) measures and Stormwater Pollution Prevention (SWPP) and spill control measures as detailed in SWDM Section 1.2.5, are incorporated into the project design, and will be implemented and maintained during the construction phase. Temporary and permanent ESC plans are shown on the Drawing Sheets included with this report. The contractor will be required to implement a Construction Stormwater Pollution Prevention (CSWPP) Plan per this core requirement, which is discussed further in Section 7 of this report and included under separate cover as Appendix C. Core Requirement #6: Maintenance and Operations The proposed stormwater improvements for this project are located in City right-of-way (ROW) with the exception of three ditches that are located on private property. The improvements located in the ROW will be maintained by the City of Renton in accordance with Appendix A of the SWDM (Maintenance Requirements for Stormwater Facilities and On-Site BMPs) and Appendix A of this Drainage Report (Operations and Maintenance Manual). The three ditches that are part of this project will also be maintained by the City per the SWDM. Core Requirement #7: Financial Guarantees and Liability The Windsor Hills Utility Improvement Project design and construction is funded and managed by the City of Renton. The bonds and insurances described in Core Requirement #7 do not apply to this project. Special Requirement #1: Other Adopted Area-Specific Requirements The proposed work is not related to the drainage requirements listed in SWDM Section 1.3.1. Master Drainage Plans (MDPs): Not applicable. Basin Plans (BPs): Not applicable. Salmon Conservation Plans (SCPs): Not applicable. Stormwater Compliance Plans (SWCPs): Not applicable. Lake Management Plans (LMPs): Not applicable. There are no LMPs for this area. Hazard Mitigation Plan (HMP): Not Applicable. Shared Facility Drainage Plans (SFDPs): Not applicable. Drainage facilities are not being shared. City of Renton Windsor Hills Utility Replacement Drainage Report 5 Special Requirement #2: Flood Hazard Area Delineation According to Federal Emergency Management Agency’s (FEMA) National Flood Hazard Layer (NFHL) Viewer, the project is not located within a flood hazard area. Special Requirement #3: Flood Protection Facilities The project does not rely on existing flood protection facilities and does not modify or construct a new flood protection facility; therefore, no flood protection measures are required. Special Requirement #4: Source Control The proposed project does not require a commercial building or commercial site development permit. Special Requirement #6: Aquifer Protection Areas Portions of the proposed project are located in Wellhead Protection Areas per the City’s online COR maps. The specific areas to consider for this Special Requirement within the project are the three open channel ditches. Of the three proposed ditches, only Ditch 1 is located in a Zone 2 Aquifer Protection Area (APA) along Grandey Way NE. 3. Offsite Analysis A downstream analysis is not required since the project is exempt as described under Core Requirement #2, above. 4. Flow Control, Low Impact Development (LID), and Water Quality Facility Analysis and Design Flow control, LID, and water quality facility analysis and design are not required for a Category #1 or #2 Targeted Drainage Review and are excluded from this report. 5. Special Reports and Studies The following reports are relevant to this project: Site Survey – Duane Hartman and Associates, Inc (DHA), July 2022. Geotechnical Engineering Report – Aspect Consulting, September 2022. 6. Other Permits Permits required with this project will be the following standard permits associated with grading and drainage review: Critical Areas Exception Memo, City of Renton Right of Way Permit, City of Renton. City of Renton Windsor Hills Utility Replacement Drainage Report 6 7. CSWPP Analysis and Design Since the construction site has the potential to pollute stormwater by sediment erosion and by ineffective management of onsite construction-related activities and material storage, contractors are required to implement a Construction Stormwater Pollution Prevention (CSWPP) Plan to effectively manage onsite construction activities and materials in relation to stormwater pollution. The CSWPP is a comprehensive document comprised of an Erosion and Sediment Control (ESC) Plan and a Stormwater Pollution Prevention and Spill Control (SWPPS) Plan. The following sections describe the respective components of the CSWPP, which propose the implementation of various Best Management Practices (BMPs) to prevent stormwater pollution onsite and in nearby areas from construction activities. The completed CSWPP can be found in Appendix C. 7.1 Part A: Erosion and Sediment Control Plan Analysis and Design The ESC Plan aims to prevent the transport of sediment to bodies of water, drainage systems, and adjacent properties during and following project construction. A variety of strategies can be employed to minimize erosion and transport of sediment to the maximum extent practicable. The specific strategies and Best Management Practices (BMPs) that will be implemented as part of the ESC portion of the CSWPP are listed below. Further detail about design, implementation, and management of these BMPs can be found in the Construction SWPPP included under separate cover as Appendix C. Clearing limits Cover measures Perimeter protection Traffic area stabilization Sediment retention Surface water collection Dewatering control Dust control. 7.2 Part B: Stormwater Pollution Prevention and Spill Control Plan Design The SWPP Plan aims to prevent, reduce, or eliminate the discharge of pollutants to onsite or adjacent stormwater systems or bodies of water from construction related activities. Materials delivery and storage and onsite equipment fueling, and maintenance are all construction related activities with the potential to discharge pollutants onsite, or to nearby stormwater systems or bodies of water. The following pollutants are anticipated to be present onsite: Fuel and lubricants for construction equipment Municipal raw sewage. The specific strategies and BMPs that will be implemented as part of the SWPP portion of the CSWPP to prevent onsite discharge of the above pollutants are listed below. Additional detail about design, City of Renton Windsor Hills Utility Replacement Drainage Report 7 implementation, and management of these BMPs can be found in the Construction SWPPP included under separate cover as Appendix C. Sawcutting and surfacing pollution prevention Material delivery, storage, and containment. 8. Operations and Maintenance Manual Per requirements in the SWDM, an operations and maintenance manual is to be provided for all flow control, conveyance, and water quality facilities. Appendix A contains the maintenance requirements for the conveyance facilities included in the proposed project design. The maintenance requirements are taken from Appendix A of the SWDM. 9. References City of Renton, 2022, SWDM City of Renton, 2022, Renton Municipal Code (RMC) Critical Areas Regulations, Chapter 4-03-050, accessed June 1, 2023. FIGURES AND SELECT DRAWINGS GIS Data Source: King C ounty G IS Data sources supplied may not reflect current or actual conditions. This m ap is a geographic representation based on inform ation available. It does not represent survey data. No warranty is made concerning the accuracy, currency, or completeness of data depicted on this map. BH C Consultants LLC., assum es no responsibility for the validity of any information presented herein, nor any responsibility for the use or m isuse of the data.P:\Mapping\Maps_Generated\Renton\22-10795.00\600\mxd\Fig 1 Vicinity Map - 11x17.mxd 6/2/2023 dknightCOPYRIGHT © 2023 BHC CO NSULTANTS LLC., ALL RIGHTS RESERVED Wind so r Hills Utility Improvements City of R enton FigureVicinity Map 1June 2023 Legend Project Area Renton City Boundary 0 1,200 2,400600 Feet $April 2024 GIS Data Source: King C ounty G IS Data sources supplied may not reflect current or actual conditions. This m ap is a geographic representation based on inform ation available. It does not represent survey data. No warranty is made concerning the accuracy, currency, or completeness of data depicted on this map. BH C Consultants LLC., assum es no responsibility for the validity of any information presented herein, nor any responsibility for the use or m isuse of the data.P:\Mapping\Maps_Generated\Renton\22-10795.00\600\mxd\Fig 2 Existing Conditions - 11x17.mxd 6/2/2023 dknightCOPYRIGHT © 2023 BHC CO NSULTANTS LLC., ALL RIGHTS RESERVED Wind so r Hills Utility Improvements City of R enton FigureExisting Conditions 2June 2023 Legend Project Area Public Existing Storm Conveyance Private Existing Storm Conveyance Public Culvert Private Culvert U!;Public Discharge Point Existing Sewer Piping Surface Water Ditch 0 240 480120 Feet $April 2024 WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT CITY PROJECT: 27-04186 MARCH 2024 COPYRIGHT © 2024 BHC CONSULTANTS, LLC. ALL RIGHTS RESERVEDPath: S:\Cad\Renton\22-10795 Windsor Hills\Design\d Filename: P22-10795_G-1 Plot date: Mar 07, 2024-02:58:10pm CAD User: acariaso. Xref Filename: | X22-10795_Status |G-1 85of1 BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.comKING COUNTY BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com DUANE HARTMAN & ASSOCIATES INC. - SURVEY ASPECT CONSULTING, LLC - GEOTECHNICAL TENW - TRAFFIC CONTROL AND SURFACE RESTORATION KING COUNTY PROJECT LOCATION 405 5 Seattle Redmond 2 522 90 202 18 169 167 Skykomish Maple Valley Bellevue Renton PREPARED BY: IN ASSOCIATION WITH: LOCATION MAP VICINITY MAP 520 NTS NTS PROJECT MANAGER KATIE MEDINA, P.E. Kmedina@rentonwa.gov 425-430-7335 JARED McDONALD, P.E. Jmcdonald@rentonwa.gov 425-430-7293 CITY OF RENTON NE 4TH STW I N D S O R W A Y N E B R O N S O N W A Y N EGRANDEY W A Y B R O N S O N PLNEWINDSOR PL NEEDMONDS AVE NEI-405S U N S E T B L V D N E BRONSON WAY NE B R O N SO NW A Y N EPROJECT LOCATION DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_G-2.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 20123392STATE O F WASHIN G T ONR E GI S T E R E DMYATLIASDOM c RCOPROF E SSIONAL E N G IN EERN OR YKSISSUED FOR BID MTM 03-2024 RLO 03/08/2024 INDEX OF DRAWINGS G-2 2 86 M. McCrosky, P.E. P. Simon R. Dorn, P.E. R. Ochiltree, P.E. N/A 27-04186 INDEX OF DRAWINGS SHEET NO.DRAWING TITLEDWG NO. GENERAL 1 G-1 COVER SHEET AND VICINITY MAP 2 G-2 INDEX OF DRAWINGS 3 G-3 GENERAL AND SURFACE WATER DRAINAGE NOTES 4 G-4 WATER AND WASTEWATER NOTES 5 G-5 LEGENDS AND ABBREVIATIONS 6 G-6 SURVEY CONTROL AND NOTES 7 G-7 ALIGNMENT TABLES 1 OF 2 8 G-8 ALIGNMENT TABLES 2 OF 2 9 G-9 EROSION CONTROL KEY PLAN 10 G-10 WATER KEY PLAN 11 G-11 STORMWATER KEY PLAN 12 G-12 CONSTRUCTION SEQUENCING, GENERAL REQUIREMENTS, AND POTHOLING DATA 13 G-13 TRENCH DAM DETAIL EROSION CONTROL 14 EC-1 TESC NOTES 15 EC-2 BRONSON WAY NE TESC PLANS STA 1+00 TO 8+25 16 EC-3 BRONSON WAY NE TESC PLANS STA 8+25 TO 17+50 17 EC-4 BRONSON WAY NE TESC PLAN STA 17+50 TO 22+50 GRANDEY WAY TESC PLAN STA 29+80 TO 34+00 18 EC-5 GRANDEY WAY TESC PLANS STA 34+00 TO 42+50 19 EC-6 GRANDEY WAY TESC PLAN STA 42+50 TO 47+00 BRONSON PLACE NE TESC PLAN STA 80+00 TO 83+25 20 EC-7 BRONSON PLACE NE TESC PLAN STA 54+00 TO 57+50 WINDSOR PLACE NE TESC PLAN STA 80+00 TO 83+25 21 EC-8 WINDSOR PLACE NE TESC PLAN STA 83+25 TO 88+01 WINDSOR WAY NE TESC PLAN STA 60+00 TO 64+50 22 EC-9 WINDSOR WAY NE TESC PLANS STA 64+50 TO 73+50 23 EC-10 WINDSOR PLACE NE TESC PLAN STA 73+50 TO 75+76 BRONSON WAY NE TESC PLAN STA 800+00 TO 802+10 24 EC-11 DITCH TESC PLAN WATER 25 W-1 BRONSON WAY NE WATER MAIN PLAN AND PROFILE STA 0+80 TO 4+50 26 W-2 BRONSON WAY NE WATER MAIN PLAN AND PROFILE STA 4+50 TO 8+25 27 W-3 BRONSON WAY NE WATER MAIN PLAN AND PROFILE STA 8+25 TO 13+00 28 W-4 BRONSON WAY NE WATER MAIN PLAN AND PROFILE STA 13+00 TO 17+50 29 W-5 BRONSON WAY NE WATER MAIN PLAN AND PROFILE STA 17+50 TO 22+50 30 W-6 GRANDEY WAY NE WATER MAIN PLAN AND PROFILE STA 29+80 TO 34+00 31 W-7 GRANDEY WAY NE WATER MAIN PLAN AND PROFILE STA 34+00 TO 38+50 32 W-8 GRANDEY WAY NE WATER MAIN PLAN AND PROFILE STA 38+50 TO 42+50 33 W-9 GRANDEY WAY NE WATER MAIN PLAN AND PROFILE STA 42+50 TO 47+00 34 W-10 BRONSON PL NE WATER MAIN PLAN AND PROFILE STA 49+80 TO 54+00 35 W-11 BRONSON PL NE WATER MAIN PLAN AND PROFILE STA 54+00 TO 57+50 36 W-12 WINDSOR PL NE WATER MAIN PLAN AND PROFILE STA 79+80 TO 83+25 37 W-13 WINDSOR PL NE WATER MAIN PLAN AND PROFILE STA 83+25 TO 88+00 38 W-14 WINDSOR WAY NE WATER MAIN PLAN AND PROFILE STA 59+80 TO 64+50 39 W-15 WINDSOR WAY NE WATER MAIN PLAN AND PROFILE STA 64+50 TO 69+50 40 W-16 WINDSOR WAY NE WATER MAIN PLAN AND PROFILE STA 69+50 TO 73+50 41 W-17 WINDSOR WAY NE WATER MAIN PLAN AND PROFILE STA 73+50 TO 75+76 42 W-18 VUEMONT PL NE WATER MAIN STA 700+00 TO 702+00 43 W-19 1" WATER SERVICE CONNECTION DETAILS FOR 5/8" x 3/4" AND 1" METERS 44 W-20 WATER SERVICE CONNECTION DETAILS FOR 1 1/2" METER 45 W-21 1 1/2" METER MATERIAL LIST 46 W-22 WATER MAIN CONNECTIONS DETAILS 47 W-23 WATER MAIN POLYPIGGING PLAN STORMWATER 48 SD-1 BRONSON WAY NE STORM DRAIN PLAN AND PROFILE STA 1+00 TO 4+50 49 SD-2 BRONSON WAY NE STA 4+50 TO 8+25 50 SD-3 BRONSON WAY NE STA 8+25 TO 13+00 51 SD-4 BRONSON WAY NE STA14+25 TO 18+50 52 SD-5 BRONSON WAY NE STA17+50 TO 22+50 53 SD-6 GRANDEY WAY NE STA 30+00 TO 34+00 54 SD-7 GRANDEY WAY NE STA 8+00 TO 13+00 55 SD-8 GRANDEY WAY NE STA 38+50 TO 42+50 56 SD-9 GRANDEY WAY NE STA 42+50 TO 47+00 57 SD-10 BRONSON PL NE STA 80+00 TO 83+25 58 SD-11 BRONSON PL NE STA 54+00 TO 57+50 59 SD-12 WINDSOR PL NE STA 80+00 TO 83+25 60 SD-13 WINDSOR PL NE STA 83+25 TO 88+00 61 SD-14 WINDSOR WAY NE STA 60+00 TO 64+50 62 SD-15 WINDSOR WAY NE STA 64+50 TO 69+50 63 SD-16 WINDSOR WAY NE STA 69+50 TO 73+50 64 SD-17 WINDSOR WAY NE STA 73+50 TO 75+76 65 SD-18 VUEMONT PL NE STA 700+00 TO 702+00 AND STORM STRUCTURE TABLE 66 SD-19 GRANDEY WAY DITCH PLAN AND PROFILE 67 SD-20 BRONSON WAY NE DITCH PLAN AND PROFILE 68 SD-21 BRONSON WAY NE DITCH PLAN AND PROFILE 69 SD-22 STORMWATER DETAILS RESTORATION 70 R-1 RESTORATION KEY PLAN 71 R-2 BRONSON WAY NE RESTORATION PLAN STA 1+00 TO 7+00 72 R-3 BRONSON WAY NE RESTORATION PLAN STA 7+00 TO 13+00 73 R-4 BRONSON WAY NE RESTORATION PLAN STA 13+00 TO 19+50 74 R-5 BRONSON WAY NE RESTORATION PLAN STA 19+50 TO 22+50 75 R-6 GRANDEY WAY NE RESTORATION PLAN STA 38+00 TO 44+50 76 R-7 GRANDEY WAY NE RESTORATION PLAN STA 31+50 TO 38+50 77 R-8 WINDSOR WAY NE RESTORATION PLAN STA 61+00 TO 67+00 78 R-9 WINDSOR WAY NE RESTORATION PLAN STA 67+00 TO 72+50 79 R-10 WINDSOR WAY NE RESTORATION PLAN STA 72+50 TO 76+00 80 R-11 WINDSOR PL NE RESTORATION PLAN STA 80+50 TO 84+00 81 R-12 BRONSON PL NE RESTORATION PLAN STA 51+00 TO 57+00 82 R-13 DRIVEWAY DETAILS TRAFFIC CONTROL 83 TC-1 WINDSOR WAY NE TRAFFIC CONTROL PLAN 84 TC-2 WINDSOR PL & BRONSON PL NE TRAFFIC CONTROL PLAN 85 TC-3 BRONSON WAY NE TRAFFIC CONTROL PLAN 86 TC-4 GRANDEY WAY NE TRAFFIC CONTROL PLAN SHEET NO.DRAWING TITLEDWG NO. GENERAL NOTES SURFACE WATER DRAINAGE NOTES (CONT.) SURFACE WATER DRAINAGE NOTES 1. NOT USED 2. NOT USED 3. ALL STORM DRAINAGE IMPROVEMENTS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE LATEST EDITION OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL (RENTON SWDM), RENTON MUNICIPAL CODE (RMC), AND THE STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION PREPARED BY WSDOT AND THE AMERICAN PUBLIC WORKS ASSOCIATION (APWA). 4. NOT USED 5. NOT USED 6. NOT USED 7. ALL UTILITY TRENCH BACKFILL AND ROADWAY SUBGRADE SHALL BE COMPACTED TO 95% MAXIMUM DRY DENSITY PER SECTION 2-03.3(14)D - COMPACTION AND MOISTURE CONTROL TESTS OF THE WSDOT STANDARD SPECIFICATIONS. 8. NOT USED. 9. ALL PIPE AND STRUCTURES SHALL BE STAKED FOR SURVEY LINE AND GRADE PRIOR TO THE START OF CONSTRUCTION. WHERE SHOWN ON THE PLANS OR WHERE DIRECTED BY THE CITY, THE EXISTING MANHOLES, CATCH BASINS, OR INLETS SHALL BE ADJUSTED TO THE GRADE AS STAKED. 10. NOT USED 11. ALL PIPE AND APPURTENANCES SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN ACCORDANCE WITH THE CURRENT STATE OF WASHINGTON STANDARD SPECIFICATION FOR ROAD AND BRIDGE CONSTRUCTION. THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL, AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE, UNYIELDING BASE. ALL PIPE BEDDING AND BACKFILL SHALL BE AS SHOWN ON THE CITY STANDARD PLAN 220.00, 220.10, AND 220.20. 12. NOT USED. 13. ALL DRAINAGE STRUCTURES SUCH AS CATCH BASINS AND MANHOLES SHALL BE FITTED WITH DUCTILE IRON, BOLT-LOOKING LIDS PER THE CITY STANDARD PLAN 204.10, 204.20, 204.30, 204.40, AND 204.50. STRUCTURES SHALL HAVE: ·RECTANGULAR OR ROUND, SOLID LIDS WHEN NOT COLLECTING RUNOFF, AND OUTSIDE OF THE ROADWAY. ·ROUND, SOLID LIDS WHEN NOT COLLECTING RUNOFF, AND LOCATED WITHIN THE ROADWAY, BUT OUTSIDE OF THE CURB/GUTTER LINE. ·ROUND, SOLID LIDS DISPLAYING THE CITY LOGO WHEN WITHIN THE PUBLIC RIGHT-OF-WAY OR IN AN EASEMENT TO THE CITY. PRIVATE STRUCTURE LIDS OUTSIDE PUBLIC RIGHT-OF-WAY AND EASEMENTS TO THE CITY SHALL NOT DISPLAY THE CITY LOGO. 14. NOT USED 15. LIDS OF MANHOLES/CATCH BASINS WITHIN PUBLIC RIGHT-OF-WAY SHALL NOT BE ADJUSTED TO FINAL GRADE UNTIL AFTER PAVING. ALL MANHOLE/CATCH BASINS RIMS SHALL BE ADJUSTED TO BE FLUSH WITH FINAL FINISHED GRADES, UNLESS OTHERWISE SHOWN. 16. NOT USED. 17. ROCK FOR EROSION PROTECTION OF ROADSIDE DITCHES, WHERE REQUIRED, SHALL BE OF SOUND QUARRY ROCK PLACED TO A MINIMUM DEPTH OF ONE (1) FOOT AND SHALL MEET THE FOLLOWING SPECIFICATIONS: ·4 - 8 INCH ROCK / 40 - 70% PASSING. ·2 - 4 INCH ROCK / 30 - 40% PASSING; AND ·LESS THAN 2 INCH ROCK / 10 - 20% PASSING. 18. NOT USED 19. THE END OF EACH STORM DRAIN STUB SHALL BE CAPPED. A CLEANOUT TOPPED WITH A BOLT-LOCKING LID MARKED "STORM" OR "DRAIN" SHALL BE LOCATED AT THE PROPERTY LINE OR AT THE POINT OF CONNECTION OF A PRIVATE STORM DRAINAGE CONVEYANCE SYSTEM PER THE CITY STANDARD PLAN 227.00. 20. ALL STORM SYSTEM EXTENSIONS SHALL BE STAKED FOR LINE AND GRADE BY A SURVEYOR LICENSED IN WASHINGTON STATE, AND CUT SHEETS SHALL BE PROVIDED TO THE CITY PRIOR TO CONSTRUCTION. 21. ALL NEWLY-INSTALLED AND NEWLY-REHABILITATED (PUBLIC AND PRIVATE) STORM CONVEYANCE SYSTEMS SHALL BE INSPECTED BY MEANS OF REMOTE CCTV ACCORDING TO THE CITY STANDARD PLAN 266.00. CCTV INSPECTIONS AND REPORTS SHALL BE SUBMITTED TO THE CITY PRIOR TO RECEIVING APPROVAL TO INSTALL PROJECT CURBS, GUTTERS AND/OR PAVEMENT. 1. ALL WORK AND WORK MATERIAL SHALL BE IN CONFORMANCE WITH THE STANDARDS AND SPECIFICATIONS OF THE CITY OF RENTON PUBLIC WORKS DEPARTMENT AND THE 2023 EDITION OF THE WSDOT/APWA STANDARDS AND SPECIFICATIONS, AS APPROVED AND MODIFIED BY THE CITY OF RENTON IN THE RENTON STANDARD PLANS & SPECIFICATIONS. A SET OF APPROVED PLANS SHALL BE KEPT ON SITE AT ALL TIMES DURING CONSTRUCTION. 2. THE HOURS OF WORK IN THE STREET RIGHT OF WAY SHALL BE PER CITY SPECIFICATIONS ON WEEKDAYS UNLESS OTHERWISE APPROVED IN WRITING BY THE PUBLIC WORKS DEPARTMENT, REFER TO SP 1-08.0(2). 3. THE CITY OF RENTON AND BHC CONSULTANTS, LLC ASSUME NO RESPONSIBILITY FOR EXISTING UTILITY LOCATIONS AND ELEVATIONS. ALL LOCATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE AND IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE TRUE AND CORRECT LOCATION AND ELEVATION SO AS TO AVOID DAMAGE OR DISTURBANCE PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION. THE INFORMATION IS PROVIDED FOR CONTRACTORS CONVENIENCE ONLY. THERE MAY BE DISCREPANCIES AND OMISSIONS. 4. BEFORE ANY CONSTRUCTION ACTIVITY OCCURS, THE CONTRACTOR SHALL MEET WITH THE CITY FOR A PRE-CONSTRUCTION CONFERENCE. A MINIMUM OF FIVE (5) WORKING DAYS NOTICE IS REQUIRED FOR SCHEDULING. TWENTY-FOUR (24) HOURS NOTICE WILL BE REQUIRED PRIOR TO STARTING CONSTRUCTION. REFER TO SP 1-07.6 and 1-08.0(1). 5. THE CONTRACTOR SHALL FOLLOW CONSTRUCTION SEQUENCING AND GENERAL REQUIREMENTS ON DWG G-12. THE CONTRACTOR MAY PROPOSE ALTERNATIVES FOR THE CITY'S APPROVAL. 6. INSPECTION WILL BE ACCOMPLISHED BY A REPRESENTATIVE OF THE CITY OF RENTON. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE CITY IN ADVANCE OF BACKFILLING ANY CONSTRUCTION. 7. PLANS APPROVED BY THE CITY OF RENTON, PUBLIC WORKS DEPARTMENT SHALL TAKE PRECEDENCE OVER ALL OTHER PLANS. 8. NOT USED. 9. THE CONTRACTOR SHALL PROVIDE THE CITY OF RENTON WITH AN AS-BUILT DRAWING OF THE STORM, WATER, AND SEWER IMPROVEMENTS, WHICH HAS BEEN STAMPED AND SIGNED BY A LICENSED PROFESSIONAL ENGINEER OR LICENSED PROFESSIONAL SURVEYOR, REFER TO SP 1-05.4 10. THE CONTRACTOR SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE UNDERGROUND LOCATE LINE AT 1-800-424-5555 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION, REFER TO SP 1-7.17 11. A PROJECT GEOTECHNICAL ENGINEERING REPORT IS AVAILABLE FOR CONTRACTOR REFERENCE AS NOTED IN THE CONTRACT BIDDING DOCUMENTS. 12. OVERHEAD ELECTRICAL POWER, TELEPHONE, CABLE TV, AND OTHER OVERHEAD LINES ARE GENERALLY NOT SHOWN. THE LINES THAT ARE SHOWN ARE LOCATED BY POINT-TO-POINT, POLE OR TOWER TO POLE OR TOWER. DETERMINE THE EXTENT OF HAZARDS OR IMPACTS ON CONSTRUCTION ACTIVITIES CREATED BY OVERHEAD OR UNDERGROUND ELECTRICAL POWER, TELEPHONE, CABLE TV, AND OTHER LINES IN ALL AREAS, AND FOLLOW PROCEDURES DURING CONSTRUCTION AS REQUIRED BY LAW AND REGULATIONS. PRIOR TO CONSTRUCTION, MEET WITH UTILITY OWNERS TO DETERMINE THE EXTENT OF HAZARDS AND TAKE WHATEVER PRECAUTIONS AND REMEDIAL MEASURES THAT MAY BE REQUIRED TO PROTECT PERSONS AND PROPERTY AND TO AVOID DISRUPTION OF SERVICE. 13. MANHOLES, CATCH BASINS, AND OTHER STRUCTURES ARE GENERALLY SHOWN ON PLAN AND PROFILE DRAWINGS SYMBOLICALLY. CONSTRUCT MANHOLES, CATCH BASINS, AND OTHER STRUCTURES AS SHOWN ON DETAIL DRAWINGS AND AS SPECIFIED. 14. ALL UTILITIES SHALL BE SUPPORTED AND MAINTAINED DURING CONSTRUCTION (INCLUDING THOSE IDENTIFIED AS ABANDONED OR TO BE ABANDONED). 15. CONTRACTOR SHALL PROTECT PUBLIC AND PRIVATE PROPERTY. PROPERTY DISTURBED DURING CONSTRUCTION TO BE RESTORED TO EXISTING CONDITIONS UNLESS OTHERWISE SPECIFIED BY THE CITY. THE CONTRACTOR IS RESPONSIBLE FOR IDENTIFYING AND DOCUMENTING ANY DAMAGE THAT IS PRE-EXISTING OR CAUSED BY OTHERS. REFER TO SS 1-07.16 AND SP 1-07.16. 16. PROTECTION OF THE ENVIRONMENT: NO CONSTRUCTION RELATED ACTIVITY SHALL CONTRIBUTE TO THE DEGRADATION OF THE ENVIRONMENT, ALLOW MATERIAL TO ENTER SURFACE OR GROUND WATERS, OR ALLOW PARTICULATE EMISSIONS TO THE ATMOSPHERE, WHICH EXCEED STATE OR FEDERAL STANDARDS. ANY ACTIONS THAT POTENTIALLY ALLOW A DISCHARGE TO STATE WATERS MUST HAVE PRIOR APPROVAL OF THE STATE OF WASHINGTON, DEPARTMENT OF ECOLOGY. 17. ALL DISTANCES SHOWN ON THE DRAWINGS AND DESCRIBED IN THE SPECIFICATIONS SHALL BE INTERPRETED TO REFER TO THE HORIZONTALLY AND VERTICALLY PROJECTED PLANES UNLESS OTHERWISE INDICATED. LINEAL FOOTAGE OF PIPING SHOWN ON THE DRAWINGS REFERS TO HORIZONTAL LENGTH. CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE STARTING WORK AND SHALL IMMEDIATELY NOTIFY THE ENGINEER OF ANY DISCREPANCIES. 18. SYSTEM OPERATION AND SERVICES SHALL BE MAINTAINED DURING CONSTRUCTION. SOME DWGS HAVE SPECIFIC SEQUENCING REQUIREMENTS TO MAINTAIN SERVICE. SEE NOTE 12 ON DWG G-12. 19. ALL EXCAVATIONS ADJACENT TO POWER POLES OR OTHER RELATED FACILITIES (VAULTS, HANDHOLES, ETC.) SHALL COMPLY WITH WAC 296-155, PART N, EXCAVATION, TRENCHING AND SHORING. POLE PROTECTION/ SUPPORTING SYSTEMS USED WHILE EXCAVATING SHALL COMPLY WITH WAC 155-655 GENERAL PROTECTION REQUIREMENTS, ITEM (9) AND SHALL NOT AFFECT THE STRUCTURAL INTEGRITY OF POLES WHILE THE SYSTEMS ARE IN PLACE OR AFTER THE SYSTEMS HAVE BEEN REMOVED. 20. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FULL RESTORATION OF ALL EXISTING FEATURES DISTURBED DURING CONSTRUCTION TO THEIR ORIGINAL CONDITION UNLESS OTHERWISE INDICATED BY THE ENGINEER. ALL MATERIALS USED FOR THE CONSTRUCTION SHALL BE NEW AND UNDAMAGED, AND CATALOG CUTS FOR ALL MATERIALS SHALL BE APPROVED IN WRITING BY THE CITY PRIOR TO BRINGING ANY MATERIALS ON SITE. DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_G-3.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 20123392STATE O F WASHIN G T ONR E GI S T E R E DMYATLIASDOM c RCOPROF E SSIONAL E N G IN EERN OR YKSISSUED FOR BID MTM 03-2024 RLO 03/08/2024 GENERAL AND SURFACE WATER DRAINAGE NOTES G-3 3 85 M. McCROSKY, P.E. P. SIMON R. OCHILTREE, P.E. N/A 27-04186 22. ALL STORM SYSTEMS AND CONNECTIONS TO EXISTING MAINS SHALL BE TESTED IN ACCORDANCE WITH SECTION 7-04.3(1) OF THE WSDOT STANDARD SPECIFICATIONS AND IN THE THE PRESENCE OF A REPRESENTATIVE OF THE CITY. STORM DRAIN STUBS SHALL BE TESTED FOR ACCEPTANCE AT THE SAME TIME THE MAIN STORM IS TESTED. 23. FOR ALL DISTURBED PERVIOUS AREAS (COMPACTED, GRADED, LANDSCAPED, ETC.) OF THE DEVELOPMENT SITE, TO MAINTAIN THE MOISTURE CAPACITY OF THE SOIL EITHER STOCKPILE AND REDISTRIBUTE THE EXISTING DUFF LAYER AND NATIVE TOPSOIL OR AMEND THE SOIL WITH COMPOST IN ACCORDANCE WITH STANDARD PLAN 264.00. 24. ISSUANCE OF THE BUILDING OR CONSTRUCTION PERMITS BY THE CITY DOES NOT RELIEVE THE CONTRACTOR OF THE CONTINUING LEGAL OBLIGATION AND/OR LIABILITY CONNECTED WITH STORMWATER DISPOSAL. THE CITY DOES NOT ACCEPT ANY OBLIGATION FOR THE PROPER FUNCTIONING AND MAINTENANCE OF THE STORM SYSTEM PROVIDED DURING CONSTRUCTION. 25. ADEQUATE SAFEGUARDS, SAFETY DEVICES, PROTECTIVE EQUIPMENT, FLAGGERS, AND ANY OTHER ACTIONS NEEDED TO PROTECT THE LIFE, HEALTH, AND SAFETY OF THE PUBLIC, AND TO PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK SHALL BE PROVIDED. ANY WORK WITHIN THE TRAVELED RIGHT-OF-WAY THAT MAY INTERRUPT NORMAL TRAFFIC FLOW SHALL REQUIRE A TRAFFIC CONTROL PLAN APPROVED BY THE CITY. ALL SECTIONS OF THE WSDOT STANDARD SPECIFICATIONS 1-10 TEMPORARY CONTROL SHALL APPLY. 26. PROJECTS LOCATED WITHIN THE CITY'S AQUIFER PROTECTION AREA (APA) SHALL COMPLY WITH SPECIAL REQUIREMENT #6 OF THE RENTON SWDM AND AQUIFER PROTECTION REGULATIONS (RMC 4-3-050). 27. PLACEMENT OF SURFACE APPURTENANCES (CATCH BASIN/MANHOLE LIDS, CLEANOUTS, INLETS, ETC.) IN THE STREET TRAVEL LANE WHEEL PATH, INTERSECTIONS OF SIDEWALK OR CROSSWALK SHALL BE FITTED WITH A NON-SLIP OR NON-SKID LID PER ADA REQUIREMENTS. 28. NOT USED. 29. MINIMUM COVER OVER STORM DRAINAGE PIPE SHALL CONFORM TO TABLE 4.2.1.A2 OF THE RENTON SWDM. 30. NOT USED GENERAL NOTES (CONT.) 21. THESE DRAWINGS AND THE IDEAS AND DESIGNS INCORPORATED HEREIN SHALL NOT BE USED, IN WHOLE OR IN PART, FOR ANY OTHER PROJECT WITHOUT WRITTEN AUTHORIZATION OF CITY OF RENTON AND BHC CONSULTANTS, LLC. 22. CITY OF RENTON AND WSDOT STD PLANS REFERENCED ON THE DWGS ARE INCLUDED IN THE CONTRACT BIDDING DOCUMENTS. SOME RENTON STANDARD PLANS HAVE BEEN MODIFIED FOR THE PROJECT. ANY OTHER STD PLANS REQUIRED TO COMPLETE THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS CAN BE OBTAINED FROM THE CITY OF RENTON. WATER NOTES WASTEWATER NOTES 1. EXISTING WATER MAINS, HYDRANTS AND SERVICES SHALL REMAIN OPERATIONAL THROUGHOUT THE COURSE OF CONSTRUCTION. ABANDONMENT AND/OR REMOVAL OF EXISTING WATER MAINS SHALL TAKE PLACE ONLY AFTER THE NEW MAIN HAS BEEN INSTALLED, TESTED, AND APPROVED BY THE CITY OF RENTON. REFER TO CONSTRUCTION SEQUENCING AND GENERAL REQUIREMENTS ON DWG G-12. 2. MAIN SHUTDOWNS SHALL BE BY CITY MAINTENANCE STAFF ONLY. CONNECTIONS TO EXISTING MAINS SHALL ALSO BE PERFORMED BY CITY FORCES, EXCEPT WET TAPS, WHICH MUST BE MADE BY CITY-APPROVED WET TAP CONTRACTORS. CONTRACTOR SHALL PROVIDE TWO WEEK ADVANCED NOTICE TO CITY FOR SCHEDULING OF CONNECTIONS AND SHUTDOWNS. ALL NECESSARY EXCAVATION AND MATERIALS ARE TO BE SUPPLIED BY THE CONTRACTOR AND BE ON-SITE PRIOR TO CITY NOTIFICATIONS. REFER TO SP 7-09.3(19)A. 3. VERIFY LOCATION AND DEPTH OF EXISTING WATER MAINS AT ALL CONNECTION POINTS PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL FIELD VERIFY THE OUTSIDE DIAMETER (O.D.) OF ALL EXISTING CAST-IRON PIPES AND PROVIDE THE PROPER LONG-BODY ADAPTERS AND TRANSITION COUPLINGS FOR THE FINAL CONNECTIONS BY CITY FORCES. CONNECTIONS TO ALL DUCTILE IRON PIPES SHALL BE MADE WITH LONG-BODY SOLID SLEEVES (MJ). REFER TO SP 7-09.3(19)A. 4. ALL CONNECTIONS TO EXISTING WATER MAINS SHALL BE MADE ONLY AFTER ALL THE NEW WATER MAINS AND APPURTENANCES HAVE SUCCESSFULLY CLEANED WITH POLYPIGS, PASSED ALL PRESSURE TESTS, DISINFECTED WITH CHLORINE SOLUTION, HAVE RECEIVED SATISFACTORY BACTERIOLOGICAL TEST LAB REPORTS, AND ARE THOROUGHLY FLUSHED. A SUGGESTED POLYPIGGING PLAN IS INCLUDED ON W-23. REFER TO SP 7-09.3(23) & 7-09.3(24) 5. NEW WATER MAIN PIPE MATERIALS SHALL BE DOUBLE THICK CEMENT-LINED DUCTILE IRON PIPE, THICKNESS CLASS 52. ALL DUCTILE IRON PIPES AND FITTINGS SHALL BE WRAPPED WITH 8-MIL BLACK, TUBE-TYPE, POLYETHYLENE PLASTIC. REFER TO SP 9-30.1(1) & SP 9-30.1(2). 6. ALL WATER PIPES, FITTINGS, AND VALVES SHALL HAVE RESTRAINED JOINTS PER SPECIFICATIONS. ALL MECHANICAL JOINT FITTINGS AND VALVES SHALL HAVE WEDGE-TYPE RETAINER GLANDS EQUAL TO MEGALUG SERIES 1100. ALL FITTINGS AND VALVES SHALL ALSO HAVE CONCRETE THRUST BLOCKS PER COR STANDARD PLANS. REFER TO SP 9-30.2(6). 7. RESTRAINED-JOINT DUCTILE IRON PIPE SHALL HAVE A POSITIVE METAL TO METAL CONTACT LOCKING SYSTEM WITHOUT THE USE OF GRIPPING TEETH. THE USE OF GASKETS FOR PUSH-ON PIPE WITH INTEGRALLY MOLDED STEEL OR METAL TEETH (E.G. FIELD LOK GASKET, FAST GRIP GASKET, TALON RJ GASKET) SHALL NOT BE ALLOWED AS SUBSTITUTE FOR RESTRAINED-JOINT PIPES. REFER TO SP 9-30.2(6). 8. ALL WATER MAINS 10 INCH DIAMETER AND SMALLER TO MAINTAIN A MINIMUM COVER OF 36 INCHES BELOW FINISH GRADE AND ALL WATERMAIN 12 INCH DIAMETER AND LARGER SHALL BE AT A MINIMUM OF 48 INCHES BELOW FINISH GRADE, UNLESS OTHERWISE SHOWN ON THE PLANS. WHERE UTILITY CONFLICTS OCCUR, WATER MAINS ARE TO BE LOWERED OR RAISED BY PIPE JOINT DEFLECTION OR VERTICAL BENDS AS DIRECTED BY THE ENGINEER TO CLEAR CONFLICTS. PIPE DEFLECTION SHALL NOT EXCEED ONE-HALF OF PIPE MANUFACTURER’S SPECIFICATION FOR SIZE OF PIPE USED. REFER TO SP 7-09.3(15). 9. AT UTILITY CROSSINGS MAINTAIN MINIMUM VERTICAL SEPARATION OF 18 INCHES FROM SANITARY SEWER OR STORM DRAIN PIPE AND 12 INCHES FROM OTHER UTILITIES, MEAUSRED WALL TO WALL, UNLESS OTHERWISE SHOWN ON THE PLANS. WHERE WATER MAIN CROSSES ABOVE OR BELOW SANITARY SEWER OR STORM DRAIN PIPE, ONE FULL LENGTH OF WATER PIPE SHALL BE CENTERED FOR MAXIMUM JOINT SEPARATION. 10. ALL WATER MAIN VERTICAL BENDS SHALL INCLUDE VERTICAL THRUST BLOCKING PER COR STANDARD PLAN 330.3. ALL WATER MAIN HORIZONTAL BENDS SHALL INCLUDE HORIZONTAL THRUST BLOCKING PER COR STANDARD PLAN 330.1. 11. CONTRACTOR TO PROVIDE END CAPS, PLUGS, TEMPORARY BLOW-OFF ASSEMBLIES AND TEMPORARY CONCRETE THRUST BLOCKING, FOR TESTING AND PURITY ACCEPTANCE PRIOR TO FINAL TIE-INS TO EXISTING WATER SYSTEM. REFER TO SP 7-09.3(23). 12. NEW WATER MAINS, HYDRANTS, AND SERVICE LATERALS SHALL BE PRESSURE TESTED AT A STATIC PRESSURE OF 150 PSI ABOVE WORKING PRESSURE WITH A MINIMUM OF 225 PSI TEST PRESSURE FOR 120 MINUTES WITH A MAXIMUM OF 5 PSI PRESSURE DROP DURING THE ENTIRE TEST PERIOD. THE QUANTITY OF WATER LOST FROM THE MAIN SHALL NOT EXCEED THE NUMBER OF GALLONS PER HOUR AS LISTED IN SP 7-09.3(23). ALL PRESSURE TESTING SHALL BE DONE IN THE PRESENCE OF A REPRESENTATIVE OF THE CITY OF RENTON. REFER TO SP 7-09.3(23). DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_G-4.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 20123392STATE O F WASHIN G T ONR E GI S T E R E DMYATLIASDOM c RCOPROF E SSIONAL E N G IN EERN OR YKSISSUED FOR BID MTM 03-2024 RLO 03/08/2024 WATER AND WASTEWATER NOTES G-4 4 85 M. McCROSKY, P.E. R. NICOLAS R. OCHILTREE, P.E. N/A 27-04186 1. PROVIDE AS-BUILT INFORMATION SHOWING ALL INVERT AND RIM ELEVATIONS OF MANHOLES AND SIDE SEWER VERTICAL AND HORIZONTAL LOCATIONS. 2. INSTALL SEWER MAINS AND SERVICES A MINIMUM 2 FEET FROM PARALLEL GAS LINES WHERE CONFLICT OCCURS. 3. AT UTILITY CROSSINGS MAINTAIN MINIMUM TYPICAL VERTICAL SEPARATION OF 18 INCHES FROM WATER AND 12 INCHES FROM OTHER UTILITIES, MEAUSRED WALL TO WALL, UNLESS OTHERWISE SHOWN ON THE PLANS. NOTIFY ENGINEER IF TYPIAL VERTICAL SEPARATION CAN NOT BE MET. 6-INCH ETHAFOAM PAD MAY BE USED IF APPROVED BY THE CITY OF RENTON. 4. ALL SIDE SEWER COUPLINGS SHALL BE “FERNCO STRONG-BACK” OR APPROVED EQUAL. G GENERAL EC EROSION CONTROL W WATER SD STORMWATER R RESTORATION TC TRAFFIC CONTROL AASHTO AMERICAN ASSOCIATION OF STATE HIGHWAY TRANSPORTATION OFFICIALS AB ANCHOR BOLT AC ASPHALT CONCRETE ACP ASPHALT CONCRETE PAVEMENT ADA AMERICANS WITH DISABILITIES ACT ADS ADVANCED DRAINAGE SYSTEMS (PIPE) ANSI AMERICAN NATIONAL STANDARDS INSTITUTE APPROX APPROXIMATE APWA AMERICAN PUBLIC WORKS ASSOCIATION AVE AVENUE BF BLIND FLANGE BGS BELOW GROUND SURFACE BO BLOW-OFF BOT BOTTOM BSM BIORETENTION SOIL MIX CB CATCH BASIN CDF CONTROLLED DENSITY FILL CED CEDAR CF CUBIC FEET CFS CUBIC FEET PER SECOND CHLK CHAIN LINK FENCE CI CAST IRON C/L, CL CENTERLINE CLR CLEAR CMP CORRUGATED METAL PIPE CO CLEANOUT CONC CONCRETE CPE CORRUGATED POLYETHYLENE PIPE CPLG COUPLING CRZ CRITICAL ROOT ZONE CSBC CRUSHED SURFACING BASE COURSE CSTC CRUSHED SURFACING TOP COURSE CTR CENTER CULV CULVERT D DEPTH, DOUBLE, DRAIN DI DUCTILE IRON DHA DUANE HARTMAN & ASSOCIATES DIA DIAMETER DR DRIVE DT DECIDUOUS TREE DWG DRAWING DWY DRIVEWAY E EAST, EASTING, ELECTRICAL EA EACH EC EROSION CONTROL EL, ELEV ELEVATION EP EDGE OF PAVEMENT EW EACH WAY EX EXISTING FCA FLANGED COUPLING ADAPTER FF FINISHED FLOOR FG FINISH GRADE FH FIRE HYDRANT FL FLANGE FM FORCE MAIN FT FEET, FOOT G GAS GALV GALVANIZED GPM GALLONS PER MINUTE GPS GLOBAL POSITIONING SYSTEM GRAV GRAVEL H HORIZONTAL HDPE HIGH DENSITY POLYETHYLENE HMA HOT MIX ASPHALT HP HORSEPOWER HYD HYDRANT ID INSIDE DIAMETER IE INVERT ELEVATION IPS IRON PIPE SIZE JB JUNCTION BOX L LENGTH LF LINEAR FEET LT LEFT MAP MAPLE MAX MAXIMUM MB MAILBOX MFR MANUFACTURER MH MANHOLE MIN MINIMUM MJ MECHANICAL JOINT MMA METHYL METHACRYLATE MON MONUMENT MPE MEDIUM DENSITY POLYETHYLENE MUTCD MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES N NORTH, NORTHING NAD NORTH AMERICAN DATUM NAVD NORTH AMERICAN VERTICAL DATUM NE NORTHEAST NIC NOT IN CONTRACT NO. NUMBER NTS NOT TO SCALE NW NORTHWEST OC ON CENTER OD OUTSIDE DIAMETER OH OVERHEAD OHWM ORDINARY HIGH WATER MARK OP OVERHEAD POWER OPG OPENING P POWER PE PLAIN END PED XING PEDESTRIAN CROSSING PKWY PARKWAY P/L PROPERTY LINE PLS PROFESSIONAL LAND SURVEYOR PP POLYPROPYLENE PIPE PRV PRESSURE REDUCING VALVE PS PUMP STATION PSE PUGET SOUND ENERGY PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PT POINT PVC POLYVINYL CHLORIDE C-900 PIPE PVMT PAVEMENT PWR POWER RCW REVISED CODE OF WASHINGTON RD ROAD REQ'D REQUIRED RET RETAINING RJ RESTRAINED JOINT ROW RIGHT OF WAY RPBA REDUCED PRESSURE BACKFLOW ASSEMBLY RPM REVOLUTIONS PER MINUTE, RAISED PAVEMENT MARKER RT RIGHT S SOUTH, SLOPE, SOCKET, SINGLE SCH SCHEDULE SCO SEWER CLEANOUT SD STORM DRAIN SDMH STORM DRAIN MANHOLE SDR STANDARD DIMENSION RATIO SE SOUTHEAST SERV SERVICE SF SILT FENCE, SQUARE FEET SMH SEWER MANHOLE SS SANITARY SEWER SSMH SANITARY SEWER MANHOLE SST STAINLESS STEEL ST STREET STA STATION STD STANDARD STL STEEL SW SOUTHWEST SWPPP STORMWATER POLLUTION PREVENTION PLAN SYM SYMMETRICAL T TELEPHONE TBM TEMPORARY BENCHMARK TDH TOTAL DYNAMIC HEAD TELJB TELEPHONE JUNCTION BOX TELR TELEPHONE RISER TESC TEMPORARY EROSION AND SEDIMENT CONTROL THK THICK TV TELEVISION (CABLE) TVJB TELEVISION (CABLE) JUNCTION BOX TVR TELEVISION (CABLE) RISER TYP TYPICAL U/C UNDER CONSTRUCTION UD UNDERDRAIN UGP UNDERGROUND POWER UGT UNDERGROUND TELEPHONE UNO UNLESS NOTED OTHERWISE V VENT, VERTICAL W/ WITH W WATER, WEST, WIDTH WAC WASHINGTON ADMINISTRATIVE CODE WM WATER METER WS WATER SURFACE WSDOT WASHINGTON STATE DEPARTMENT OF TRANSPORTATION WSRN WASHINGTON STATE REFERENCE NETWORK YRS YEARS ABBREVIATIONS X LIMITS OF CONSTRUCTION WITHIN PERMANENT EASEMENT CENTERLINE STATIONING TO BE REMOVED OR ABANDONED PIPE DIRECTION OF FLOW (PLAN) CHAIN LINK FENCE SILT FENCE TEMPORARY CONSTRUCTION FENCE STRAW WATTLE CATCH BASIN INLET PROTECTION CATCH BASIN TYPE 2 W/ GRATE CATCH BASIN TYPE 2 W/ SOLID LID CATCH BASIN TYPE 1 W/ GRATE BIRD CAGE OVERFLOW STRUCTURE STORM CULVERT END VALVE FIRE HYDRANT WATER METER PRESSURE REDUCING VALVE COUPLING FLANGE FITTING MECHANICAL JOINT FITTING RESTRAINED JOINT FITTING CONCRETE THRUST BLOCK SLOPE DIRECTION OF FLOW CAP PLUG POLYPIGGING STATION AIR/VACUUM RELEASE ASSEMBLY SEWER MANHOLE o-o o-o o-o LEGEND EXISTING PROPOSED WATER MANHOLE FIRE HYDRANT WATER VALVE WATER METER WATER VAULT POST INDICATOR VALVE POWER POLE W/ LIGHT POWER POLE POWER POLE ANCHOR JUNCTION BOX STREET LIGHT VAULT CABLE TV VAULT POWER VAULT POWER/TELEPHONE JUNCTION BOX STREET LIGHT VAULT TELEPHONE VAULT TELEPHONE MANHOLE DHA SURVEY CONTROL MONUMENT IN CASE STORM/SANITARY SEWER MANHOLE STORM DRAIN CATCH BASIN (TYPE I)I STORM DRAIN CATCH BASIN (TYPE I) YARD DRAIN STORM CULVERT WHEEL CHAIR RAMP GAS METER GAS VALVE MAILBOX SIGN ROCKERY POT HOLE CONCRETE PLAT LOT LINE STREET R/W LINE STREET R/W CENTERLINE CONTOUR FENCING UNDERGROUND STORM LINE UNDERGROUND SEWER LINE CONIFER TREE DECIDUOUS TREE DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_G-5.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 20123392STATE O F WASHIN G T ONR E GI S T E R E DMYATLIASDOM c RCOPROF E SSIONAL E N G IN EERN OR YKSISSUED FOR BID MTM 03-2024 RLO 03/08/2024 LEGENDS AND ABBREVEATIONS G-5 5 85 M. McCROSKY, P.E. P. SIMON R. OCHILTREE, P.E. N/A 27-04186 DESIGNATIONS SECTION TITLE A -SCALE: 1/2" = 1'-0" TITLE DETAIL TITLE 1 M-1SCALE: 1/2" = 1'-0" TITLE 4/M-1 DETAIL/SECTION CALLOUT 1 PHOTO NUMBER DIRECTION OF PHOTO PHOTO REFERENCE 1 M-1 DRAWING REFERENCE A M-1 SECTION LETTER DRAWING NUMBER WHERE SECTION IS DRAWN, DASH IF SECTION APPEARS ON SAME SHEET AS CUT DASH IF SECTION IS TAKEN ON THE SAME DRAWING, DRAWING NUMBER IF SECTION IS TAKEN ON A DIFFERENT SHEET SECTION, ELEVATION OR PROFILE REFERENCE LETTER DETAIL NUMBER DRAWING NUMBER WHERE DETAIL IS REFERENCED, DASH IF DETAIL APPEARS ON THE SAME SHEET AS SHEET REFERENCED ELEVATION LETTER DRAWING NUMBER WHERE ELEVATION IS DRAWN, DASH IF ELEVATION APPEARS ON SAME SHEET AS REFERENCED A M-1 PIPING DESIGNATIONS PIPING IS IDENTIFIED BY ITS SIZE FOLLOWED BY PIPING SYSTEM AS FOLLOWS: NEW PIPING: EXISTING PIPING: FOR NEW PIPING MATERIAL, FITTINGS, AND VALVES, SEE SPECIFICATIONS. PIPING SYSTEM DESIGNATIONS FOR EXISTING PIPING INDICATE TYPE OF SERVICE AND TYPE OF MATERIAL IF KNOWN. CONTRACTOR SHALL VERIFY ALL EXISTING PIPE MATERIAL AND NOT RELY ON THIS DESIGNATION PRIOR TO CONSTRUCTION. PIPE SIZE PIPING SYSTEM EQUIPMENT DESIGNATIONS EQUIPMENT IS IDENTIFIED AS FOLLOWS: BOXED NUMBER DESIGNATES NEW EQUIPMENT TO BE SUPPLIED BY THE CONTRACTOR: UNBOXED NUMBER DESIGNATES EXISTING EQUIPMENT: EQUIPMENT LIST IS INCLUDED FOR THE CONVENIENCE OF THE ENGINEER AND CONTRACTOR, AND IS NOT INTENDED TO REPRESENT PRECISE LISTING OF ALL EQUIPMENT AND DEVICES TO BE PROVIDED UNDER THIS CONTRACT. XX-XXXX 8" W XX-XXXX 8" W DI GENERAL PIPE MATERIAL DRAWING REFERENCE DETAIL NUMBER OR SECTION LETTER DRAWING REFERENCE SEE R - DRAWINGS FOR RESTORATION SPECIFIC LEGEND. NOTE 2+00 # UNDERGROUND SEWER LATERAL LINE (APROXIMATE LOCATION PER GIS) UNDERGROUND WATER LINE UNDERGROUND POWER LINE UNDERGROUND NATURAL GAS LINE UNDERGROUND TELEPHONE UNDERGROUND CABLE TV LINE UNDERGROUND FIBER OPTIC OVERHEAD POWER LINE LANE DELINEATIONS DITCH DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_G-6.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 20123392STATE O F WASHIN G T ONR E GI S T E R E DMYATLIASDOM c RCOPROF E SSIONAL E N G IN EERN OR YKSISSUED FOR BID MTM 03-2024 RLO 03/08/2024 SURVEY CONTROL AND NOTES G-6 6 85 M. McCrosky P. Simon R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 SURVEY NOTES SURVEY CONTROL PT # SURVEY PT # DESCRIPTION NORTHING EASTING ELEVATION 1 1 MON IN CASE 181819.119 1305917.511 223.30 2 2 MON IN CASE 182293.286 1305907.472 247.20 3 3 REBAR/CONTROL CAP 181637.250 1305103.058 169.81 4 5 SCRIBED X 181637.301 1304474.387 122.28 5 6 SCRIBED X 181873.303 1304990.056 131.52 6 10 MAG NAIL/WASHER 181618.964 1306079.113 248.23 7 11 MAG NAIL/WASHER 181803.706 1306100.663 255.43 8 12 MAG NAIL/WASHER 181773.924 1305649.786 191.25 9 13 MAG NAIL/WASHER 181465.485 1305413.305 190.82 10 14 REBAR CONTROL CAP 181392.471 1305141.120 194.22 11 15 REBAR CONTROL CAP 181220.273 1304835.806 191.14 12 16 MAG NAIL/WASHER 180849.891 1304813.388 193.38 13 17 MAG NAIL/WASHER 181454.170 1304898.582 178.10 14 18 MAG NAIL/WASHER 182269.838 1305312.044 157.05 15 19 MAG NAIL/WASHER 182315.181 1305146.125 142.28 16 20 MAG NAIL/WASHER 182313.180 1304921.540 117.12 17 21 REBAR/CONTROL CAP 182130.996 1304970.591 114.24 18 22 MAG NAIL/WASHER 182069.184 1305115.024 131.51 19 23 MAG NAIL/WASHER 181472.124 1304413.897 125.08 20 24 MAG NAIL/WASHER 181314.536 1304477.880 144.41 21 25 MAG NAIL/WASHER 182065.805 1305567.432 171.64 22 26 MON IN CASE 182305.268 1305619.856 211.48 23 27 MAG NAIL/WASHER 182495.846 1305541.458 219.55 24 40 MAG NAIL/WASHER 181903.877 1305365.386 158.84 25 42 SCRIBED X 181322.086 1305018.983 192.93 26 43 MAG NAIL/WASHER 181723.615 1304690.202 125.73 27* 44 REBAR CONTROL CAP 180586.655 1304611.727 173.67 28 45 SCRIBED X 181814.454 1305383.172 160.57 29 46 REBAR CONTROL CAP 181734.055 1305460.777 169.50 30 47 TACK IN HUB 182059.632 1305159.048 137.35 31 48 TACK IN HUB 182038.776 1305208.637 138.48 32 80 REBAR CONTROL CAP 180717.094 1304783.081 190.95 33 81 MAG NAIL/PACE WASHER 182158.261 1305357.177 153.46 UTILITIES MAPPING: ALL EXISTING UTILITIES SHOWN HEREIN ARE TO BE VERIFIED HORIZONTALLY AND VERTICALLY PRIOR TO ANY CONSTRUCTION. ALL EXISTING FEATURES INCLUDING BURIED UTILITIES ARE SHOWN AS INDICATED BY RECORD LOCATION OR FIELD TIED AS A RESULT OF A UTILITY PAINT-OUT DURING THE COURSE OF THE FIELD SURVEY. DUANE HARTMAN & ASSOCIATES, INC. (DHA) AND BHC CONSULTANTS, LLC ASSUME NO LIABILITY FOR THE ACCURACY OF THE RECORD INFORMATION. FOR THE FINAL LOCATION OF THE EXISTING UTILITIES IN AREAS CRITICAL TO CONSTRUCTION, CONTACT THE UTILITY OWNER/AGENCY AND UTILITIES UNDERGROUND CENTER (800/424-5555) TOPOGRAPHIC MAPPING: THE MAP SHOWN HEREON IS THE RESULT OF A TOPOGRAPHIC SURVEY BY DUANE HARTMAN & ASSOCIATES, INC. (DHA) COMPLETED IN APRIL 2022. DHA AND BHC CONSULTANTS, LLC ASSUME NO LIABILITY, BEYOND SAID DATE, FOR ANY FUTURE SURFACE FEATURE MODIFICATIONS OR CONSTRUCTION ACTIVITIES THAT MAY OCCUR WITHIN OR ADJOINING THE PERIMETER OF THIS SURVEY. CONTACT DHA (425) 483-5355 FOR SITE UPDATES AND VERIFICATIONS. NOTE: ·PROPERTY LINES SHOWN HEREON GENERATED FROM KING COUNTY RECORDS, AND ARE CONSIDERED APPROXIMATE IN LOCATION. ·SANITARY AND STORM SEWER MANHOLE LOCATION SHOWN HEREIN ARE FROM CENTER OF LID. CENTER OF STRUCTURES ARE TO BE VERIFIED PRIOR TO ANY CONSTRUCTION. HORIZONTAL DATUM: WASHINGTON STATE COORDINATE SYSTEM, NORTH ZONE NAD83(91), US FEET UTILIZING RTK GPS FIELD PROCEDURES EXTENDED FROM WSDOT LOCAL CONTROL POINTS. CONTOUR INTERVAL: TWO (2) FOOT CONTOURS VERTICAL DATUM: NORTH AMERICAN VERTICAL DATUM 1988 (NAVD88), US FEET. * POINT 27 LOCATED NORTH OF INTERSECTION VUEMONT PL NE AND BRONSON WAY NE. 1 2 3A45 6 7 9 1011 12 13141516A16B17 18 3B8BRONS ON BRONSON WAY NEB R O N S O N 32 12 11 25 10 9 6 7 1 2 8 29 21 22 23 33 14 15 16 1718 5 24 28 3 13 26 4 19 20 BRONSON WAY NEGRANDEY WAYW IN D S O R W A Y N E N E 4 T H S T PLACE NE WINDSOR PLACE NE EDMONDS AVE NE WAY NE 27 30 31VUEMONT PL NES U N S E T B L V D N E DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_G-7-8.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 20123392STATE O F WASHIN G T ONR E GI S T E R E DMYATLIASDOM c RCOPROF E SSIONAL E N G IN EERN OR YKSISSUED FOR BID MTM 03-2024 RLO 03/08/2024 ALIGNMENT TABLES 1 OF 2 G-7 7 85 M. McCrosky R. Nicolas R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 NOTES: 1. SEE DWG G-8 FOR ALIGNMENT TABLES.BRONS ON B R O N S O N W A Y N E B R O N S O N VUEMONT PL NEBRONSON WAY NEGRANDEY WAYW IN D S O R W A Y N E N E 4 T H S T S U N S E T B L V D N E PLACE NE WINDSOR PLACE NE EDMONDS AVE NE WAY NE 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9 + 0 0 10+00 11+00 1 2 + 0 0 1 3 + 0 0 14+00 15+00 16+00 1 7 +0 0 1 8 +0 0 19+0020+0021+0022+0030+00 31+0032+0033+003 4 +0 0 35+00 36+00 3 7 + 0 0 38+0039+0040+0041+004 2 + 0 0 4 3 + 0 0 44+00 45+00 46+00 47+00 50+00 51+005 2 + 0 0 53+00 54+00 55+00 5 6 +0 0 57+00 88+01 79+80 80+00 81+0082+008 3 +0 0 8 4 +0 085+0086+00 87+00 8 8 +0 0 75+7659+50 60+00 61+0062+00 63+0064+0065+0066+006 7 + 0 0 6 8 + 0 0 69+00 7 0 + 0 0 71+0072+00 73+00 74+00 75+0020+00 21+0021+7543+0040+00 41+00 4 2 +0 043+00 9 0 +0 0 91+00 91+50 L73 C33 L74 L75 L76L77 C34 C35L78 L79 L80 L81 C 36C37 C38 L82 L 8 3 C39 C40L84L85L86 L87 L88C41 C42 C43 C44C45L 8 9L90 L91L92 L93 C46C 4 7 C48 L94 L95 L96 L97 L98 L99 L100 L101 L102 L103 L104 L105 L106L107 L108 800+00 801+00 8 0 2 + 0 0 8 0 3 + 0 0 804+00 805+00 8 0 6 + 0 0700+00701+00702+00702+90 L118 L119 C61 C62 C63 L120 C64 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_G-7-8.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 20123392STATE O F WASHIN G T ONR E GI S T E R E DMYATLIASDOM c RCOPROF E SSIONAL E N G IN EERN OR YKSISSUED FOR BID MTM 03-2024 RLO 03/08/2024 ALIGNMENT TABLES 2 OF 2 G-8 8 85 M. McCrosky R. Nicolas R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 NOTES: 1. SEE DWG G-7 FOR ALIGNMENT PLAN. BRONSON - CONSTRUCTION CENTERLINE ALIGNMENT SEGMENT L74 L75 C33 L76 C34 C35 L73 L77 BEGIN STATION 0+80.00 4+97.23 5+56.64 10+25.12 10+53.95 18+04.01 19+51.85 20+26.03 BEGIN NORTHING 180,740.51 181,157.70 181,217.11 181,586.64 181,598.22 182,227.27 182,301.85 182,299.78 BEGIN EASTING 1,304,796.94 1,304,802.36 1,304,803.13 1,305,048.05 1,305,074.45 1,305,320.03 1,305,202.33 1,305,128.18 END STATION 4+97.23 5+56.64 10+25.12 10+53.95 18+04.01 19+51.85 20+26.03 22+22.29 END NORTHING 181,157.70 181,217.11 181,586.64 181,598.22 182,227.27 182,301.85 182,299.78 182,294.30 END EASTING 1,304,802.36 1,304,803.13 1,305,048.05 1,305,074.45 1,305,320.03 1,305,202.33 1,305,128.18 1,304,932.00 DISTANCE 417.23 59.41 28.83 74.18 196.26 BEARING N0°44'42"E N0°44'23"E N66°19'32"E S88°24'02"W S88°24'02"W RADIUS 409.30 477.50 124.77 TANGENT 263.68 477.50 83.98 CURVE LENGTH 468.48 750.06 147.84 DELTA 65°34'50" 90°00'00" 67°53'19" GRANDEY - CONSTRUCTION CENTERLINE ALIGNMENT SEGMENT L78 C36 L79 C37 L80 L81 C38 BEGIN STATION 29+80.00 32+16.39 34+90.82 34+91.02 37+67.73 37+67.75 40+83.98 BEGIN NORTHING 181,243.74 181,274.95 181,464.00 181,464.20 181,683.19 181,683.19 181,810.17 BEGIN EASTING 1,304,824.39 1,304,590.07 1,304,424.33 1,304,424.33 1,304,567.24 1,304,567.26 1,304,856.87 END STATION 32+16.39 34+90.82 34+91.02 37+67.73 37+67.75 40+83.98 47+05.40 END NORTHING 181,274.95 181,464.00 181,464.20 181,683.19 181,683.19 181,810.17 182,319.50 END EASTING 1,304,590.07 1,304,424.33 1,304,424.33 1,304,567.24 1,304,567.26 1,304,856.87 1,305,124.85 DISTANCE 236.39 0.20 0.02 316.23 BEARING N82°24'48"W N0°04'01"W N66°19'32"E N66°19'32"E RADIUS 190.95 238.80 461.50 TANGENT 167.01 156.24 368.08 CURVE LENGTH 274.44 276.71 621.42 DELTA 82°20'47" 66°23'33" 77°09'00" BRONSON PL - CONSTRUCTION CENTERLINE ALIGNMENT SEGMENT L82 C39 C40 L83 BEGIN STATION 49+80.00 50+88.92 56+32.68 57+06.43 BEGIN NORTHING 181,927.24 181,970.97 182,427.97 182,494.90 BEGIN EASTING 1,305,331.25 1,305,431.00 1,305,553.16 1,305,559.69 END STATION 50+88.92 56+32.68 57+06.43 57+54.57 END NORTHING 181,970.97 182,427.97 182,494.90 182,527.22 END EASTING 1,305,431.00 1,305,553.16 1,305,559.69 1,305,595.37 DISTANCE 108.92 48.14 BEARING N66°19'32"E N47°49'51"E RADIUS 301.60 50.00 TANGENT 381.20 45.43 CURVE LENGTH 543.76 73.75 DELTA 103°17'58" 84°30'54" WINDSOR PL - CONSTRUCTION CENTERLINE ALIGNMENT SEGMENT L92 L93 L91 C46 L89 C47 L90 C48 BEGIN STATION 79+80.00 80+00.00 81+01.61 81+73.90 83+05.38 83+07.96 84+91.79 86+95.79 BEGIN NORTHING 182,305.48 182,305.35 182,304.70 182,303.97 182,235.41 182,233.04 182,054.18 181,850.21 BEGIN EASTING 1,305,587.36 1,305,607.36 1,305,708.96 1,305,781.25 1,305,885.04 1,305,886.07 1,305,921.81 1,305,917.97 END STATION 80+00.00 81+01.61 81+73.90 83+05.38 83+07.96 84+91.79 86+95.79 88+01.04 END NORTHING 182,305.35 182,304.70 182,303.97 182,235.41 182,233.04 182,054.18 181,850.21 181,749.69 END EASTING 1,305,607.36 1,305,708.96 1,305,781.25 1,305,885.04 1,305,886.07 1,305,921.81 1,305,917.97 1,305,944.36 DISTANCE 20.00 101.61 72.29 2.58 204.00 BEARING S89°37'59"E S89°37'59"E S89°25'18"E S23°40'48"E S1°04'46"W RADIUS 114.60 425.39 191.00 TANGENT 74.05 93.37 54.00 CURVE LENGTH 131.48 183.82 105.25 DELTA 65°44'11" 24°45'34" 31°34'25" WINDSOR WAY - CONSTRUCTION CENTERLINE ALIGNMENT SEGMENT L84 L85 C41 L86 C42 L87 C43 L88 C44 C45 BEGIN STATION 59+50.00 61+43.27 61+57.14 62+52.38 64+11.19 68+99.76 69+14.11 72+12.45 72+14.32 73+61.37 BEGIN NORTHING 181,227.06 181,302.52 181,308.94 181,344.14 181,379.06 181,665.13 181,677.75 181,820.63 181,820.60 181,749.69 BEGIN EASTING 1,304,757.97 1,304,935.90 1,304,948.20 1,305,036.26 1,305,191.18 1,305,569.00 1,305,575.83 1,305,820.93 1,305,822.80 1,305,944.36 END STATION 61+43.27 61+57.14 62+52.38 64+11.19 68+99.76 69+14.11 72+12.45 72+14.32 73+61.37 75+76.14 END NORTHING 181,302.52 181,308.94 181,344.14 181,379.06 181,665.13 181,677.75 181,820.63 181,820.60 181,749.69 181,656.32 END EASTING 1,304,935.90 1,304,948.20 1,305,036.26 1,305,191.18 1,305,569.00 1,305,575.83 1,305,820.93 1,305,822.80 1,305,944.36 1,306,125.33 DISTANCE 193.27 13.87 158.81 14.35 1.87 BEARING N67°01'14"E N62°25'38"E N77°17'42"E N28°24'15"E S88°54'14"E RADIUS 299.25 573.00 272.90 143.85 191.00 TANGENT 48.03 260.24 166.05 80.67 120.35 CURVE LENGTH 95.24 488.56 298.34 147.05 214.78 DELTA 18°14'06" 48°51'10" 62°38'14" 58°34'08" 64°25'43" SD3 - CONSTRUCTION CENTERLINE ALIGNMENT SEGMENT L94 L95 L96 L97 BEGIN STATION 20+00.00 20+12.90 20+44.12 21+40.50 BEGIN NORTHING 182,105.43 182,098.73 182,082.53 182,051.94 BEGIN EASTING 1,305,085.77 1,305,096.79 1,305,123.47 1,305,214.87 END STATION 20+12.90 20+44.12 21+40.50 21+74.56 END NORTHING 182,098.73 182,082.53 182,051.94 182,042.49 END EASTING 1,305,096.79 1,305,123.47 1,305,214.87 1,305,247.59 DISTANCE 12.90 31.22 96.38 34.06 BEARING S58°43'34"E S58°43'34"E S71°29'40"E S73°53'41"E RADIUS TANGENT CURVE LENGTH DELTA SD-06 - CONSTRUCTION CENTERLINE ALIGNMENT SEGMENT L103 L104 L105 L106 L107 L108 BEGIN STATION 40+00.00 40+12.50 40+43.67 40+59.28 41+77.86 42+50.13 BEGIN NORTHING 181,872.44 181,865.30 181,847.51 181,838.90 181,761.04 181,689.89 BEGIN EASTING 1,305,301.82 1,305,312.08 1,305,337.68 1,305,350.70 1,305,440.13 1,305,452.85 END STATION 40+12.50 40+43.67 40+59.28 41+77.86 42+50.13 43+00.13 END NORTHING 181,865.30 181,847.51 181,838.90 181,761.04 181,689.89 181,651.92 END EASTING 1,305,312.08 1,305,337.68 1,305,350.70 1,305,440.13 1,305,452.85 1,305,485.39 DISTANCE 12.50 31.17 15.61 118.57 72.28 50.00 BEARING S55°12'19"E S55°12'19"E S56°30'24"E S48°57'09"E S10°08'36"E S40°35'34"E RADIUS TANGENT CURVE LENGTH DELTA SD-05 - CONSTRUCTION CENTERLINE ALIGNMENT SEGMENT L98 L99 L100 L101 L102 BEGIN STATION 90+00.00 90+27.65 90+59.30 90+68.95 91+19.96 BEGIN NORTHING 181,658.11 181,634.42 181,607.34 181,598.85 181,557.68 BEGIN EASTING 1,305,096.40 1,305,110.65 1,305,127.03 1,305,131.64 1,305,161.76 END STATION 90+27.65 90+59.30 90+68.95 91+19.96 91+50.09 END NORTHING 181,634.42 181,607.34 181,598.85 181,557.68 181,531.59 END EASTING 1,305,110.65 1,305,127.03 1,305,131.64 1,305,161.76 1,305,176.82 DISTANCE 27.65 31.65 9.66 51.01 30.13 BEARING S31°02'34"E S31°09'53"E S28°31'46"E S36°11'10"E S29°59'19"E RADIUS TANGENT CURVE LENGTH DELTA BRONSON WAY - CONSTRUCTION CENTERLINE ALIGNMENT SEGMENT L118 C61 C62 L119 C63 BEGIN STATION 800+00.00 800+68.77 802+13.49 803+98.89 804+68.65 BEGIN NORTHING 180,537.96 180,598.25 180,705.23 180,847.30 180,911.35 BEGIN EASTING 1,304,607.47 1,304,640.54 1,304,736.14 1,304,851.62 1,304,879.27 END STATION 800+68.77 802+13.49 803+98.89 804+68.65 806+00.00 END NORTHING 180,598.25 180,705.23 180,847.30 180,911.35 181,024.15 END EASTING 1,304,640.54 1,304,736.14 1,304,851.62 1,304,879.27 1,304,945.89 DISTANCE 68.77 69.76 BEARING N28°44'32"E N23°20'42"E RADIUS 317.84 337.74 520.87 TANGENT 73.64 95.10 66.02 CURVE LENGTH 144.72 185.40 131.35 DELTA 26°05'18" 31°27'09" 14°26'53" VUEMONT PL - CONSTRUCTION CENTERLINE ALIGNMENT SEGMENT L120 C64 BEGIN STATION 700+00.00 702+31.84 BEGIN NORTHING 180,482.19 180,593.72 BEGIN EASTING 1,304,709.09 1,304,505.84 END STATION 702+31.84 702+90.11 END NORTHING 180,593.72 180,642.38 END EASTING 1,304,505.84 1,304,480.13 DISTANCE 231.84 BEARING N61°14'38"W RADIUS 50.00 TANGENT 32.95 CURVE LENGTH 58.27 DELTA 66°46'35" DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_G-9.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 20123392STATE O F WASHIN G T ONR E GI S T E R E DMYATLIASDOM c RCOPROF E SSIONAL E N G IN EERN OR YKSISSUED FOR BID MTM 03-2024 RLO 03/08/2024 EROSION CONTROL KEY PLAN G-9 9 85 M. McCrosky S. Olsoe R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186GRANDEY WAYBRONSON WAY NEWI NDS OR WA Y N E BR ONS ON PLA CE NE BRONSON WAY NEWINDSOR PLACE NE EDMONDS AVE NE BRONSON WAY NE SUN SET BL VD NEVUEMONT PL NEB R O N S O N W A Y N E NE 4TH ST 1 2 3A45 6 7 9 1011 12 13141516A16B17 18 3B8BRONS ON B R O N S O N W A Y N E B R O N S O N BRONSON WAY NEGRANDEY WAYW IN D S O R W A Y N E N E 4 T H S T PLACE NE WINDSOR PLACE NE EDMONDS AVE NE WAY NE S U N S E T B L V D N EVUEMONT PL NEE C-10 EC-2 EC-4E C-5 EC-3EC-5EC-6 EC-4E C -7 EC-7EC-8 E C- 6 EC-9EC-10EC-9EC-2 EC-8EC-3EC-11EC-11EC-11 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_G-10.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 20123392STATE O F WASHIN G T ONR E GI S T E R E DMYATLIASDOM c RCOPROF E SSIONAL E N G IN EERN OR YKSISSUED FOR BID MTM 03-2024 RLO 03/08/2024 WATER KEY PLAN G-10 10 85 M. McCrosky P. Simon R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 1 2 3A45 6 7 9 1011 12 13141516A16B17 18 3B8BRONS ON BRONSON WAY NEB R O N S O N VUEMONT PL NEBRONSON WAY NEGRANDEY WAYW IN D S O R W A Y N E N E 4 T H S T S U N S E T B L V D N E PLACE NE WINDSOR PLACE NE EDMONDS AVE NE WAY NE W-18 W-1 W-6W -7 W-3W-8W-9 W-5W -1 1 W-12W-13W- 1 0 W-16W-17W-15W-2 W-14W-4 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_G-11.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 20123392STATE O F WASHIN G T ONR E GI S T E R E DMYATLIASDOM c RCOPROF E SSIONAL E N G IN EERN OR YKSISSUED FOR BID MTM 03-2024 RLO 03/08/2024 STORMWATER KEY PLAN G-11 11 85 M. McCrosky P. Simon R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186GRANDEY WAYBRONSON WAY NEWI NDS OR WA Y N E BR ONS ON PLA CE NE BRONSON WAY NEWINDSOR PLACE NE EDMONDS AVE NE BRONSON WAY NE SUN SET BL VD NEVUEMONT PL NEB R O N S O N W A Y N E NE 4TH ST 1 2 3A45 6 7 9 1011 12 13141516A16B17 18 3B8BRONS ON BRONSON WAY NEB R O N S O N BRONSON WAY NEGRANDEY WAYW IN D S O R W A Y N E N E 4 T H S T PLACE NE WINDSOR PLACE NE EDMONDS AVE NE WAY NE S U N S E T B L V D N EVUEMONT PL NES D-18 SD-1 SD-6S D-7 SD-3SD-8SD-9 SD-5S D -1 1 SD-12SD-13 S D- 1 0 SD-16SD-17SD-15SD-2 SD-14SD-4 CONSTRUCTION SEQUENCING AND GENERAL REQUIREMENTS 1. WORK SHALL BE SEQUENCED AT THE CONTRACTOR’S DISCRETION. HOWEVER, THE CONTRACTOR SHALL MINIMIZE IMPACT TO THE NEIGHBORHOOD BY MAINTAINING INTERSECTIONS USED BY THE COMMUNITY FOR INGRESS AND EGRESS AND BY LIMITING WORK TO A SINGLE STREET AS FEASIBLE. 2. DURING LANE OR STREET CLOSURE, THE CONTRACTOR SHALL MAINTAIN LOCAL ACCESS TO ALL PROPERTIES IN THE CLOSED AREA. 3. TOTAL ROAD CLOSURE LASTING MORE THAN TWENTY-FOUR (24) HOURS IS SUBJECT TO THE APPROVAL BY THE CITY COUNCIL. 4. EMERGENCY SERVICES (253-852-2121) SHALL BE NOTIFIED TWENTY-FOUR (24) HOURS BEFORE ANY STREET OR LANE CLOSURES. 5. RESIDENTS SHALL BE PROVIDED SEVENTY-TWO (72) HOURS OF NOTICE IF ACCESS TO PROPERTY IS IMPACTED OR IF THE FRONTAGE ALONG THEIR PROPERTY IS IMPACTED. 6. CONTRACTOR SHALL NOT CLOSE NEIGHBORHOOD ENTRANCES FROM SUNSET BLVD NE, EDMONDS AVE NE AND NE 4TH ST SIMULTANEOUSLY. TO MAINTAIN NEIGHBORHOOD ACCESS, TWO OF THE ENTRANCES MUST BE OPEN DURING CONSTRUCTION. 7. AT ALL LOCATIONS WHERE THERE IS CONFLICT BETWEEN NEW STORM AND EXISTING WATER, THE CONTRACTOR SHALL SEQUENCE UTILITY INSTALLATION TO ENSURE WATER SERVICE IS PRESERVED FOR RESIDENTS. INSTALLATION OF NEW STORM MAY NEED TO OCCUR AFTER NEW WATER MAIN IS OPERATIONAL, WATER SERVICES HAVE BEEN TRANSFERRED FROM OLD TO NEW MAINS, AND EXISTING WATER MAINS HAVE BEEN ABANDONED. THERE WILL BE NO ADDITIONAL ALLOWANCE FOR TEMPORARY WATER SERVICES IN THE CASE THAT EXISTING WATER SERVICES ARE IN CONFLICT WITH THE NEW STORM UNDER THE CONTRACTOR'S SEQUENCING PLAN. THIS SEQUENCING MAY ALLOW SECTIONS OF ABANDONED WATER MAIN TO BE CUT OUT OF THE WAY TO AVOID CONFLICTS WITH NEW STORM PIPE ALIGNMENT AND TO MINIMIZE WATER SERVICE DISRUPTIONS FOR RESIDENTS. THIS SUGGESTED SEQUENCING SHOULD BE FOLLOWED UNLESS THE CONTRACTOR PROVIDES IN WRITING AN ALTERNATIVE APPROACH FOR MAINTAINING WATER SERVICE. THE ALTERNATIVE APPROACH MUST BE SUBMITTED TO THE CITY PROJECT MANAGER 5 WORKING DAYS PRIOR TO THE ALTERNATIVE APPROACH WORK BEGINNING. 8. ALL NEW WATER MAIN PIPE AND FITTINGS SHALL BE FLUSHED AND CLEANED VIA FOAM POLYPIG PRIOR TO DISINFECTION AND TESTING. SUGGESTED POLYPIGGING STATION LOCATIONS ARE SHOWN ON DWG W-23. CONTRACTOR MAY PROPOSE ALTERNATIVE POLYPIGGING STATION LOCATIONS FOR THE CITY’S APPROVAL. 9. THE WINDSOR HILLS NEIGHBORHOOD HAS NARROW ROADWAYS AND LIMITED RESIDENTIAL PARKING. THEREFORE, WITHIN THE EXISTING RIGHTS-OF-WAY, THE CONTRACTOR SHALL ONLY STAGE ENOUGH CONSTRUCTION MATERIALS FOR THE CURRENT DAY’S WORK. 10. THE CONTRACTOR SHALL NOT LEAVE STOCKPILED MATERIAL ON CITY STREETS OUTSIDE OF WORK HOURS. 11. PRIOR TO EVERY WEEKEND, THE CONTRACTOR SHALL PATCH THE CONSTRUCTION SITE WITH HMA, STEEL PLATES, ETC. AND LEAVE THE SITE IN A CLEAN AND ORDERLY CONDITION. ANY TRAFFIC DETOURS SHALL BE MAINTAINED IN ACCORDANCE WITH THE APPROVED TRAFFIC CONTROL PLAN. 12. SD-4, SD-5, SD-6, SD-7, SD-8, SD-9, SD-10, SD-15, SD-16, SD-17, SD-19, SD-20, AND SD-21, W-4, W-5,W-7, W-8, W-10, W-15, AND W-16 HAVE SPECIFIC SEQUENCING REQUIREMENTS. SEE THOSE SHEETS FOR NOTES. DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_G-12.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 20123392STATE O F WASHIN G T ONR E GI S T E R E DMYATLIASDOM c RCOPROF E SSIONAL E N G IN EERN OR YKSISSUED FOR BID MTM 03-2024 RLO 03/08/2024 CONSTRUCTION SEQUENCING, GENERAL REQUIREMENTS, AND POTHOLING DATA G-12 12 85 M. McCROSKY, P.E. P. SIMON R. OCHILTREE, P.E. N/A 27-04186 POTHOLING TABLE POTHOLE NUMBER DRAWING ASPHALT OVERLAY THICKNESS (IN) UTILITY TYPE UTILITY SIZE (IN) UTILITY MATERIAL PIPE DIRECTION TOP OF UTILITY FROM GRADE (IN) 1 SD-1 4 FIBER OPTIC 14D x 23W CONCRETE N & S 36 2 SD-1 4 GAS 4 STEEL WRAP N & S 38 3A W-6 N/A SEWER 8 CONCRETE E & W 74 3B W-6 6 GAS 1 PE N & S 30 4 SD-6 6 GAS 1 PE N & S 32 5 SD-19 5 SEWER 24 CONCRETE SE & NW 24 6 W-11 5 GAS 2 PE E & W 48 7 W-11 3 FIBER OPTIC 1 PVC E & W 34 8 SD-12 8 GAS 0.5 PE E & W 22 9 SD-15 5 GAS 2 STEEL WRAP SW & NE 32 10 SD-16 5 GAS 2 STEEL WRAP SW & NE 38 11 W-1 8 FIBER OPTIC 14D x 23W CONCRETE N & S 10 12 W-1 5 GAS 4 STEEL WRAP N & S 38 13 SD-5 8 POWER 2 PVC N & S 25 14 W-5 8 POWER 2 PVC N & S 23 15 W-5 8 GAS 2 STEEL N & S 44 16A W-17 6 POWER COULD NOT LOCATE AFTER DIGGING TO 8-FEET BELOW GRADE 16B W-17 4 POWER 2 CABLE N & S 61 17 W-18 N/A GAS 2 STEEL WRAP SW & NE 38 18 W-18 N/A FIBER OPTIC 14D x 23W CONCRETE N & S 30 POTHOLING TABLE NOTE: UTILITY POTHOLE DATA IS PROVIDED FOR REFERENCE ONLY. CONTRACTOR TO VERIFY LOCATION, DEPTH AND SIZE OF EXISTING UTILITIES. REPORT ANY DISCREPANCIES TO THE OWNER. CONSTRUCTION SEQUENCE FOR WATER MAIN IMPROVEMENTS 1. THE CONTRACTOR MUST COMPLETE THE INSTALLATION OF EACH IDENTIFIED SEGMENT OF PIPES, INCLUDING HYDRANTS, WATER SERVICE LINES, METER SETTERS AND RELATED APPURTENANCES AND PERFORM THE POLYPIGGING, PRESSURE TESTING AND DISINFECTION OF THE INSTALLED SECTION OF PIPES AND HAVE IT CONNECTED PER PLANS AND SPECIFICATIONS TO THE ACTIVE WATER SYSTEM BEFORE THE INSTALLATION OF THE NEXT SEGMENT OF PIPES. 2. ALL WATER SERVICE TRANSFERS MUST BE COMPLETED FOR EACH SEGMENT OF THE NEW PIPES BEFORE THE INSTALLATION OF THE NEXT SECTION OF PIPES DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_G-13.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 20123392STATE O F WASHIN G T ONR E GI S T E R E DMYATLIASDOM c RCOPROF E SSIONAL E N G IN EERN OR YKSISSUED FOR BID MTM 03-2024 RLO 03/08/2024 TRENCH DAM DETAIL G-13 13 85 M. McCROSKY, P.E. R. NICOLAS R. OCHILTREE, P.E. N/A 27-04186 NOTES: 1. INSTALL TRENCH DAMS WHERE EXISTING SLOPE IS GREATER THAN OR EQUAL TO 10%. SPACE EVERY 25' MINIMUM. 2. ADJUST SPACING AS REQUIRED TO AVOID FITTINGS, VALVES AND STRUCTURES. SECTION A-A A A ELEVATION DETAIL TRENCH DAM 1 TYPNTS 2'12"VARIES12"6"6" FINISH GRADE, SURFACING VARIES, SEE RESTORATION DWGS FINISH GRADE TYP TRENCH WALL PIPE, DIA VARIES TYP BOTTOM OF PIPE TRENCH CONTROLLED DENSITY FILL DUCTILE IRON PIPE TO BE WRAPPED IN POLYWRAP PRIOR TO PLACEMENT OF CDF WEIGHTS HEIGHT "H" WEIGHT 6" RISER 450 LBS 12" RISER 900 LBS 24" RISER 1,800 LBS 36" RISER 2,700 LBS 44" RISER 3,750 LBS B AA 6"2'6" B 6"2'6"3'PLAN VIEW 4""H"6"3'-8" MAXSECTION A-A OPENING CAST AS REQUIRED FRAME AND GRATE PER COR STD PLAN 204.00 AND 204.30 SECTION B-B SPECIFICATIONS: 1. CONCRETE MINIMUM COMPRESSION STRENGTH: F'c = 5,000 PSI @ 28 DAYS. 2. REINFORCING STEEL" ASTM A615, Fy = 60,000 PSI DETAIL YARD DRAIN 2 NTS NOTES: 1. INSTALL YARD DRAIN RIMS WITH SLIGHT DEPRESSION TO COLLECT STORMWATER ON SIDEWALKS. DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_EC-1.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO TESC NOTES EC-1 14 85 R. Ochiltree, P.E. P. Simon R. Dorn, P.E. R. Ochiltree, P.E. N/A 27-04186 EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES: THE FOLLOWING IS A LISTING OF GENERAL NOTES THAT SHALL BE INCORPORATED IN THE EROSION AND SEDIMENT CONTROL (ESC) PLAN SET. ALL THE NOTES ON THE LIST MAY NOT PERTAIN TO EVERY PROJECT. THE APPLICANT OR OWNER, HEREBY REFERRED TO AS APPLICANT, MAY STRIKE OUT IRRELEVANT NOTES IF NOT APPLICABLE TO THE PROJECT. HOWEVER, THE APPLICANT SHALL NOT RENUMBER NOR EDIT THE REMAINING NOTES. IF ADDITIONAL NOTES ARE NEEDED FOR SPECIFIC ASPECTS, THEY SHALL BE ADDED AFTER THE ESC STANDARD PLAN NOTES. 1. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS, A PRE-CONSTRUCTION MEETING SHALL BE HELD AMONG THE CITY OF RENTON, HEREBY REFERRED TO AS THE CITY, THE APPLICANT, AND THE APPLICANT'S CONTRACTOR. 2. THE APPLICANT IS RESPONSIBLE FOR OBTAINING THE WASHINGTON STATE DEPARTMENT OF ECOLOGY (ECOLOGY) CONSTRUCTION STORMWATER GENERAL PERMIT, IF IT IS REQUIRED FOR THE PROJECT. THE APPLICANT SHALL PROVIDE THE CITY COPIES OF ALL MONITORING REPORTS PROVIDED TO ECOLOGY ASSOCIATED WITH THE CONSTRUCTION STORM WATER GENERAL PERMIT. 3. THE ESC PLAN SET SHALL INCLUDE AN ESC CONSTRUCTION SEQUENCE DETAILING THE ORDERED STEPS THAT SHALL BE FOLLOWED FROM CONSTRUCTION COMMENCEMENT TO POST-PROJECT CLEANUP IN ORDER TO FULFILL PROJECT ESC REQUIREMENTS. 4. THE BOUNDARIES OF THE CLEARING LIMITS, SENSITIVE AREAS AND THEIR BUFFERS, AND AREAS OF VEGETATION PRESERVATION AND TREE RETENTION AS PRESCRIBED ON THE PLAN(S) SHALL BE CLEARLY DELINEATED BY FENCING AND PROTECTED IN THE FIELD IN ACCORDANCE WITH APPENDIX D OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL (RENTON SWDM) PRIOR TO THE START OF CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE CLEARING LIMITS SHALL BE PERMITTED. THE CLEARING LIMITS SHALL BE MAINTAINED BY THE APPLICANT/ESC SUPERVISOR FOR THE DURATION OF CONSTRUCTION. 5. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS CONSTRUCTED WHEEL WASH SYSTEMS OR WASH PADS, MAY BE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN AND TRACK-OUT TO ROAD RIGHT OF WAY DOES NOT OCCUR FOR THE DURATION OF THE PROJECT. IF SEDIMENT IS TRACKED OFFSITE, PUBLIC ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY, OR MORE FREQUENTLY DURING WET WEATHER, AS NECESSARY TO PREVENT SEDIMENT FROM ENTERING WATERS OF THE STATE. 6. WASHOUT FROM CONCRETE TRUCKS SHALL BE PERFORMED OFF-SITE OR IN DESIGNATED CONCRETE WASHOUT AREAS ONLY. DO NOT WASH OUT CONCRETE TRUCKS ONTO THE GROUND, OR TO STORM DRAINS OR OPEN DITCHES. ON-SITE DUMPING OF EXCESS CONCRETE SHALL ONLY OCCUR IN DESIGNATED CONCRETE WASHOUT AREAS. 7. ALL REQUIRED ESC BMPS SHALL BE CONSTRUCTED AND IN OPERATION PRIOR TO LAND CLEARING AND/OR CONSTRUCTION TO PREVENT TRANSPORTATION OF SEDIMENT TO SURFACE WATER, DRAINAGE SYSTEMS AND ADJACENT PROPERTIES. ALL ESC BMPS SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEARING AND/OR CONSTRUCTION IS COMPLETE AND POTENTIAL FOR ON-SITE EROSION HAS PASSED. ALL ESC BMPS SHALL BE REMOVED AFTER CONSTRUCTION IS COMPLETED AND THE SITE HAS BEEN STABILIZED TO ENSURE POTENTIAL FOR ON-SITE EROSION DOES NOT EXIST. THE IMPLEMENTATION, MAINTENANCE, REPLACEMENT, ENHANCEMENT, AND REMOVAL OF ESC BMPS SHALL BE THE RESPONSIBILITY OF THE APPLICANT. 8. ANY HAZARDOUS MATERIALS OR LIQUID PRODUCTS THAT HAVE THE POTENTIAL TO POLLUTE RUNOFF SHALL BE DISPOSED OF PROPERLY. 9. THE ESC BMPS DEPICTED ON THIS DRAWING ARE INTENDED TO BE MINIMUM REQUIREMENTS TO MEET ANTICIPATED SITE CONDITIONS. AS CONSTRUCTION PROGRESSES AND UNEXPECTED OR SEASONAL CONDITIONS DICTATE, THE APPLICANT SHALL ANTICIPATE THAT MORE ESC BMPS WILL BE NECESSARY TO ENSURE COMPLETE SILTATION CONTROL ON THE PROPOSED SITE. DURING THE COURSE OF CONSTRUCTION, IT SHALL BE THE OBLIGATION AND RESPONSIBILITY OF THE APPLICANT TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY THE ACTIVITIES AND TO PROVIDE ADDITIONAL ESC BMPS, OVER AND ABOVE MINIMUM REQUIREMENTS, AS MAY BE NEEDED, TO PROTECT ADJACENT PROPERTIES AND WATER QUALITY OF THE RECEIVING DRAINAGE SYSTEM. 10. APPROVAL OF THIS PLAN IS FOR ESC ONLY. IT DOES NOT CONSTITUTE AN APPROVAL OF STORM DRAINAGE DESIGN, SIZE NOR LOCATION OF PIPES, RESTRICTORS, CHANNELS, OR STORMWATER FACILITIES. 11. ANY DEWATERING SYSTEM NECESSARY FOR THE CONSTRUCTION OF STORMWATER FACILITIES SHALL BE SUBMITTED TO THE CITY FOR REVIEW AND APPROVAL. 12. ANY AREAS OF EXPOSED SOILS, INCLUDING ROADWAY EMBANKMENTS, THAT WILL NOT BE DISTURBED FOR TWO DAYS DURING THE WET SEASON (OCTOBER 1ST THROUGH APRIL 30TH) OR SEVEN DAYS DURING THE DRY SEASON (MAY 1ST THROUGH SEPTEMBER 30TH) SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED ESC COVER METHODS (E.G., SEEDING, MULCHING, PLASTIC COVERING, ETC.) IN CONFORMANCE WITH APPENDIX D OF THE RENTON SWDM. 13. WET SEASON ESC REQUIREMENTS APPLY TO ALL CONSTRUCTION SITES BETWEEN OCTOBER 1ST AND APRIL 30TH, UNLESS OTHERWISE APPROVED BY THE CITY. 14. ANY AREA NEEDING ADDITIONAL ESC MEASURES, NOT REQUIRING IMMEDIATE ATTENTION, SHALL BE ADDRESSED WITHIN SEVEN (7) DAYS. 15. THE ESC BMPS ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED AT A MINIMUM OF ONCE A MONTH OR WITHIN 24 HOURS FOLLOWING A STORM EVENT. INSPECTION AND MAINTENANCE SHALL OCCUR MORE FREQUENTLY AS REQUIRED BY THE CITY. 16. BEFORE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITY, CATCH BASIN INSERTS PER THE CITY STANDARD PLAN 216.30 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 INLET WILL BE CONVEYED TO A SEDIMENT POND OR TRAP. ALL CATCH BASIN INSERTS SHALL BE PERIODICALLY INSPECTED AND REPLACED AS NECESSARY TO ENSURE FULLY FUNCTIONING CONDITION. 17. AT NO TIME SHALL SEDIMENT ACCUMULATION EXCEED 2/3 OF THE CAPACITY OF THE CATCH BASIN SUMP. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT-LADEN WATER INTO THE DOWNSTREAM SYSTEM. 18. ANY PERMANENT STORMWATER FACILITY LOCATION USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY ESC BMPS AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE TEMPORARY FACILITY IS TO ULTIMATELY FUNCTION AS AN INFILTRATION SYSTEM IN ITS PERMANENT STATE, THE TEMPORARY FACILITY SHALL BE ROUGH GRADED SO THAT THE BOTTOM AND SIDES ARE AT LEAST THREE FEET ABOVE THE FINAL GRADE OF THE PERMANENT FACILITY. 19. AREAS DESIGNATED ON THE PLAN(S) CONTAINING EXISTING STORMWATER FACILITIES OR ON-SITE BMPS (AMENDED SOILS, BIORETENTION, PERMEABLE PAVEMENT, ETC.) SHALL BE CLEARLY FENCED AND PROTECTED USING ESC BMPS TO AVOID SEDIMENTATION AND COMPACTION DURING CONSTRUCTION. 20. PRIOR TO THE BEGINNING OF THE WET SEASON (OCTOBER 1ST), ALL DISTURBED AREAS SHALL BE INSPECTED TO IDENTIFY WHICH ONES SHALL BE SODDED OR SEEDED IN PREPARATION FOR THE WINTER RAINS. DISTURBED AREAS SHALL BE SODDED OR SEEDED WITHIN ONE WEEK OF THE BEGINNING OF THE WET SEASON. AN EXHIBIT OF THOSE AREAS TO BE SODDED OR SEEDED AND THOSE AREAS TO REMAIN UNCOVERED SHALL BE SUBMITTED TO THE CITY FOR REVIEW. 21. PRIOR TO FINAL CONSTRUCTION ACCEPTANCE, THE PROJECT SITE SHALL BE STABILIZED TO PREVENT SEDIMENT-LADEN WATER FROM LEAVING THE PROJECT SITE, ALL ESC BMPS SHALL BE REMOVED, AND STORMWATER CONVEYANCE SYSTEMS, FACILITIES, AND ON-SITE BMPS SHALL BE RESTORED TO THEIR FULLY FUNCTIONING CONDITION. ALL DISTURBED AREAS OF THE PROJECT SITE SHALL BE VEGETATED OR OTHERWISE PERMANENTLY STABILIZED. AT A MINIMUM, DISTURBED AREAS SHALL BE SODDED OR SEEDED AND MULCHED TO ENSURE THAT SUFFICIENT COVER WILL DEVELOP SHORTLY AFTER FINAL APPROVAL. MULCH WITHOUT SEEDING IS ADEQUATE FOR AREAS TO BE LANDSCAPED BEFORE OCTOBER 1ST. 22. ROCKERIES ARE CONSIDERED TO BE A METHOD OF BANK STABILIZATION AND EROSION CONTROL. ROCKERIES SHALL NOT BE CONSTRUCTED TO SERVE AS RETAINING WALLS. ALL ROCKERIES IN CITY ROAD RIGHTS-OF-WAY SHALL BE CONSTRUCTED IN ACCORDANCE WITH CITY STANDARDS. ROCKERIES OUTSIDE OF ROAD RIGHTS-OF-WAY SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE. DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_EC-2-4.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO BRONSON WAY NE TESC PLANS STA 1+00 TO 8+25 EC-2 15 85 B. Ochiltree, P.E. S. Olsoe R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186MATCHLINE STA - SEE BELOWKEY MAP SCALE: 1" = 400'-0"MATCHLINE STA - SEE DWG 8+25EC-2MATCHLIN E STA 4+50 - SEE ABOVE 4+50M A T C H L IN E S T A - S E E D W G 8 0 2 +1 0 E C -1 0 NOTES: 1. EC SHEETS SHOW MINIMUM TESC MEASURES REQUIRED TO BE INSTALLED BEFORE CONSTRUCTION. AS CONSTRUCTION PROGRESSES, CONTRACTOR SHALL INSPECT, MAINTAIN, REPAIR, IMPROVE AND INCREASE MEASURES AS REQUIRED TO MAINTAIN WATER QUALITY STANDARDS IN BOTH NEW AND EXISTING DRAINS. o-o LEGEND: CATCH BASIN INSERT PER COR STD. PLAN 216.30 STRAW WATTLES PER COR STD. PLAN 213.40 POTHOLE INFORMATION ON DWG G-12 XX 1 2 11 12 1+00 2+00 3+00 4+008 0 3 + 0 0 804+00 805+00 BRONSON WAY NE NE 4TH ST o -o o -oBRONSON WAY NEBRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NEEC-7EC-6EC-2EC-2E C -3 EC-3EC-4 EC-4EC-5E C -5 EC-6EC-7 EC-8E C -8 E C-9 E C -9 E C-10 EC-105 +0 0 6 +0 0 7+00 8+00 30+00 5 9 + 5 0 60+00 6 1 + 0 03+004 +0 0 5+00BRONSON WAY NE WI NDS OR WAY NEGRANDEY WAY DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_EC-2-4.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO BRONSON WAY NE TESC PLANS STA 8+25 TO 17+50 EC-3 16 85 B. Ochiltree, P.E. S. Olsoe R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 KEY MAP SCALE: 1" = 400'-0"MATCHLINE STA - SEE BELOWMATCHLINE STA - SEE DWG 8+25EC-213+00MATCHLI NE STA - SEE DWG 17+50EC-4MATCHLINE STA - SEE ABOVE13+00NOTES: 1. EC SHEETS SHOW MINIMUM TESC MEASURES REQUIRED TO BE INSTALLED BEFORE CONSTRUCTION. AS CONSTRUCTION PROGRESSES, CONTRACTOR SHALL INSPECT, MAINTAIN, REPAIR, IMPROVE AND INCREASE MEASURES AS REQUIRED TO MAINTAIN WATER QUALITY STANDARDS IN BOTH NEW AND EXISTING DRAINS. o-o LEGEND: CATCH BASIN INSERT PER COR STD. PLAN 216.30 STRAW WATTLES PER COR STD. PLAN 213.40 POTHOLE INFORMATION ON DWG G-12 XX BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NEEC-7EC-6EC-2EC-2E C -3 EC-3EC-4 EC-4EC-5E C -5 EC-6EC-7 EC-8E C -8 E C-9 E C -9 E C-10 EC-109+00 10+00 11+00 12+00 1 3 +0 030+0031+00 32+00 33+00 33+5990+0091+00BRO NSON WAY NE 13+00 14+00 15+00 1 6 +0 0 1 7 +0 0 5 0 + 0 0 5 1 + 0 0 50+0051+0052+0040+0041+00BRONSON PL ACE NEBRONSON WAY NE DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_EC-2-4.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO BRONSON WAY NE TESC PLAN STA 17+50 TO 22+50 GRANDEY WAY TESC PLAN STA 29+80 TO 34+00 EC-4 17 85 B. Ochiltree, P.E. S. Olsoe R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 KEY MAP SCALE: 1" = 400'-0" M A T C H L IN E S T A - S E E D W G 1 7 +5 0 E C -3 M ATCHLINE STA - SEE DW G 34+00EC-5o-o LEGEND: CATCH BASIN INSERT PER COR STD. PLAN 216.30 STRAW WATTLES PER COR STD. PLAN 213.40 POTHOLE INFORMATION ON DWG G-12 NOTES: 1. EC SHEETS SHOW MINIMUM TESC MEASURES REQUIRED TO BE INSTALLED BEFORE CONSTRUCTION. AS CONSTRUCTION PROGRESSES, CONTRACTOR SHALL INSPECT, MAINTAIN, REPAIR, IMPROVE AND INCREASE MEASURES AS REQUIRED TO MAINTAIN WATER QUALITY STANDARDS IN BOTH NEW AND EXISTING DRAINS. XX BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NEEC-7EC-6EC-2EC-2E C -3 EC-3EC-4 EC-4EC-5E C -5 EC-6EC-7 EC-8E C -8 E C-9 E C -9 E C-10 EC-1013 14 1518+0019+00 2 0 +0 0 2 1 +0 0 2 2 +0 046+0047+0025+002 5 +7 5 SUNSET BLVD NEB R O N S O N W A Y N E GRANDEY WAY3A 4 3B5+006+0030+00 3 1 +0 0 3 2 +0 0 33+00 3 4 + 0 059+5060+00 3+00 4+005 +0 0 6 +0 0 7+00 8 + 0 0 600+00600+71W IN D S O R W A Y N E G R A N D E Y W A Y DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_EC-5-6.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO GRANDEY WAY TESC PLANS STA 34+00 TO 42+50 EC-5 18 85 B. Ochiltree, P.E. S. Olsoe R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186MATCHLINE STA - SEE BELOWM A T C H LIN E S T A - S E E D W G 34+00 W -6 KEY MAP SCALE: 1" = 400'-0"38+50MATCHLINE STA - SEE DWG 38+50SD-7MATCHLINE STA - SEE DWG 42+50SD-9o-o LEGEND: CATCH BASIN INSERT PER COR STD. PLAN 216.30 STRAW WATTLES PER COR STD. PLAN 213.40 POTHOLE INFORMATION ON DWG G-12 XX34+003 5 +0 0 36+00 37+00 3 8+ 00100+00100+75G R A N D E Y W A Y NOTES: 1. EC SHEETS SHOW MINIMUM TESC MEASURES REQUIRED TO BE INSTALLED BEFORE CONSTRUCTION. AS CONSTRUCTION PROGRESSES, CONTRACTOR SHALL INSPECT, MAINTAIN, REPAIR, IMPROVE AND INCREASE MEASURES AS REQUIRED TO MAINTAIN WATER QUALITY STANDARDS IN BOTH NEW AND EXISTING DRAINS.BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NEEC-7EC-6EC-2EC-2E C -3 EC-3EC-4 EC-4EC-5E C -5 EC-6EC-7 EC-8E C -8 E C-9 E C -9 E C-10 EC-1039+00 40+00 41+00 4 2 +0 0200+00200+75GRANDEY WAY DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_EC-5-6.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO GRANDEY WAY TESC PLAN STA 42+50 TO 47+00 BRONSON PLACE NE TESC PLAN STA 80+00 TO 83+25 EC-6 19 85 B. Ochiltree, P.E. A. Cariaso R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186MATCHLINE STA - SEE DWG 42+50EC-5KEY MAP SCALE: 1" = 400'-0"MATCHLI NE STA - SEE DWG 5 4 +0 0 EC- 7 o-o LEGEND: CATCH BASIN INSERT PER COR STD. PLAN 216.30 STRAW WATTLES PER COR STD. PLAN 213.40 POTHOLE INFORMATION ON DWG G-12 XX 5 19+0020+0043+00 44+00 4 5 +0 0 4 6 +0 0 4 7 +0 0 G R A N D E Y W A Y BRONSON WAY NENOTES: 1. EC SHEETS SHOW MINIMUM TESC MEASURES REQUIRED TO BE INSTALLED BEFORE CONSTRUCTION. AS CONSTRUCTION PROGRESSES, CONTRACTOR SHALL INSPECT, MAINTAIN, REPAIR, IMPROVE AND INCREASE MEASURES AS REQUIRED TO MAINTAIN WATER QUALITY STANDARDS IN BOTH NEW AND EXISTING DRAINS.BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NEEC-7EC-6EC-2EC-2E C -3 EC-3EC-4 EC-4EC-5E C -5 EC-6EC-7 EC-8E C -8 E C-9 E C -9 E C-10 EC-101 5 +0 0 16+0050+00 51+00 52+00 5 3 +0 0 5 4 +0 0 52+0053+00 54+00 55+00BRONSON PLACE NE B R O N S O N W A Y N E DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_EC-7-10.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO BRONSON PLACE NE TESC PLAN STA 54+00 TO 57+50 WINDSOR PLACE NE TESC PLAN STA 80+00 TO 83+25 EC-7 20 85 B. Ochiltree, P.E. S. Olsoe R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186MATCHLINE STA - SEE DWG 54+00EC-6KEY MAP SCALE: 1" = 400'-0" M A T C H L I N E S T A - S E E D W G 8 3 +2 5 E C -8 o-o LEGEND: CATCH BASIN INSERT PER COR STD. PLAN 216.30 STRAW WATTLES PER COR STD. PLAN 213.40 POTHOLE INFORMATION ON DWG G-12 XX 67 54+00 55+00 5 6 +0 0 5 7 + 0 0 90+00 90+75 B R O N S O N P L A C E N E WINDSOR PLACE NENOTES: 1. EC SHEETS SHOW MINIMUM TESC MEASURES REQUIRED TO BE INSTALLED BEFORE CONSTRUCTION. AS CONSTRUCTION PROGRESSES, CONTRACTOR SHALL INSPECT, MAINTAIN, REPAIR, IMPROVE AND INCREASE MEASURES AS REQUIRED TO MAINTAIN WATER QUALITY STANDARDS IN BOTH NEW AND EXISTING DRAINS.BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NEEC-7EC-6EC-2EC-2E C -3 EC-3EC-4 EC-4EC-5E C -5 EC-6EC-7 EC-8E C -8 E C-9 E C -9 E C-10 EC-108 54+0055+0079+80 80+00 81+00 82+00 83+0057+0656+0057+007 0 +0 0 71+0072+0090+0090+75WINDSOR PLACE NE BRONSON PLACE NE DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_EC-7-10.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO WINDSOR PLACE NE TESC PLAN STA 83+25 TO 88+01 WINDSOR WAY NE TESC PLAN STA 60+00 TO 64+50 EC-8 21 85 B. Ochiltree, P.E. S. Olsoe R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 KEY MAP SCALE: 1" = 400'-0"MATCHLI NE STA - SEE DWG 83+25EC-7MATCHLINE STA - SEE DWG 64+50EC-9o-o LEGEND: CATCH BASIN INSERT PER COR STD. PLAN 216.30 STRAW WATTLES PER COR STD. PLAN 213.40 POTHOLE INFORMATION ON DWG G-12 TREE PROTECTION XX NOTES: 1. EC SHEETS SHOW MINIMUM TESC MEASURES REQUIRED TO BE INSTALLED BEFORE CONSTRUCTION. AS CONSTRUCTION PROGRESSES, CONTRACTOR SHALL INSPECT, MAINTAIN, REPAIR, IMPROVE AND INCREASE MEASURES AS REQUIRED TO MAINTAIN WATER QUALITY STANDARDS IN BOTH NEW AND EXISTING DRAINS.BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NEEC-7EC-6EC-2EC-2E C -3 EC-3EC-4 EC-4EC-5E C -5 EC-6EC-7 EC-8E C -8 E C-9 E C -9 E C-10 EC-108 4 +0 0 85+00 86+00 87+00 8 8 +0 088+01 73+007 2 +0 0 7 3 +0 0 74+00 75+00 75+75 85+0086+004 0 0 + 0 0 4 0 1 + 0 0 5 0 0 +0 0 5 0 1 +0 0 WINDSOR PLACE NE 5+006+0030+00 59+50 60+00 61+00 62+00 63+00 64+00 4+0065+00 66+00BRONSON WAY NEWINDSOR WAY NEo-oo-oo-o DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_EC-7-10.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO WINDSOR WAY NE TESC PLANS STA 64+50 TO 73+50 EC-9 22 85 B. Ochiltree, P.E. S. Olsoe R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 KEY MAP SCALE: 1" = 400'-0"MAT CHL I NE S T A - S E E ABOVE M A T C H L IN E S T A - S E E D W G 7 3 +5 0 E C -1 0 6 9 + 5 0MATCHLINE STA - SEE DWG 64+50EC-8MATCHLINE STA - SEE BELOW69+50o-o LEGEND: CATCH BASIN INSERT PER COR STD. PLAN 216.30 STRAW WATTLES PER COR STD. PLAN 213.40 POTHOLE INFORMATION ON DWG G-12 XX NOTES: 1. EC SHEETS SHOW MINIMUM TESC MEASURES REQUIRED TO BE INSTALLED BEFORE CONSTRUCTION. AS CONSTRUCTION PROGRESSES, CONTRACTOR SHALL INSPECT, MAINTAIN, REPAIR, IMPROVE AND INCREASE MEASURES AS REQUIRED TO MAINTAIN WATER QUALITY STANDARDS IN BOTH NEW AND EXISTING DRAINS.BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NEEC-7EC-6EC-2EC-2E C -3 EC-3EC-4 EC-4EC-5E C -5 EC-6EC-7 EC-8E C -8 E C-9 E C -9 E C-10 EC-1010 87+007 0 +0 0 7 1 +0 0 72+00 7 3 + 0 0 75+0075+758 2 +0 0 8 3 + 0 0 8 4 +0 0 8 5 +0 0 8 6 +0 0 400+00401+00500+00501+00WINDSOR WAY NE 9 65+00 66+00 67+00 6 8 +0 0 6 9 +0 0 8 0 +0 0 8 1 +0 043+00300+00300+75WINDSOR WAY NE DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_EC-7-10.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO WINDSOR PLACE NE TESC PLAN STA 73+50 TO 75+76 BRONSON WAY NE TESC PLAN STA 800+00 TO 802+10 EC-10 23 85 B. Ochiltree, P.E. S. Olsoe R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 KEY MAP SCALE: 1" = 400'-0"MATCHLINE STA - SEE DWG 73+50EC-9MATCHLINE STA - SEE DWG 802+10EC-2o-o LEGEND: CATCH BASIN INSERT PER COR STD. PLAN 216.30 STRAW WATTLES PER COR STD. PLAN 213.40 POTHOLE INFORMATION ON DWG G-12 XX NOTES: 1. EC SHEETS SHOW MINIMUM TESC MEASURES REQUIRED TO BE INSTALLED BEFORE CONSTRUCTION. AS CONSTRUCTION PROGRESSES, CONTRACTOR SHALL INSPECT, MAINTAIN, REPAIR, IMPROVE AND INCREASE MEASURES AS REQUIRED TO MAINTAIN WATER QUALITY STANDARDS IN BOTH NEW AND EXISTING DRAINS.BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NEEC-7EC-6EC-2EC-2E C -3 EC-3EC-4 EC-4EC-5E C -5 EC-6EC-7 EC-8E C -8 E C-9 E C -9 E C-10 EC-10EDMONDS AVE NE16A 16B 88+00 88+01 7 5 +7 6 74+00 7 5 +0 0 WINDSOR PLACE NE 17 18 800+00 801+00 802+00 00701+00BRONSON WAY NE VUEMONT PL NE DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_EC-11.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO DITCH TESC PLANS EC-11 24 85 B. Ochiltree, P.E. S. Olsoe R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186520+00 21+00 GRANDEY WAYo-oo-oNOTES: 1. EC SHEETS SHOW MINIMUM TESC MEASURES TO BE INSTALLED PRIOR TO CONSTRUCTION. AS CONSTRUCTION PROGRESSES, ADDITIONAL TESC MEASURES SHALL BE INSTALLED TO PROTECT BOTH NEW AND EXISTING DRAINS. o-o LEGEND: CATCH BASIN INSERT PER COR STD. PLAN 216.30 STRAW WATTLES PER COR STD. PLAN 213.40 SILT FENCE PER COR STD. PLAN 214.00 AND STAKE AND WIRE FENCE PER COR STD PLAN 212.00 POTHOLE INFORMATION ON DWG G-12 TREE PROTECTION XX 1 0 +0 0 1 1 +0 0 3 2 +0 0 3 3 +0 0 33+599 1 + 5 090+009 1 + 0 0 B R O N S O N W A Y N E o-oo-oo-oo-o14+0015+0050+004 0 +0 0 41+00 4 2 + 0 0 43+00 300+00 BRONSON WAY NEo-o o-o o-oo-oo-oo-oo-o DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_SD-1-5.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO BRONSON WAY NE STORM DRAIN PLAN AND PROFILES STA 1+00 TO 4+50 SD-1 48 85 B. Ochiltree, P.E. A. Cariaso R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 CONSTRUCTION NOTES: CONNECT TO EX CATCH BASIN WITH KOR-N-SEAL CONNECTION. 1MATCHLINE STA - SEE DWG 4+50 SD-2 HORIZ: 1" = 20'-0" VERT: 1" = 5'-0" KEY MAP SCALE: 1" = 400'-0" M A T C H L IN E S T A - S E E D W G 8 02 +1 0 S D -18LEGEND: POTHOLE INFORMATION ON DWG G-12 XX NOTES: 1. CATCH BASIN TYPE 1 PER COR STD PLAN 200.00 2. CATCH BASIN TYPE 2 PER COR STD PLAN 201.00 3. CATCH BASIN INSTALLATION PER COR STD PLAN 202.00 4. PIPE ZONE BEDDING AND COMPACTION PER COR STD PLAN 220.10 5. TYPICAL TRENCH AND BACKFILL PER COR STD PLAN 220.20 6. LOCATION AND DEPTH OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. CONTRACTOR SHALL VERIFY LOCATION OF EXISTING UTILITES PRIOR TO STARTING CONSTRUCTION. 7. SEE DWG G-3 FOR STORM GENERAL NOTES. REFER TO CONSTRUCTION SEQUENCING AND GENERAL REQUIREMENTS ON DWG G-12. 8. EXISTING STORM PIPES SHALL BE REMOVED WHEN LOCATED WITHIN 30 INCHES OF NEW STORM FACILITIES. 9. EXISTING STORM PIPES SHALL BE CAPPED WHERE SHOWN AND PLUGGED AND ABANDONED IN PLACE PER WSDOT STD SPEC 7-08.3(4) WHEN LOCATED FARTHER THAN 30 INCHES FROM NEW STORM FACILITIES. 10. EXISTING STORM STRUCTURES IDENTIFIED FOR REMOVAL SHALL BE REMOVED AND THE AREA RESTORED AS SHOWN ON THE RESTORATION SHEETS. 11. PIPE SLOPE SHOWN IN PROFILE VIEW IS CALCULATED FROM C/L OF STRUCTURE TO C/L OF STRUCTURE. 175 205 200 195 190 185 180 175 205 200 195 190 185 180 EX GRADE AT C/L OF PIPE ALIGNMENT IE 190.74 - 8" OUT (SW)70 LF - 8" SD HDPE S=0.34%EX IE 190.6 - 18" IN (NE)EX IE 190.5 - 18" OUT (NE)IE 190.5 - 8" IN (NE)EX 14" D x 23" W FOIE 191.87EX 10" W, IE 192.53ESTIMATEDEX E, IE 192.72, ESTIMATEDEX CB NO. 134565RIM EL 196.54EX WSCB #1RIM EL 194.89EX 4" GAS, IE 192.12PROVIDE 6" MIN CLEARANCE W/ ETHAFOAM PAD1 1 2 11 12 1+00 2+00 3+00 4+008 0 3 + 0 0 804+00 805+00 BRONSON WAY NE NE 4TH ST 8" SD HDPE CB #1 TYPE 1 W/ GRATE STA 1+77 OFFSET 20.38' RT 1 BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NESD-11SD-10SD-1SD-2S D -3 SD-4SD-5SD-6SD-7S D -8 SD-9SD-12 SD-13S D -1 4 S D-1 5 S D -1 6 S D-17 SD-18 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_SD-1-5.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO BRONSON WAY NE STA 4+50 TO 8+25 SD-2 49 85 B. Ochiltree, P.E. A. Cariaso R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186MATCHLINE STA - SEE DWG 8+25SD-3MATCHLIN E STA - SEE DWG 4+50SD-1KEY MAP SCALE: 1" = 400'-0" FOR CONTINUATION, SEE DWG SD-6 5 +0 0 6 +0 0 7+00 8+00 30+00 5 9 + 5 0 60+00 6 1 + 0 0 BRONSON WAY NE WI NDS OR WAY NEGRANDEY WAYCB #31 TYPE 1 W/ GRATE STA 5+04 OFFSET 14.8' LT SEE DWG SD-6 CB #32 TYPE 2 W/ SOLID LID STA 5+70 OFFSET 14.4' LT SEE DWG SD-6 12" SD PP 12" SD PP CB #30 TYPE 1 W/ GRATE STA 4+74 OFFSET 27.1' RT SEE DWG SD-6 FOR PLAN AND PROFILE SEE DWG SD-6 12" SD PP SEE R DWGS FOR RESTORATION NOTES: 1. CATCH BASIN TYPE 1 PER COR STD PLAN 200.00 2. CATCH BASIN TYPE 2 PER COR STD PLAN 201.00 3. CATCH BASIN INSTALLATION PER COR STD PLAN 202.00 4. PIPE ZONE BEDDING AND COMPACTION PER COR STD PLAN 220.10 5. TYPICAL TRENCH AND BACKFILL PER COR STD PLAN 220.20 6. LOCATION AND DEPTH OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. CONTRACTOR SHALL VERIFY LOCATION OF EXISTING UTILITES PRIOR TO STARTING CONSTRUCTION. 7. SEE DWG G-3 FOR STORM GENERAL NOTES. REFER TO CONSTRUCTION SEQUENCING AND GENERAL REQUIREMENTS ON DWG G-12. 8. EXISTING STORM PIPES SHALL BE REMOVED WHEN LOCATED WITHIN 30 INCHES OF NEW STORM FACILITIES. 9. EXISTING STORM PIPES SHALL BE CAPPED WHERE SHOWN AND PLUGGED AND ABANDONED IN PLACE PER WSDOT STD SPEC 7-08.3(4) WHEN LOCATED FARTHER THAN 30 INCHES FROM NEW STORM FACILITIES. 10. EXISTING STORM STRUCTURES IDENTIFIED FOR REMOVAL SHALL BE REMOVED AND THE AREA RESTORED AS SHOWN ON THE RESTORATION SHEETS. 11. PIPE SLOPE SHOWN IN PROFILE VIEW IS CALCULATED FROM C/L OF STRUCTURE TO C/L OF STRUCTURE.BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NESD-11SD-10SD-1SD-2S D -3 SD-4SD-5SD-6SD-7S D -8 SD-9SD-12 SD-13S D -1 4 S D-1 5 S D -1 6 S D-17 SD-18 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_SD-1-5.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO BRONSON WAY NE STA 8+25 TO 13+00 SD-3 50 85 B. Ochiltree, P.E. A. Cariaso R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186MATCHLINE STA - SEE DWG 13+00SD-4MATCHLINE STA - SEE DWG 8+25SD-2HORIZ: 1" = 20'-0" VERT: 1" = 5'-0" KEY MAP SCALE: 1" = 400'-0" 9+00 10+00 11+00 12+00 1 3 +0 0 BRO NSON WAY NE CB #2 TYPE 1 W/ GRATE STA 8+36 OFFSET 14.9' RT CB #3 TYPE 1 W/ GRATE STA 8+35 OFFSET 15.2' LT 12" SD DI 12" SD DI CB #5 TYPE 1 W/ GRATE STA 11+04 OFFSET 15.5' RT CB #6 TYPE 1 W/ BIRDCAGE INLET PER COR STD PLAN 234.20 STA 11+04 OFFSET 25.6' RT 12" SD DI 12" SD PP FOR DITCH IMPROVEMENTS SEE DWG SD-20 12" SD DI OUTFALL IE 166.3 CB #4 TYPE 2 W/ GRATE STA 11+03 OFFSET 13.7' LT FOR PLAN AND PROFILE SEE DWG SD-20 185 180 175 170 165 160 155 185 180 175 170 165 160 155CB #2RIM EL 177.20IE 172.22 - 12" OUT (NW)CB #3RIM EL 176.90IE 171.62 - 12" IN (SE)IE 171.62 - 12" OUT (NE)CB #4RIM EL 169.47IE 167.0 - 12" IN (S)IE 167.0 - 12" IN (W)IE 167.0 - 12" OUT (N)CB #5RIM EL 169.94IE 167.30 - 12" OUT (N)IE 167.30 - 12" IN (S)CB #6RIM EL 170.06IE 167.40 - 12" OUT (N)EX GRADE AT C/L OF PIPE ALIGNMENT 271 LF - 12" SD DI S=1.7% 30 LF - 12" SD PP S=2.0% 29 LF - 12" SD DI S=1.0% 10 LF 12" SD DI S=1.0%EX 8" SS, IE 169.588" W, IE 173.70EX 6" W, IE 173.77ESTIMATEDEX WS1" WSEX 6" W, IE 173.24ESTIMATEDEX 8" SS, IE 168.491" WSEX 8" SS, IE 165.4±EX OHPEX 8" SS, IE 164.78EX OHPEX 8" SS, IE 163.748" W, IE 165.57PROVIDE 6" MIN CLR W/ ETHAFOAM PAD NOTES: 1. CATCH BASIN TYPE 1 PER COR STD PLAN 200.00 2. CATCH BASIN TYPE 2 PER COR STD PLAN 201.00 3. CATCH BASIN INSTALLATION PER COR STD PLAN 202.00 4. PIPE ZONE BEDDING AND COMPACTION PER COR STD PLAN 220.10 5. TYPICAL TRENCH AND BACKFILL PER COR STD PLAN 220.20 6. LOCATION AND DEPTH OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. CONTRACTOR SHALL VERIFY LOCATION OF EXISTING UTILITES PRIOR TO STARTING CONSTRUCTION. 7. SEE DWG G-3 FOR STORM GENERAL NOTES. REFER TO CONSTRUCTION SEQUENCING AND GENERAL REQUIREMENTS ON DWG G-12. 8. EXISTING STORM PIPES SHALL BE REMOVED WHEN LOCATED WITHIN 30 INCHES OF NEW STORM FACILITIES. 9. EXISTING STORM PIPES SHALL BE CAPPED WHERE SHOWN AND PLUGGED AND ABANDONED IN PLACE PER WSDOT STD SPEC 7-08.3(4) WHEN LOCATED FARTHER THAN 30 INCHES FROM NEW STORM FACILITIES. 10. EXISTING STORM STRUCTURES IDENTIFIED FOR REMOVAL SHALL BE REMOVED AND THE AREA RESTORED AS SHOWN ON THE RESTORATION SHEETS. 11. PIPE SLOPE SHOWN IN PROFILE VIEW IS CALCULATED FROM C/L OF STRUCTURE TO C/L OF STRUCTURE.BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NESD-11SD-10SD-1SD-2S D -3 SD-4SD-5SD-6SD-7S D -8 SD-9SD-12 SD-13S D -1 4 S D-1 5 S D -1 6 S D-17 SD-18 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_SD-1-5.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO BRONSON WAY NE STA 14+25 TO STA 18+50 SD-4 51 85 B. Ochiltree, P.E. A. Cariaso R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186MATCHLINE STA - SEE DWG 17+50SD-5MATCHLINE STA - SEE DWG 13+00SD-3HORIZ: 1" = 20'-0" VERT: 1" = 5'-0" FOR PROFILE CONTINUATION SEE DWG SD-10 KEY MAP SCALE: 1" = 400'-0" CONSTRUCTION NOTES: EXISTING WATER SHALL BE ABANDONED IN PLACE AND PROPOSED WATER SHALL BE ONLINE AND OPERATIONAL BEFORE STORM STRUCTURE IS INSTALLED. BYPASS PUMP EXISTING STORM AS REQUIRED. 1 13+00 14+00 15+00 1 6 +0 0 1 7 +0 0 5 0 + 0 0 5 1 + 0 0BRONSON PL ACE NECB #56 TYPE 2 W/ SOLID LID STA 16+25 OFFSET 17.1' LT 12" SD DI CB #58 TYPE 1W/ GRATE STA 16+55 OFFSET 14.9' RT CB #55 TYPE 1 W/ GRATE STA 15+69 OFFSET 27.8' RT 12" SD DI 12" SD DI 12" SD PP BRONSON WAY NE FOR PLAN AND PROFILE SEE DWG SD-10 CB #54 TYPE 1 W/ GRATE STA 50+80 OFFSET 15.5' RT CB #8 TYPE 1 W/ GRATE STA 14+20 OFFSET 14.8' RT SEE DWG SD-21 CB #9 TYPE 1 W/ GRATE STA 14+26 OFFSET 15.6' LT SEE DWG SD-21 CB #7 TYPE 1 W/ GRATE STA 14+17 OFFSET 30.1' RT SEE DWG SD-21 FOR CHANNEL IMPROVMENTS SEE DWG SD-21 FOR PLAN AND PROFILE SEE DWG SD-21 CB #57 TYPE 1 W/ GRATE STA 16+58 OFFSET 15.6' LT 1 170 165 160 155 150 145 140 EX GRADE AT C/L OF PIPE ALIGNMENT CB #58RIM EL 151.48IE 149.6 - 12" OUT (W)170 165 160 155 150 145 140CB #54RIM EL 160.90CB #55RIM EL 156.26IE 149.5 - 12" IN (E)IE 149.4 - 12" OUT (S)IE 149.3 - 12" IN (N)IE 150.5 - 12" IN (SE)EX IE 149.3± - 12" CONC OUT (NW)IE 153.1 - 12" OUT (NW)IE 153.1 - 12" IN (SE)CB #57RIM EL 151.32CB #56RIM EL 152.10IE 157.8 - 12" OUT (NW)IE 157.8 - 12" IN (NE)7 3 L F - 1 2 " S D D I 31 LF - 12" SD DI S=0.3% 32 LF - 12" SD DI S=0.3% 6 0 L F - 1 2 " S D P P S =7 .8 %EX 8" SS, IE 144.02EX 6" W, IE 148.31, ESTIMATEDEX 1" WS1" WS8" W, IE 147.90EX 6" W, IE 149.50ESTIMATED8" W, IE 149.60EX 8" SS, IE 144.446" W, IE 150.23EX 6" SD, IE 151.09ESTIMATEDEX 6" SD, IE 153.17ESTIMATEDEX 8" SS, IE 148.728" W, IE 154.52S =3 .6 %1" WSPROVIDE 6" MIN CLR W/ ETHAFOAM PAD NOTES: 1. CATCH BASIN TYPE 1 PER COR STD PLAN 200.00 2. CATCH BASIN TYPE 2 PER COR STD PLAN 201.00 3. CATCH BASIN INSTALLATION PER COR STD PLAN 202.00 4. PIPE ZONE BEDDING AND COMPACTION PER COR STD PLAN 220.10 5. TYPICAL TRENCH AND BACKFILL PER COR STD PLAN 220.20 6. LOCATION AND DEPTH OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. CONTRACTOR SHALL VERIFY LOCATION OF EXISTING UTILITES PRIOR TO STARTING CONSTRUCTION. 7. SEE DWG G-3 FOR STORM GENERAL NOTES. REFER TO CONSTRUCTION SEQUENCING AND GENERAL REQUIREMENTS ON DWG G-12. 8. EXISTING STORM PIPES SHALL BE REMOVED WHEN LOCATED WITHIN 30 INCHES OF NEW STORM FACILITIES. 9. EXISTING STORM PIPES SHALL BE CAPPED WHERE SHOWN AND PLUGGED AND ABANDONED IN PLACE PER WSDOT STD SPEC 7-08.3(4) WHEN LOCATED FARTHER THAN 30 INCHES FROM NEW STORM FACILITIES. 10. EXISTING STORM STRUCTURES IDENTIFIED FOR REMOVAL SHALL BE REMOVED AND THE AREA RESTORED AS SHOWN ON THE RESTORATION SHEETS. 11. PIPE SLOPE SHOWN IN PROFILE VIEW IS CALCULATED FROM C/L OF STRUCTURE TO C/L OF STRUCTURE.BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NESD-11SD-10SD-1SD-2S D -3 SD-4SD-5SD-6SD-7S D -8 SD-9SD-12 SD-13S D -1 4 S D-1 5 S D -1 6 S D-17 SD-18 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_SD-1-5.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO BRONSON WAY NE STA 17+50 TO 22+50 SD-5 52 85 B. Ochiltree, P.E. A. Cariaso R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 M A T C H L IN E S T A - S E E D W G 1 7 +5 0 S D -4 KEY MAP SCALE: 1" = 400'-0" PROFILE VERT SCALE: HORIZ A SD-61" = 20'-0" 1" = 5'-0" HORIZ: 1" = 20'-0" VERT: 1" = 5'-0"PROFILE VERT SCALE: HORIZ B SD-71" = 20'-0" 1" = 5'-0" CONSTRUCTION NOTES: EXISTING WATER SHALL BE ABANDONED IN PLACE AND PROPOSED WATER SHALL BE ONLINE AND OPERATIONAL BEFORE STORM STRUCTURE IS INSTALLED. BYPASS PUMP EXISTING STORM AS REQUIRED. CONNECT EXISTING PIPE TO NEW CATCH BASIN WITH FABRICATED SAND COLLAR OF SAME MATERIAL AS THE CONNECTING PIPE. 1 2 LEGEND: POTHOLE INFORMATION ON DWG G-12 XX 13 14 1518+0019+00 2 0 +0 0 2 1 +0 0 2 2 +0 0 SUNSET BLVD NE12" SD PVC CB #20 TYPE 1 W/ GRATE STA 21+59 OFFSET 16.8' LT CB #21 TYPE 1 W/ GRATE STA 21+71 OFFSET 15.0' RT CB #22 TYPE 2 W/ SOLID LID STA 21+90 OFFSET 15.8' RT REMOVE EX CB AND RESTORE CURB AND GUTTER B R O N S O N W A Y N E GRANDEY WAY2 1 130 125 120 115 110 105 100 130 125 120 115 110 105 100 EX GRADE AT C/L OF PIPE ALIGNMENT CB #20RIM EL 119.12IE 114.5 - 12" OUT (N)CB #21RIM EL 119.28IE 114.3 - 12" IN (W)IE 114.3 - 12" OUT (S)CB #22RIM EL 118.46IE 114.0 - 12" IN (N)EX IE 113.9 - 8" CMP IN (S)EX IE 113.9 - 8" CMP OUT (N)EX 8" SS, IE 112.148" W, IE 116.026" W, IE 116.10EX 2" P, IE 116.28EX GAS, IE 114.88,ESTIMATED19 LF - 12" SD PVC S=1.6% 34 LF - 12" SD PVC S=0.6%EX 6" WPROVIDE 6" MIN CLR W/ ETHAFOAM PAD 1 2NOTES: 1. CATCH BASIN TYPE 1 PER COR STD PLAN 200.00 2. CATCH BASIN TYPE 2 PER COR STD PLAN 201.00 3. CATCH BASIN INSTALLATION PER COR STD PLAN 202.00 4. PIPE ZONE BEDDING AND COMPACTION PER COR STD PLAN 220.10 5. TYPICAL TRENCH AND BACKFILL PER COR STD PLAN 220.20 6. LOCATION AND DEPTH OF EXISTING UTILITIES SHOWN ARE APPROXIMATE. CONTRACTOR SHALL VERIFY LOCATION OF EXISTING UTILITES PRIOR TO STARTING CONSTRUCTION. 7. SEE DWG G-3 FOR STORM GENERAL NOTES. REFER TO CONSTRUCTION SEQUENCING AND GENERAL REQUIREMENTS ON DWG G-12. 8. EXISTING STORM PIPES SHALL BE REMOVED WHEN LOCATED WITHIN 30 INCHES OF NEW STORM FACILITIES. 9. EXISTING STORM PIPES SHALL BE CAPPED WHERE SHOWN AND PLUGGED AND ABANDONED IN PLACE PER WSDOT STD SPEC 7-08.3(4) WHEN LOCATED FARTHER THAN 30 INCHES FROM NEW STORM FACILITIES. 10. EXISTING STORM STRUCTURES IDENTIFIED FOR REMOVAL SHALL BE REMOVED AND THE AREA RESTORED AS SHOWN ON THE RESTORATION SHEETS. 11. PIPE SLOPE SHOWN IN PROFILE VIEW IS CALCULATED FROM C/L OF STRUCTURE TO C/L OF STRUCTURE.BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NESD-11SD-10SD-1SD-2S D -3 SD-4SD-5SD-6SD-7S D -8 SD-9SD-12 SD-13S D -1 4 S D-1 5 S D -1 6 S D-17 SD-18135 130 125 120 115 110 135 130 125 120 115 110 CB #39RIM EL 121.73EX GRADE AT C/L OF PIPE ALIGNMENT IE 119.6 - 12" OUT (N) CB #38RIM EL 121.68S=0.75%8" W, IE 117.11EX SS, IE 115.66EX 1" WS6" W, IE 117.1EX 4" W, IE 118.76, ESTIMATEDIE 119.3 - 12" IN (S)IE 119.3 - 12" IN (E)IE 119.3 - 12" OUT (SW)39 LF 12" SD DI 1145 140 135 130 125 150 145 140 135 130 125 155155 150 IE 144.4 - 12" OUT (SW)CB #34RIM EL 146.488" W, IE 143.09EX GAS, IE 143.26, ESTIMATEDEX 8" SS, IE 139.94CB #35RIM EL 145.75IE 140.6 - 12" IN (NE)IE 143.7 - 12" IN (SW)IE 140.6 -12" OUT (NW)30 LF - 12" SD DI S=2.0% EX GRADE AT C/L OF PIPE ALIGNMENT EX 4" W, IE 142.82, ESTIMATEDPROVIDE 6" MIN CLEARANCE W/ ETHAFOAM PAD DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_SD-6-9.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO GRANDEY WAY NE STA 30+00 TO 34+00 SD-6 53 85 B. Ochiltree, P.E. A. Cariaso R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 M ATCHLINE STA - SEE DW G 34+00SD-7MATCHLINE STA - SEE DWG 34+00 SD-7 HORIZ: 1" = 20'-0" VERT: 1" = 5'-0" HORIZ: 1" = 20'-0" VERT: 1" = 5'-0" HORIZ: 1" = 20'-0" VERT: 1" = 5'-0" HORIZ: 1" = 20'-0" VERT: 1" = 5'-0" KEY MAP SCALE: 1" = 400'-0" LEGEND: POTHOLE INFORMATION ON DWG G-12 XX CONSTRUCTION NOTES: EXISTING WATER SHALL BE ABANDONED IN PLACE AND PROPOSED WATER SHALL BE ONLINE AND OPERATIONAL BEFORE STORM STRUCTURE IS INSTALLED. BYPASS PUMP EXISTING STORM AS REQUIRED. 1 NOTES: 1. CATCH BASIN TYPE 1 PER COR STD PLAN 200.00 2. CATCH BASIN TYPE 2 PER COR STD PLAN 201.00 3. CATCH BASIN INSTALLATION PER COR STD PLAN 202.00 4. PIPE ZONE BEDDING AND COMPACTION PER COR STD PLAN 220.10 5. TYPICAL TRENCH AND BACKFILL PER COR STD PLAN 220.20 6. EXISTING STORM PIPES SHALL BE REMOVED WHEN LOCATED WITHIN 30 INCHES OF NEW STORM FACILITIES. 7. EXISTING STORM PIPES SHALL BE CAPPED WHERE SHOWN AND PLUGGED AND ABANDONED IN PLACE PER WSDOT STD SPEC 7-08.3(4) WHEN LOCATED FARTHER THAN 30 INCHES FROM NEW STORM FACILITIES. 8. EXISTING STORM STRUCTURES IDENTIFIED FOR REMOVAL SHALL BE REMOVED AND THE AREA RESTORED AS SHOWN ON THE RESTORATION SHEETS. 9. PIPE SLOPE SHOWN IN PROFILE VIEW IS CALCULATED FROM C/L OF STRUCTURE TO C/L OF STRUCTURE. 3A 4 3B5+006+0030+00 3 1 +0 0 3 2 +0 0 33+00 3 4 + 0 059+5060+00 G R A N D E Y W A YBRONSON WAY NEWIN DSOR W AY NE12" SD PP CB #32 TYPE 2 W/ SOLID LID STA 30+13 OFFSET 17.3' LT 12" SD PVC 12" SD DI CB #34 TYPE 1 W/ GRATE STA 33+14 OFFSET 15.0' RT CB #35 TYPE 2 W/ GRATE STA 33+23 OFFSET 15.2' LT 12" SD PP CB #30 TYPE 1 W/ GRATE STA 4+74 OFFSET 27.1' RT CB #31 TYPE 1 W/ GRATE STA 5+04 OFFSET 14.8' LT CB #33 TYPE 2 W/ GRATE STA 32+53 OFFSET 16.4' LT 12" SD PVC SEE PROFILE A/SD-5 1 1 1 195 190 185 180 175 170 200 195 190 185 180 175 170 200 EX GRADE AT C/L OF PIPE ALIGNMENT CB #31RIM EL 189.29IE 185.2 - 12" IN (SE)IE 185.2 - 12" OUT (N)CB #30RIM EL 190.48IE 186.2 - 12" OUT (NW)EX IE 189.6 - 4" IN (N)CB #32RIM EL 188.00IE 183.9 - 12" IN (S)IE 180.5 - 12" OUT (W)EX 8" SD, IE 185.44,TO BE ABANDONED8" W, IE 184.4EX 6" W, IE 184.94,ESTIMATED67 LF - 12" SD PP S=1.5% 51 LF - 12" SD PP S=1.9% PROVIDE 6" MIN CLR W/ ETHAFOAM PAD 190 185 180 175 170 165 160 190 185 180 175 170 165 160 EX GRADE AT C/L OF PIPE ALIGNMENT 1" WSEX 1" WSEX 2" GAS, IE 167.42,ESTIMATED242 LF - 12" SD PVC S=13.8% TRENCH DAM, TYP PER DETAIL 1/G-13 170 165 160 155 150 145 170 165 160 155 150 145 140 140 EX GRADE AT C/L OF PIPE ALIGNMENT CB #33RIM EL 154.40IE 148.9 - 12" IN (E)IE 148.9 - 12" OUT (NW)EX 2" GAS, IE 159.94,ESTIMATED1" WSEX 1" WS1" WSEX 1" WS &EX 4" W, IE 3.14,ESTIMATEDEX 2" GAS, IE 149.15,ESTIMATEDEX 4" W, IE 149.96,ESTIMATED242 LF - 12" SD PVC S=13.8%11155 150 145 140 135 130 155 150 145 140 135 130 125 125 EX GRADE AT C/L OF PIPE ALIGNMENT CB #35RIM EL 145.75IE 140.6 - 12" IN (E)IE 143.7 - 12" IN (NE)IE 140.6 - 12" OUT (NW)1" WSEX 1" WSEX GAS, IE 143.341" WS S=12.0% 139 LF -12" SD PP 75 LF - 12" SD PVC EX 4" W, IE 137.59,ESTIMATEDEX 1" WS1" WSEX 4" W, IE 135.34,ESTIMATEDS=12.4%11BRONSON B R O N S O N W A Y N E BR O NSO NVUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R N E 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NESD-11SD-10SD-1SD-2S D -3 SD-4SD-5SD-6SD-7S D -8 SD-9SD-12 SD-13S D -1 4 S D-1 5 S D -1 6 S D-17 SD-18 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_SD-6-9.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO GRANDEY WAY NE STA 8+00 TO 13+00 SD-7 54 85 B. Ochiltree, P.E. A. Cariaso R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186MATCHLINE STA - SEE DWG 38+50SD-8M A T C H LIN E S T A - S E E D W G 34+00 S D-6 MATCHLINE STA - SEE DWG 38+50 SD-8MATCHLINE STA - SEE DWG 34+00 SD-6 HORIZ: 1" = 20'-0" VERT: 1" = 5'-0" KEY MAP SCALE: 1" = 400'-0" CONSTRUCTION NOTES: EXISTING WATER SHALL BE ABANDONED IN PLACE AND PROPOSED WATER SHALL BE ONLINE AND OPERATIONAL BEFORE STORM STRUCTURE IS INSTALLED. BYPASS PUMP EXISTING STORM AS REQUIRED. CONNECT EXISTING PIPE TO NEW CATCH BASIN WITH FABRICATED SAND COLLAR OF SAME MATERIAL AS THE CONNECTING PIPE. 1 234+003 5 +0 0 36+00 37+00 3 8 + 0 0 12" SD PP 12" SD DI CB #37 TYPE 2 W/ GRATE LID STA 36+01 OFFSET 14.3' LT 12" SD DI CB #36 TYPE 2 W/ GRATE STA 34+54 OFFSET 13.9' LT CB #38 TYPE 1 W/ GRATE STA 36+44 OFFSET 16.6' RT 12" SD DI CB #39 TYPE 2 W/ GRATE LID STA 36+67 OFFSET 14.4' LT G R A N D E Y W A Y 12" SD DI SEE PROFILE B/SD-5 1 1 1 2 135 130 125 120 115 135 130 125 120 115 110 110 105 105 EX GRADE AT C/L OF PIPE ALIGNMENTCB #36RIM EL 128.19IE 122.9 - 12" IN (S)IE 122.0 - 12" OUT (N)CB #37RIM EL 121.20IE 119.2 - 12" IN (S)IE 117.3 - 12" IN (N)EX IE 117.3 - 8" OUT (W)CB #39RIM EL 121.72IE 119.3 - 12" OUT (SW)IE 119.3 - 12" IN (E)IE 119.3 - 12" IN (S)6" W, IE 117.1EX 4" WIE 128.14ESTIMATEDEX 6" SS, IE 120.0±EX 4" WIE 122.54ESTIMATEDEX 4" WIE 118.83ESTIMATEDEX 1" WSEX 4" WIE 118.96ESTIMATE8" W, IE 117.391" WSEX 1" WS1" WSEX 1" WSEX 8" SS, IE 112.7±153 LF - 12" SD DI S=1.8%7 0 L F - 1 2 " S D D I S =2 .9% 210 LF - 12" SD DI S=1.2%111TRENCH DAM, TYP PER DETAIL 1/G-13 2NOTES: 1. CATCH BASIN TYPE 1 PER COR STD PLAN 200.00 2. CATCH BASIN TYPE 2 PER COR STD PLAN 201.00 3. CATCH BASIN INSTALLATION PER COR STD PLAN 202.00 4. PIPE ZONE BEDDING AND COMPACTION PER COR STD PLAN 220.10 5. TYPICAL TRENCH AND BACKFILL PER COR STD PLAN 220.20 6. EXISTING STORM PIPES SHALL BE REMOVED WHEN LOCATED WITHIN 30 INCHES OF NEW STORM FACILITIES. 7. EXISTING STORM PIPES SHALL BE CAPPED WHERE SHOWN AND PLUGGED AND ABANDONED IN PLACE PER WSDOT STD SPEC 7-08.3(4) WHEN LOCATED FARTHER THAN 30 INCHES FROM NEW STORM FACILITIES. 8. EXISTING STORM STRUCTURES IDENTIFIED FOR REMOVAL SHALL BE REMOVED AND THE AREA RESTORED AS SHOWN ON THE RESTORATION SHEETS. 9. PIPE SLOPE SHOWN IN PROFILE VIEW IS CALCULATED FROM C/L OF STRUCTURE TO C/L OF STRUCTURE.BRONSON B R O N S O N W A Y N E BR O NSO NVUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R N E 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NESD-11SD-10SD-1SD-2S D -3 SD-4SD-5SD-6SD-7S D -8 SD-9SD-12 SD-13S D -1 4 S D-1 5 S D -1 6 S D-17 SD-18 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_SD-6-9.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO GRANDEY WAY NE STA 38+50 TO 42+50 SD-8 55 85 B. Ochiltree, P.E. A. Cariaso R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186MATCHLINE STA - SEE DWG 38+50SD-7MATCHLINE STA - SEE DWG 42+50SD-9HORIZ: 1" = 20'-0" VERT: 1" = 5'-0" KEY MAP SCALE: 1" = 400'-0"MATCHLINE STA - SEE DWG 38+50 SD-7 HORIZ: 1" = 20'-0" VERT: 1" = 5'-0" CONSTRUCTION NOTES: EXISTING WATER SHALL BE ABANDONED IN PLACE AND PROPOSED WATER SHALL BE ONLINE AND OPERATIONAL BEFORE STORM STRUCTURE IS INSTALLED. BYPASS PUMP EXISTING STORM AS REQUIRED. 1 39+00 40+00 41+00 4 2 +0 0 GRANDEY WAY CB #41 TYPE 1 W/ GRATE STA 38+74 OFFSET 13.5' LT 12" SD DI 12" SD PP CB #42 TYPE 2 W/SOLID LID STA 38+74 OFFSET 4.8' RT CB #43 TYPE 1 W/ GRATE STA 41+57 OFFSET 15.5' RT CB #44 TYPE 1 W/ GRATE STA 41+49 OFFSET 14.7' LT 12" SD DI 12" SD PP CB #40 TYPE 1 W/ GRATE STA 38+74 OFFSET 16.8' RT 1 140 135 130 125 120 115 110 140 135 130 125 120 115 110 EX GRADE AT C/L OF PIPE ALIGNMENT CB #42RIM EL 125.45IE 121.8 - 12" OUT (W)IE 121.8 - 12" IN (E)IE 121.8 - 12" IN (SE)IE 121.8 - 12" IN (NW)CB #43RIM EL 130.61IE 125.3 - 12" OUT (W)IE 125.3 - 12" IN (NW)IE 125.7 - 12" IN (SE)285 LF - 12" SD PP S=1.2% 31 LF 12" SD PP S=1.3%1" WSEX 1" WSEX 1" WS1" WS1" WS1" WSEX 1" WSEX 1" WS8" W, IE 127.1EX 4" W, IE 127.13ESTIMATEDCB #44RIM EL 130.25NOTES: 1. CATCH BASIN TYPE 1 PER COR STD PLAN 200.00 2. CATCH BASIN TYPE 2 PER COR STD PLAN 201.00 3. CATCH BASIN INSTALLATION PER COR STD PLAN 202.00 4. PIPE ZONE BEDDING AND COMPACTION PER COR STD PLAN 220.10 5. TYPICAL TRENCH AND BACKFILL PER COR STD PLAN 220.20 6. EXISTING STORM PIPES SHALL BE REMOVED WHEN LOCATED WITHIN 30 INCHES OF NEW STORM FACILITIES. 7. EXISTING STORM PIPES SHALL BE CAPPED WHERE SHOWN AND PLUGGED AND ABANDONED IN PLACE PER WSDOT STD SPEC 7-08.3(4) WHEN LOCATED FARTHER THAN 30 INCHES FROM NEW STORM FACILITIES. 8. EXISTING STORM STRUCTURES IDENTIFIED FOR REMOVAL SHALL BE REMOVED AND THE AREA RESTORED AS SHOWN ON THE RESTORATION SHEETS. 9. PIPE SLOPE SHOWN IN PROFILE VIEW IS CALCULATED FROM C/L OF STRUCTURE TO C/L OF STRUCTURE.BRONSON B R O N S O N W A Y N E BR O NSO NVUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R N E 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NESD-11SD-10SD-1SD-2S D -3 SD-4SD-5SD-6SD-7S D -8 SD-9SD-12 SD-13S D -1 4 S D-1 5 S D -1 6 S D-17 SD-18135 130 125 120 115 110 135 130 125 120 115 110 105105CB #42RIM EL 125.45IE 122.2 - 12" OUT (S)CB #41RIM EL 124.61CB #40RIM EL 124.91IE 122.0 - 12" OUT (N)EX GRADE AT C/L OF PIPE ALIGNMENT 12 LF - 12" SD DI S=2.0% 18 LF - 12" SD DI S=2.0%EX 8" SS, IE 118.98" W, IE 120.43EX 4" W, IE 121.06, ESTIMATEDIE 121.8 - 12" IN (NW)IE 121.8 - 12" IN (SE)IE 121.8 - 12" OUT (W)IE 121.8 - 12" IN (E)1 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_SD-6-9.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO GRANDEY WAY NE STA 42+50 TO 47+00 SD-9 56 85 B. Ochiltree, P.E. A. Cariaso R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186MATCHLINE STA - SEE DWG 42+50SD-8KEY MAP SCALE: 1" = 400'-0" CONSTRUCTION NOTES: EXISTING WATER SHALL BE ABANDONED IN PLACE AND PROPOSED WATER SHALL BE ONLINE AND OPERATIONAL BEFORE STORM STRUCTURE IS INSTALLED. BYPASS PUMP EXISTING STORM AS REQUIRED. 1 5 19+0020+0043+00 44+00 45+00 4 6 +0 0 4 7 +0 0 G R A N D E Y W A Y BRONSON WAY NECB #46 TYPE 1 W/ GRATE STA 44+77 OFFSET 15.6' LT SEE DWG SD-19 18" SD PP CB #45 TYPE 1 W/ GRATE STA 44+64 OFFSET 14.8' RT SEE DWG SD-19 18" SD PP IE 127.0 - 18" OUT (W) FOR CHANNEL IMPROVMENTS SEE DWG SD-19 FOR PLAN AND PROFILE SEE DWG SD-19 1 NOTES: 1. CATCH BASIN TYPE 1 PER COR STD PLAN 200.00 2. CATCH BASIN TYPE 2 PER COR STD PLAN 201.00 3. CATCH BASIN INSTALLATION PER COR STD PLAN 202.00 4. PIPE ZONE BEDDING AND COMPACTION PER COR STD PLAN 220.10 5. TYPICAL TRENCH AND BACKFILL PER COR STD PLAN 220.20 6. EXISTING STORM PIPES SHALL BE REMOVED WHEN LOCATED WITHIN 30 INCHES OF NEW STORM FACILITIES. 7. EXISTING STORM PIPES SHALL BE CAPPED WHERE SHOWN AND PLUGGED AND ABANDONED IN PLACE PER WSDOT STD SPEC 7-08.3(4) WHEN LOCATED FARTHER THAN 30 INCHES FROM NEW STORM FACILITIES. 8. EXISTING STORM STRUCTURES IDENTIFIED FOR REMOVAL SHALL BE REMOVED AND THE AREA RESTORED AS SHOWN ON THE RESTORATION SHEETS. 9. PIPE SLOPE SHOWN IN PROFILE VIEW IS CALCULATED FROM C/L OF STRUCTURE TO C/L OF STRUCTURE.BRONSON B R O N S O N W A Y N E BR O NSO NVUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R N E 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NESD-11SD-10SD-1SD-2S D -3 SD-4SD-5SD-6SD-7S D -8 SD-9SD-12 SD-13S D -1 4 S D-1 5 S D -1 6 S D-17 SD-18 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_SD-10-11.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONA L E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO BRONSON PL NE STA 50+00 TO 54+00 SD-10 57 85 B. Ochiltree, P.E. A. Cariaso R. Dorn B. Ochiltree, P.E. AS SHOWN 27-04186MATCHLINE STA - SEE DWG 5 4 + 0 0 SD- 1 1 175 170 165 160 155 150 145 FOR PROFILE CONTINUATION SEE DWG SD-4 KEY MAP SCALE: 1" = 400'-0"MATCHLINE STA - SEE DWG 54+00 SD-11 HORIZ: 1" = 20'-0" VERT: 1" = 5'-0" HORIZ: 1" = 20'-0" VERT: 1" = 5'-0" CONSTRUCTION NOTES: SEE WATER SHEETS FOR NEW SANITARY MANHOLE DESIGN. EXISTING WATER SHALL BE ABANDONED IN PLACE AND PROPOSED WATER SHALL BE ONLINE AND OPERATIONAL BEFORE STORM STRUCTURE IS INSTALLED. BYPASS PUMP EXISTING STORM AS REQUIRED. INSTALL YARD DRAIN RIMS WITH SLIGHT DEPRESSION TO COLLECT STORMWATER ON SIDEWALKS. 1 2 3 50+00 51+00 52+00 5 3 +0 0 5 4 +0 0 BRONSON PLACE NE B R O N S O N W A Y N E 12" SD PVC CB #54 TYPE 1 W/ GRATE STA 50+80 OFFSET 15.5' RT CB #53 TYPE 1 W/ GRATE STA 52+55 OFFSET 15.3' LT CB #52 TYPE 1 W/ GRATE STA 53+54 OFFSET 13.6' RT YARD DRAIN, PER DETAIL 2/G-13 12" SD PP FOR PLAN AND PROFILE SEE DWG SD-4 CB #55 TYPE 1 W/ GRATE BRONSON WAY NE STA 15+68.65 OFFSET 27.75' RT 1 8" SD HDPE 10 LF 2 3 175 170 165 160 155 150 145 EX GRADE AT C/L OF PIPE ALIGNMENT CB #54RIM EL 160.90IE 157.8 - 12" OUT (NW)IE 157.8 - 12" IN (NE)1 7 5 L F - 1 2 " S D P V C S =5 .1 %EX 8" SSIE 156.378" W, IE 155.541" WSNOTES: 1. CATCH BASIN TYPE 1 PER COR STD PLAN 200.00 2. CATCH BASIN TYPE 2 PER COR STD PLAN 201.00 3. CATCH BASIN INSTALLATION PER COR STD PLAN 202.00 4. PIPE ZONE BEDDING AND COMPACTION PER COR STD PLAN 220.10 5. TYPICAL TRENCH AND BACKFILL PER COR STD PLAN 220.20 6. EXISTING STORM PIPES SHALL BE REMOVED WHEN LOCATED WITHIN 30 INCHES OF NEW STORM FACILITIES. 7. EXISTING STORM PIPES SHALL BE CAPPED WHERE SHOWN AND PLUGGED AND ABANDONED IN PLACE PER WSDOT STD SPEC 7-08.3(4) WHEN LOCATED FARTHER THAN 30 INCHES FROM NEW STORM FACILITIES. 8. EXISTING STORM STRUCTURES IDENTIFIED FOR REMOVAL SHALL BE REMOVED AND THE AREA RESTORED AS SHOWN ON THE RESTORATION SHEETS. 9. PIPE SLOPE SHOWN IN PROFILE VIEW IS CALCULATED FROM C/L OF STRUCTURE TO C/L OF STRUCTURE.BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NESD-11SD-10SD-1SD-2S D -3 SD-4SD-5SD-6SD-7S D -8 SD-9SD-12 SD-13S D -1 4 S D-1 5 S D -1 6 S D-17 SD-18190 185 180 175 170 165 190 185 180 175 170 165 160160 EX GRADE AT C/L OF PIPE ALIGNMENT CB #52RIM EL 183.84IE 178.7 - 12" OUT (SW)IE 178.7 - 12" IN (N)IE 178.7 - 8" IN (NE)CB #53RIM EL 171.07IE 166.7 - 12" OUT (SW)IE 166.7- 12" IN (NE)S =1 1 .7 %8" W, IE 178.92EX 2" GAS, IE 171.41ESTIMATEDEX 4" W, IE 180.31,ESTIMATEDEX 8" SSIE 184.32EX GAS, IE 167.38ESTIMATEDEX WS1" WSEX 8" SS, IE 174.8ESTIMATEDEX 6" SD, IE 184.2ESTIMATED8" W, IE 183.36EX 6" SD, IE 169.8ESTIMATEDPROVIDE 6" MIN CLR W/ ETHAFOAM PADTRENCH DAM, TYP PER DETAIL 1/G-13EX 8" SS,IE 172.1721 0 3 L F -1 2 " S D P P PROVIDE 6" MIN CLR W/ ETHAFOAM PAD DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_SD-10-11.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO BRONSON PL NE STA 54+00 TO 57+50 SD-11 58 85 B. Ochiltree, P.E. A. Cariaso R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186MATCHLINE STA - SEE DWG 54+00SD-10MATCHLINE STA - SEE DWG 54+00 SD-10 KEY MAP SCALE: 1" = 400'-0" HORIZ: 1" = 20'-0" VERT: 1" = 5'-0" HORIZ: 1" = 20'-0" VERT: 1" = 5'-0" CONSTRUCTION NOTES: CONNECT TO EX CATCH BASIN WITH KOR-N-SEAL CONNECTION. INSTALL YARD DRAIN RIMS WITH SLIGHT DEPRESSION TO COLLECT STORMWATER ON SIDEWALKS. 1 22 210 205 200 215 220 225 195 210 205 200 195 215 220 225 EX GRADE AT C/L OF PIPE ALIGNMENT IE 211.4 - 12" OUT (N) CB # 90RIM EL 213.74CB # 91RIM EL 213.91IE 211.28 - 12" IN (S)IE 211.28 - 12" OUT (W)CB #92RIM EL 214.36IE 211.1 - 12" IN (W)EX IE 211.1 - 12" OUT (N)21 LF - 12" SD DI S=0.50% 31 LF - 12" SD DI S=0.50%8" W, IE 209.22EX SS, IE 207.67EX OHPEX 12" SDEX 2" G, IE 210.58ESTIMATEDEX 4" W, IE 210.44ESTIMATEDPROVIDE 6" MIN CLR W/ ETHAFOAM PAD 67 54+00 55+00 5 6 +0 0 5 7 + 0 0 B R O N S O N P L A C E N E WINDSOR PLACE NE12" SD DI CB #92 TYPE 1 W/ GRATE STA 56+56 OFFSET 14.2' RT CB #90 TYPE 1 W/ GRATE STA 56+36 OFFSET 15.6' LT CB #91 TYPE 1 W/ GRATE STA 56+52 OFFSET 16.4' LT 12" SD DI 12" SD PP CB #51 TYPE 2 W/ GRATE STA 54+96 OFFSET 7.5' LT CB #50 TYPE 1 W/ GRATE STA 55+00 OFFSET 58.3 RT12" SD PP YARD DRAIN, PER DETAIL 2/G-13 8" SD HDPE 1 2 210 205 200 195 190 215 220 210 205 200 195 190 215 220 EX GRADE AT C/L OF PIPE ALIGNMENT CB #51RIM EL 209.52IE 202.5 - 12" OUT (E)IE 202.5 - 12" IN (S)IE 206.5 - 8" IN (NE)CB #50RIM EL 215.95IE 211.3 - 12" OUT (SW)IE 213.8 - 8" IN (N)YARD DRAINRIM EL 216.67IE 214.0 - 8" OUT (SW)1 4 3 L F -1 2 " S D P P 8" W, IE 208.47EX 4" W, IE 208.78,ESTIMATEDEX 12" SD, IE 192.2ESTIMATEDEX 2" GAS, IE 204.4, ESTIMATED1" WSEX 1" WS8.4 LF 8" SD HDPE S=2.0%1" WSEX 1" WSEX 2" G, IE 190.62, ESTIMATEDEX 8" SS, IE 205.95EX 1" WS1" WSEX 8" SS, IE 208.10S =1 3 .4 % TRENCH DAM, TYP SEE DETAIL 1/G-13 S =1 6 .6 % 6 6 L F -1 2 " S D P P NOTES: 1. CATCH BASIN TYPE 1 PER COR STD PLAN 200.00 2. CATCH BASIN TYPE 2 PER COR STD PLAN 201.00 3. CATCH BASIN INSTALLATION PER COR STD PLAN 202.00 4. PIPE ZONE BEDDING AND COMPACTION PER COR STD PLAN 220.10 5. TYPICAL TRENCH AND BACKFILL PER COR STD PLAN 220.20 6. EXISTING STORM PIPES SHALL BE REMOVED WHEN LOCATED WITHIN 30 INCHES OF NEW STORM FACILITIES. 7. EXISTING STORM PIPES SHALL BE CAPPED WHERE SHOWN AND PLUGGED AND ABANDONED IN PLACE PER WSDOT STD SPEC 7-08.3(4) WHEN LOCATED FARTHER THAN 30 INCHES FROM NEW STORM FACILITIES. 8. EXISTING STORM STRUCTURES IDENTIFIED FOR REMOVAL SHALL BE REMOVED AND THE AREA RESTORED AS SHOWN ON THE RESTORATION SHEETS. 9. PIPE SLOPE SHOWN IN PROFILE VIEW IS CALCULATED FROM C/L OF STRUCTURE TO C/L OF STRUCTURE.BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NESD-11SD-10SD-1SD-2S D -3 SD-4SD-5SD-6SD-7S D -8 SD-9SD-12 SD-13S D -1 4 S D-1 5 S D -1 6 S D-17 SD-18+00 210 205 200 215 220 210 205 200 215 220 195 195 190 190IE 207.8 - 6" OUT (SW)EX IE 210.7 - 6" IN (E)EX CB NO. 133775RIM 212.19EX GRADE AT C/L OF PIPE ALIGNMENT 4 4 L F - 8 " S D H DP E S =3.0 %EX 4" W, IE 208.90ESTIMATED8" W, IE 209.22CB #51RIM EL 209.52IE 203.8 - 12" OUT (E)IE 203.8 - 12" IN (S)IE 206.5 - 6" IN (NE)EX 6" SD M A T C H L I N E S T A - S E E D W G 8 3 +2 5 S D -1 3 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_SD-12-13.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONA L E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO WINDSOR PL NE STA 80+00 TO 83+25 SD-12 59 85 B. Ochiltree, P.E. A. Cariaso R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 HORIZ: 1" = 20'-0" VERT: 1" = 5'-0" KEY MAP SCALE: 1" = 400'-0" CONSTRUCTION NOTES: INSTALL YARD DRAIN RIMS WITH SLIGHT DEPRESSION TO COLLECT STORMWATER ON SIDEWALKS. 1 8 54+0055+0079+80 80+00 81+00 82+00 83+00WINDSOR PLACE NE BRONSON PLACE NE12" SD PP CB #81 TYPE 1 STA 83+01 OFFSET 15.8' RT CB #82 TYPE 1 STA 83+13 OFFSET 23.6' LT YARD DRAIN, PER DETAIL 2/G-13 CB #83 TYPE 1 STA 82+80 OFFSET 229.2' LT 12" SD PPFOR PLAN AND PROFILE SEE DWG SD-11 CB #51 TYPE 2 W/ GRATE STA 54+96 OFFSET 7.47' LT CB #50 TYPE 1 STA 55+00 OFFSET 58.3' RT 1 255 250 245 240 235 230 225 245 240 235 255 250 230 225 EX GRADE AT C/L OF PIPE ALIGNMENT CB #83RIM EL 248.57IE 246.6 - 8" IN (E)IE 244.3 - 12" OUT (S)CB #82RIM EL 243.98IE 238.9 - 12" IN (N)IE 238.9 - 12" OUT (W)YARD DRAINRIM EL 249.24IE 246.7 - 8" OUT (S)CB #81RIM EL 241.78IE 237.0 - 12" IN (E)IE 237.0 - 12" OUT (S)74 LF - 12" SD PP S=7.3% 41 LF - 12" SD PP S=4.6%1" WSEX 1" WSEX 2" GAS, IE 246.61EX 8" SS, IE 239.858" W, IE 240.37EX 1/2" GAS5.6 LF - 8" SD HDPE S=1.8%EX 1" WS1" WS1NOTES: 1. CATCH BASIN TYPE 1 PER COR STD PLAN 200.00 2. CATCH BASIN TYPE 2 PER COR STD PLAN 201.00 3. CATCH BASIN INSTALLATION PER COR STD PLAN 202.00 4. PIPE ZONE BEDDING AND COMPACTION PER COR STD PLAN 220.10 5. TYPICAL TRENCH AND BACKFILL PER COR STD PLAN 220.20 6. EXISTING STORM PIPES SHALL BE REMOVED WHEN LOCATED WITHIN 30 INCHES OF NEW STORM FACILITIES. 7. EXISTING STORM PIPES SHALL BE CAPPED WHERE SHOWN AND PLUGGED AND ABANDONED IN PLACE PER WSDOT STD SPEC 7-08.3(4) WHEN LOCATED FARTHER THAN 30 INCHES FROM NEW STORM FACILITIES. 8. EXISTING STORM STRUCTURES IDENTIFIED FOR REMOVAL SHALL BE REMOVED AND THE AREA RESTORED AS SHOWN ON THE RESTORATION SHEETS. 9. PIPE SLOPE SHOWN IN PROFILE VIEW IS CALCULATED FROM C/L OF STRUCTURE TO C/L OF STRUCTURE.BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NESD-11SD-10SD-1SD-2S D -3 SD-4SD-5SD-6SD-7S D -8 SD-9SD-12 SD-13S D -1 4 S D-1 5 S D -1 6 S D-17 SD-18 MATCHLI NE STA - SEE DWG 83+25SD-12DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_SD-12-13.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO WINDSOR PL NE STA 83+25 TO 88+00 SD-13 60 85 B. Ochiltree, P.E. A. Cariaso R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 HORIZ: 1" = 20'-0" VERT: 1" = 5'-0" KEY MAP SCALE: 1" = 400'-0" FOR PROFILE CONTINUATION SEE DWG SD-16 8 4 +0 0 85+00 86+00 87+00 8 8 +0 088+01 73+00WINDSOR PLACE NE WINDSOR WAY NE12" SD PP CB #80 TYPE 1 W/ GRATE STA 85+23 OFFSET 14.8' LT 12" SD PVC CB #79 TYPE 2 W/ GRATE STA 86+83 OFFSET 15.2' LT SEE DWG SD-16 FOR PLAN AND PROFILE SEE DWG SD-16 CB #78 TYPE 1 W/ GRATE STA 86+67 OFFSET 24.0' RT CB #76 TYPE 2 W/ SOLID LID STA 72+48 OFFSET 21.8' LT CB #77 TYPE 1 W/ GRATE STA 72+93 OFFSET 14.6' RT 240 235 230 225 220 215 210 240 235 230 225 220 215 210 EX GRADE AT C/L OF PIPE ALIGNMENT CB #80RIM EL 229.21IE 224.6 - 12" IN (N)IE 224.6 - 12" OUT (S)221 LF - 12" SD PVC S=5.6% 160 LF - 12" SD PP S=6.6%CB #79RIM EL 222.55IE 214.0 - 12" IN (N) IE 214.0 - 12" OUT (SW)EX 1" WS1" WSEX 8" SSIE 223.5±8" W,IE 233.08EX 1" WSEX GASIE 235.14ESTIMATEDEX 4" WIE 236.08ESTIMATEDEX 1" WSEX GASIE 225.59ESTIMATEDEX GASIE 221.90ESTIMATEDEX GASIE 219.69ESTIMATED1" WS1" WSEX 1" WSEX 1" WSEX 4" W IE 238.23 ESTIMATED EX 1" WS1" WSNOTES: 1. CATCH BASIN TYPE 1 PER COR STD PLAN 200.00 2. CATCH BASIN TYPE 2 PER COR STD PLAN 201.00 3. CATCH BASIN INSTALLATION PER COR STD PLAN 202.00 4. PIPE ZONE BEDDING AND COMPACTION PER COR STD PLAN 220.10 5. TYPICAL TRENCH AND BACKFILL PER COR STD PLAN 220.20 6. EXISTING STORM PIPES SHALL BE REMOVED WHEN LOCATED WITHIN 30 INCHES OF NEW STORM FACILITIES. 7. EXISTING STORM PIPES SHALL BE CAPPED WHERE SHOWN AND PLUGGED AND ABANDONED IN PLACE PER WSDOT STD SPEC 7-08.3(4) WHEN LOCATED FARTHER THAN 30 INCHES FROM NEW STORM FACILITIES. 8. EXISTING STORM STRUCTURES IDENTIFIED FOR REMOVAL SHALL BE REMOVED AND THE AREA RESTORED AS SHOWN ON THE RESTORATION SHEETS. 9. PIPE SLOPE SHOWN IN PROFILE VIEW IS CALCULATED FROM C/L OF STRUCTURE TO C/L OF STRUCTURE.BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NESD-11SD-10SD-1SD-2S D -3 SD-4SD-5SD-6SD-7S D -8 SD-9SD-12 SD-13S D -1 4 S D-1 5 S D -1 6 S D-17 SD-18 MATCHLINE STA - SEE DWG 64+50SD-15DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_SD-14-17.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONA L E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO WINDSOR WAY NE STA 60+00 TO 64+50 SD-14 61 85 B. Ochiltree, P.E. A. Cariaso R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 HORIZ: 1" = 20'-0" VERT: 1" = 5'-0" KEY MAP SCALE: 1" = 400'-0" CONSTRUCTION NOTES: INSTALL QUARRY SPALL PAD AT OUTFALL, PER WSDOT STD SPECIFICATION 8-01.3(11). 15+006+0030+00 59+50 60+00 61+00 62+00 63+00 64+00 4+00WINDSOR WAY NEBRONSON WAY NEG R AN DEY W AY NE 12" SD DI CB #60 TYPE 1 W/ GRATE STA 62+51 OFFSET 14.7' RT CB #61 TYPE 1 W/ GRATE STA 62+96 OFFSET 14.7' RT 12" SD DI FOR PLAN AND PROFILE SEE DWG SD-6 CB #62 TYPE 1 W/ GRATE STA 62+96 OFFSET 15.7' LT 12" SD DI - OUTFALL IE 190.5± 1 SEE R DWGS FOR RESTORATION INFORMATION 200 195 190 185 180 200 195 190 185 180 175175 205205 EX GRADE AT C/L OF PIPE ALIGNMENT CB #60RIM EL 192.56EX IE 192.0 - 4" DI IN (S)IE 191.2 - 12" OUT (E)CB #61RIM EL 193.0IE 191.1 - 12" OUT (E)IE 191.1 - 12" IN (W)CB #62RIM EL 192.88IE 190.8 - 12" IN (N)IE 190.8 - 12" OUT (S)30 LF - 12" SD DI S=0.7%EX 2" GASIE 189.68ESTIMATED8" W, IE 189.2944 LF - 12" SD DI S=0.05%EX 8" SS, IE 186.0±EX OHPEX 6" W, IE 190.21,ESTIMATED15 LF - 12" SD DI S=2.0% 12" SD DI OUTFALL IE 190.5± 1 8'1'NOTES: 1. CATCH BASIN TYPE 1 PER COR STD PLAN 200.00 2. CATCH BASIN TYPE 2 PER COR STD PLAN 201.00 3. CATCH BASIN INSTALLATION PER COR STD PLAN 202.00 4. PIPE ZONE BEDDING AND COMPACTION PER COR STD PLAN 220.10 5. TYPICAL TRENCH AND BACKFILL PER COR STD PLAN 220.20 6. EXISTING STORM PIPES SHALL BE REMOVED WHEN LOCATED WITHIN 30 INCHES OF NEW STORM FACILITIES. 7. EXISTING STORM PIPES SHALL BE CAPPED WHERE SHOWN AND PLUGGED AND ABANDONED IN PLACE PER WSDOT STD SPEC 7-08.3(4) WHEN LOCATED FARTHER THAN 30 INCHES FROM NEW STORM FACILITIES. 8. EXISTING STORM STRUCTURES IDENTIFIED FOR REMOVAL SHALL BE REMOVED AND THE AREA RESTORED AS SHOWN ON THE RESTORATION SHEETS. 9. PIPE SLOPE SHOWN IN PROFILE VIEW IS CALCULATED FROM C/L OF STRUCTURE TO C/L OF STRUCTURE.BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NESD-11SD-10SD-1SD-2S D -3 SD-4SD-5SD-6SD-7S D -8 SD-9SD-12 SD-13S D -1 4 S D-1 5 S D -1 6 S D-17 SD-18 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_SD-14-17.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONA L E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO WINDSOR WAY NE STA 64+50 TO 69+50 SD-15 62 85 B. Ochiltree, P.E. A. Cariaso R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186MATCHLINE STA - SEE DWG 64+50SD-14MATCHLINE STA - SEE DWG 69+50SD-16MATCHLINE STA - SEE DWG 69+50 SD-16 HORIZ: 1" = 20'-0" VERT: 1" = 5'-0" KEY MAP SCALE: 1" = 400'-0" HORIZ: 1" = 20'-0" VERT: 1" = 5'-0" CONSTRUCTION NOTES: EXISTING WATER SHALL BE ABANDONED IN PLACE AND PROPOSED WATER SHALL BE ONLINE AND OPERATIONAL BEFORE STORM STRUCTURE IS INSTALLED. BYPASS PUMP EXISTING STORM AS REQUIRED. CONNECT EXISTING PIPE TO NEW CATCH BASIN WITH FABRICATED SAND COLLAR OF SAME MATERIAL AS THE CONNECTING PIPE. 1 2 LEGEND: POTHOLE INFORMATION ON DWG G-12 XX 9 65+00 66+00 67+00 6 8 +0 0 6 9 +0 0 WINDSOR WAY NE 12" SD PP CB #70 TYPE 2 W/ SOLID LID STA 68+28 OFFSET 15.9' LT CB #71 TYPE 1 W/ GRATE STA 68+58 OFFSET 15.0' LT CB #72 TYPE 1 W/ GRATE STA 68+52 OFFSET 15.4' RT 12" SD PP 1 2 185 180 175 170 195 190 185 180 175 170 195 190 165 165 EX GRADE AT C/L OF PIPE ALIGNMENT CB #70RIM EL 178.98EX IE 172.7 - 12" IN (SE)EX IE 172.6 - 12" OUT (NW)IE 172.9 - 12" IN (NE)CB #71RIM EL 178.24IE 173.5 - 12" OUT (SW)IE 173.5 - 12" IN (NE)IE 173.5 - 12" IN (SE)1 5 6 L F - 1 2 " S D P P S =6 .9 %29 LF - 12" SD PP S=2.1%1" WSEX 8" SS, IE 169.89EX 1" WSEX 4" W IE 175.28ESTIMATEDEX 1" WS1" WS1" WS12NOTES: 1. CATCH BASIN TYPE 1 PER COR STD PLAN 200.00 2. CATCH BASIN TYPE 2 PER COR STD PLAN 201.00 3. CATCH BASIN INSTALLATION PER COR STD PLAN 202.00 4. PIPE ZONE BEDDING AND COMPACTION PER COR STD PLAN 220.10 5. TYPICAL TRENCH AND BACKFILL PER COR STD PLAN 220.20 6. EXISTING STORM PIPES SHALL BE REMOVED WHEN LOCATED WITHIN 30 INCHES OF NEW STORM FACILITIES. 7. EXISTING STORM PIPES SHALL BE CAPPED WHERE SHOWN AND PLUGGED AND ABANDONED IN PLACE PER WSDOT STD SPEC 7-08.3(4) WHEN LOCATED FARTHER THAN 30 INCHES FROM NEW STORM FACILITIES. 8. EXISTING STORM STRUCTURES IDENTIFIED FOR REMOVAL SHALL BE REMOVED AND THE AREA RESTORED AS SHOWN ON THE RESTORATION SHEETS. 9. PIPE SLOPE SHOWN IN PROFILE VIEW IS CALCULATED FROM C/L OF STRUCTURE TO C/L OF STRUCTURE.BRONSON B R O N S O N W A Y N E B RO N SO NVUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R N E 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NESD-11SD-10SD-1SD-2S D -3 SD-4SD-5SD-6SD-7S D -8 SD-9SD-12 SD-13S D -1 4 S D-1 5 S D -1 6 S D-17 SD-18185 180 175 170 165 185 180 175 170 165 165165 190190 CB #71RIM EL 178.2431 LF - 12" SD PP S=1.94% EX GRADE AT C/L OF PIPE ALIGNMENTCB #72RIM EL 178.44IE 173.5 - 12" OUT (SW)IE 173.5 - 12" IN (NE)IE 173.5 - 12" IN (SE)IE 174.0 - 12" OUT (NW)8" W, IE 172.29EX 2" GAS, IE 175.7ESTIMATEDEX 4" W INSIDECB, IE 174.06EX 8" SS, IE 171.771 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_SD-14-17.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO WINDSOR WAY NE STA 69+50 TO 73+50 SD-16 63 85 B. Ochiltree, P.E. A. Cariaso R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186MATCHL I NE S T A - S E E DWG 6 9 + 5 0 S D- 1 5 M A T C H L IN E S T A - S E E D W G 7 3 +5 0 S D -1 7 MATCHLINE STA - SEE DWG 69+50 SD-15 HORIZ: 1" = 20'-0" VERT: 1" = 5'-0" HORIZ: 1" = 20'-0" VERT: 1" = 5'-0" KEY MAP SCALE: 1" = 400'-0" FOR PROFILE CONTINUATION SEE DWG SD-13 CONSTRUCTION NOTES: EXISTING WATER SHALL BE ABANDONED IN PLACE AND PROPOSED WATER SHALL BE ONLINE AND OPERATIONAL BEFORE STORM STRUCTURE IS INSTALLED. BYPASS PUMP EXISTING STORM AS REQUIRED. 1 185 180 175 195 190 205 200 185 180 175 195 190 200 EX GRADE AT C/L OF PIPE ALIGNMENT CB #73RIM EL 188.90IE 184.3 - 12" IN (SW)IE 184.3 - 12" OUT (NE)CB #74RIM EL 194.89IE 190.4 - 12" OUT (SW)IE 190.4 - 12" IN (SE)CB #75RIM EL 196.56IE 192.4 - 12" OUT (NW)IE 192.4 - 12" IN (NE)8 2 L F - 1 2 " S D P P S =7 .4 % 3 6 L F - 1 2 " P P EX 2" GAS, IE 193.52ESTIMATED,TO BE RELOCATEDEX 8" SSIE 189.00EX 4" W, IE 191.75,ESTIMATED8" W, IE 190.97EX 8" SSIE 184.0±ESTIMATEDEX 1" WS1" WSEX 8" SSIE 186.31EX 4" W, IE 191.22,ESTIMATEDEX 8" SSIE 178.13EX GAS, IE 182.57, ESTIMATEEX 1" WS1" WSEX 2" G, TO BE RELOCATED11S=5 .6 % PROVIDE 6" MIN CLR W/ ETHAFOAM PAD 195 205 200 195 205 200 210 210 215 215 220 220 225 225 EX GRADE AT C/L OF PIPE ALIGNMENT CB #76RIM EL 215.96IE 211.8 - 12" OUT (SW)IE 212.9 - 12" IN (N)IE 211.8 - 12" IN (NE)IE 211.8 - 12" IN (SE)IE 214.0 - 12" OUT (SW)IE 214.0 - 12" IN (N)CB #79 RIM EL 222.55 1 4 3 L F -1 2 " S D P V C 7 6 L F - 1 2 " S D P P S =2.9 %EX 1" WS1" WS8" WIE 219.06EX 4" W, IE 218.89,ESTIMATEDEX GAS, IE 219.18,ESTIMATEDEX 8" SSIE 207.56EX 6" SS, IE 203.2±EX 4" W, IE 211.75, ESTIMATEDEX 1" WS8" W, IE 201.20EX GAS, IE 204.69ESTIMATED1" WSEX 1" WSEX 8" SSIE 215.12EX 2" G, TO BE RELOCATED S =1 3 .6 % PROVIDE 6" MIN CLR W/ ETHAFOAM PAD TRENCH DAM, TYP, PER DETAIL 1/G-13 1PROVIDE 6" MIN CLR W/ ETHAFOAM PAD 10 7 0 +0 0 7 1+00 72+00 7 3 + 0 0 WINDSOR WAY NE WINDSOR PLACE NE12" SD PP CB #74 TYPE 1 W/ GRATE STA 70+91 OFFSET 15.3' LT CB #75 TYPE 1 W/ GRATE STA 71+11 OFFSET 15.0' RT CB #78 TYPE 1 W/ GRATE STA 86+67 OFFSET 24.0' RT CB #79 TYPE 2 W/ SOLID LID STA 86+83 OFFSET 15.2' LT CB #77 TYPE 1 W/ GRATE STA 72+93 OFFSET 14.6' RT 12" SD PVC 12" SD PP 12" SD PP 12" SD PP CB #76 TYPE 2 W/ SOLID LID STA 72+48 OFFSET 21.8' LT CB #73 TYPE 2 W/ SOLID LID STA 70+12 OFFSET 7.9' LT FOR PLAN AND PROFILE SEE DWG SD-13 SEE PROFILE B/SD-17 SEE PROFILE A/SD-17 1 1 NOTES: 1. CATCH BASIN TYPE 1 PER COR STD PLAN 200.00 2. CATCH BASIN TYPE 2 PER COR STD PLAN 201.00 3. CATCH BASIN INSTALLATION PER COR STD PLAN 202.00 4. PIPE ZONE BEDDING AND COMPACTION PER COR STD PLAN 220.10 5. TYPICAL TRENCH AND BACKFILL PER COR STD PLAN 220.20 6. EXISTING STORM PIPES SHALL BE REMOVED WHEN LOCATED WITHIN 30 INCHES OF NEW STORM FACILITIES. 7. EXISTING STORM PIPES SHALL BE CAPPED WHERE SHOWN AND PLUGGED AND ABANDONED IN PLACE PER WSDOT STD SPEC 7-08.3(4) WHEN LOCATED FARTHER THAN 30 INCHES FROM NEW STORM FACILITIES. 8. EXISTING STORM STRUCTURES IDENTIFIED FOR REMOVAL SHALL BE REMOVED AND THE AREA RESTORED AS SHOWN ON THE RESTORATION SHEETS. 9. PIPE SLOPE SHOWN IN PROFILE VIEW IS CALCULATED FROM C/L OF STRUCTURE TO C/L OF STRUCTURE.BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NESD-11SD-10SD-1SD-2S D -3 SD-4SD-5SD-6SD-7S D -8 SD-9SD-12 SD-13S D -1 4 S D-1 5 S D -1 6 S D-17 SD-18 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_SD-14-17.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO WINDSOR WAY NE STA 73+50 TO 75+76 SD-17 64 85 B. Ochiltree, P.E. A. Cariaso R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186MATCHLINE STA - SEE DWG 73+50SD-16KEY MAP SCALE: 1" = 400'-0" PROFILE VERT SCALE: HORIZ A SD-161" = 20'-0" 1" = 5'-0" PROFILE VERT SCALE: HORIZ B SD-161" = 20'-0" 1" = 5'-0" CONSTRUCTION NOTES: EXISTING WATER SHALL BE ABANDONED IN PLACE AND PROPOSED WATER SHALL BE ONLINE AND OPERATIONAL BEFORE STORM STRUCTURE IS INSTALLED. BYPASS PUMP EXISTING STORM AS REQUIRED. 1 16A 16B 7 5 +7 6 74+00 7 5 +0 0 WINDSOR PLACE NE EDMONDS AVE NEN O S T O R M IM P R O V E M E N T S O N T H IS P L A N NOTES: 1. CATCH BASIN TYPE 1 PER COR STD PLAN 200.00 2. CATCH BASIN TYPE 2 PER COR STD PLAN 201.00 3. CATCH BASIN INSTALLATION PER COR STD PLAN 202.00 4. PIPE ZONE BEDDING AND COMPACTION PER COR STD PLAN 220.10 5. TYPICAL TRENCH AND BACKFILL PER COR STD PLAN 220.20 6. EXISTING STORM PIPES SHALL BE REMOVED WHEN LOCATED WITHIN 30 INCHES OF NEW STORM FACILITIES. 7. EXISTING STORM PIPES SHALL BE CAPPED WHERE SHOWN AND PLUGGED AND ABANDONED IN PLACE PER WSDOT STD SPEC 7-08.3(4) WHEN LOCATED FARTHER THAN 30 INCHES FROM NEW STORM FACILITIES. 8. EXISTING STORM STRUCTURES IDENTIFIED FOR REMOVAL SHALL BE REMOVED AND THE AREA RESTORED AS SHOWN ON THE RESTORATION SHEETS. 9. PIPE SLOPE SHOWN IN PROFILE VIEW IS CALCULATED FROM C/L OF STRUCTURE TO C/L OF STRUCTURE.BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NESD-11SD-10SD-1SD-2S D -3 SD-4SD-5SD-6SD-7S D -8 SD-9SD-12 SD-13S D -1 4 S D-1 5 S D -1 6 S D-17 SD-18225 220 215 210 205 230 200 225 220 215 210 205 230 200CB #76RIM EL 215.96EX GRADE AT C/L OF PIPE ALIGNMENT IE 216.3 - 12" OUT (S) CB #78RIM EL 220.61EX 4" W, IE 212.49 , ESTIMATEDEX 8" SS, IE 204.82IE 211.8 - 12" OUT (SW)IE 211.8 - 12" IN (NE)IE 211.8 - 12" IN (SE)IE 212.9 - 12" IN (N)5 4 L F - 1 2 " S D P P S =6 .3 %1225 220 215 210 205 230 225 220 215 210 205 230 200200 EX GRADE AT C/L OF PIPE ALIGNMENT IE 214.90 - 12" OUT (N)CB #77RIM EL 220.29CB #76RIM EL 215.96IE 211.8 - 12" OUT (SW)IE 211.8 - 12" IN (NE)IE 212.9 - 12" IN (N)IE 211.8 - 12" IN (SE)EX 8" SS, IE 204.24EX 4" W, IE 212.81ESTIMATED8" W, IE 214.78EX GASIE 215.68ESTIMATED5 8 L F 1 2 " S D P P S =5 .3 %1 MATCHLINE STA - SEE DWG 802+10SD-1DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_SD-18.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO VUEMONT PL NE STA 700+00 TO 702+00 AND STORM STRUCTURE TABLE SD-18 65 85 B. Ochiltree, P.E. A. Cariaso R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 KEY MAP SCALE: 1" = 400'-0" STORM STRUCTURE TABLE STRUCTURE ID DRAWING STATION CB TYPE COVER/GRATE COR STD CB #1 SD-1 1+77 1 204.20 CB#2 SD-3 8+36 1 204.20 CB #3 SD-3 8+35 1 204.20 CB #4 SD-3 11+03 2 204.20 CB #5 SD-3 11+04 1 204.20 CB #6 SD-3 11+04 1 204.30 CB #7 SD-4 14+17 1 204.30 CB #8 SD-4 14+20 1 204.20 CB #9 SD-4 14+26 1 204.20 CB #20 SD-5 21+59 1 204.20 CB #21 SD-5 21+71 1 204.20 CB #22 SD-5 21+90 2 204.50 CB #30 SD-6 4+74 1 204.20 CB #31 SD-6 5+04 1 204.20 CB #32 SD-6 30+13 2 204.50 CB #33 SD-6 32+53 2 204.20 CB #34 SD-6 33+14 1 204.20 CB #35 SD-6 33+23 2 204.20 CB #36 SD-7 34+54 2 204.20 CB #37 SD-7 36+01 2 204.30 CB #38 SD-7 36+44 1 204.30 CB #39 SD-7 36+67 2 204.30 CB #40 SD-8 38+74 1 204.20 CB #41 SD-8 38+74 1 204.20 CB #42 SD-8 38+74 2 204.50 CB #43 SD-8 41+57 1 204.20 CB #44 SD-8 41+49 1 204.20 CB #45 SD-9 44+64 1 204.30 CB #46 SD-9 44+77 1 204.30 CB #50 SD-11 55+00 1 204.20 CB #51 SD-11 54+96 2 204.50 CB #52 SD-10 53+54 1 204.20 CB #53 SD-10 52+55 1 204.20 CB #54 SD-4 50+80 1 204.20 CB #55 SD-4 15+69 1 204.20 CB #56 SD-4 16+25 2 204.50 CB #57 SD-4 16+58 1 204.30 CB #58 SD-4 16+55 1 204.30 CB #60 SD-14 62+51 1 204.30 CB #61 SD-14 62+96 1 204.20 CB #62 SD-14 62+96 1 204.20 CB #70 SD-15 68+28 2 204.50 CB #71 SD-15 68+58 1 204.30 CB #72 SD-15 68+52 1 204.30 CB #73 SD-16 70+12 2 204.50 CB #74 SD-16 70+91 1 204.20 CB #75 SD-16 71+11 1 204.20 CB #76 SD-13 72+48 2 204.50 CB #77 SD-13 72+93 1 204.20 CB #78 SD-13 86+67 1 204.20 CB #79 SD-13 86+83 2 204.20 CB #80 SD-13 85+23 1 204.20 CB #81 SD-12 83+01 1 204.30 CB #82 SD-12 83+13 1 204.20 CB #83 SD-12 82+80 1 204.30 17 18 800+00 801+00 802+00 700+00701+00702+00BRONSON WAY NE VUEMONT PL NEN O S T O R M IM P R O V E M E N T S O N T H IS P L A N BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NESD-11SD-10SD-1SD-2S D -3 SD-4SD-5SD-6SD-7S D -8 SD-9SD-12 SD-13S D -1 4 S D-1 5 S D -1 6 S D-17 SD-18 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_SD-19.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO GRANDEY WAY DITCH PLAN AND PROFILE SD-19 66 85 B. Ochiltree, P.E. A. Cariaso R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 LEGEND: POTHOLE INFORMATION ON DWG G-12 XX520+00 21+00 CB #45 TYPE 1 W/ GRATE STA 20+13 CB #46 TYPE 1 W/ GRATE STA 20+46 18" SD PP 18" SD PP REMOVE EX CB GRANDEY WAYCB #47 TYPE 2 W/ GRATE STA 21+42.4 2 3 LIMITS OF CONSTRUCTION 1 4 6 8 8 7 CONSTRUCTION NOTES: PROTECT EXISTING BLOCK WALL IN-PLACE WITH TEMPORARY SHORING AS NECESSARY. REMOVE EXISTING BROKEN CONCRETE ROCKERY AND LOOSE SOILS IN EXISTING DITCH TO PREPARE TRENCH SUBGRADE AND SIDEWALLS. WITHIN PRIVATE PROPERTY SURFACE RESTORATION SHALL BE 12-INCHES OF TOPSOIL AND HYDROSEED PER SECTION 8-02 ROADSIDE RESTORATION. REMOVE PORTIONS OF EX 24" CMP AND EX 12" CONC SD SO THAT EX SD PIPES ARE FLUSH WITHIN NEW CB #47. CONNECT USING KOR-N-SEAL CONNECTIONS OR EQUAL. CONNECT EX PIPE TO NEW CATCH BASIN WITH FABRICATED SAND COLLAR OF SAME MATERIAL AS THE CONNECTING PIPE. EXISTING WATER SHALL BE ABANDONED IN PLACE AND PROPOSED WATER SHALL BE ONLINE AND OPERATIONAL BEFORE STORM STRUCTURE IS INSTALLED. BYPASS PUMP EXISTING STORM AS REQUIRED. PROTECT EXISTING FENCES OR REMOVE, RETAIN, AND REINSTALL AS NECESSARY. PRESERVE AND PROTECT TREES. 1 2 3 4 NOTES: 1. CATCH BASIN TYPE 1 PER COR STD PLAN 200.00 2. CATCH BASIN TYPE 2 PER COR STD PLAN 201.00 3. CATCH BASIN INSTALLATION PER COR STD PLAN 202.00 4. PIPE ZONE BEDDING AND COMPACTION PER COR STD PLAN 220.10 5. TYPICAL TRENCH AND BACKFILL PER COR STD PLAN 220.20 6. EXISTING STORM PIPES SHALL BE REMOVED WHEN LOCATED WITHIN 30 INCHES OF NEW STORM FACILITIES. 7. EXISTING STORM PIPES SHALL BE CAPPED WHERE SHOWN AND PLUGGED AND ABANDONED IN PLACE PER WSDOT STD SPEC 7-08.3(4) WHEN LOCATED FARTHER THAN 30 INCHES FROM NEW STORM FACILITIES. 8. EXISTING STORM STRUCTURES IDENTIFIED FOR REMOVAL SHALL BE REMOVED AND THE AREA RESTORED AS SHOWN ON THE RESTORATION SHEETS. 9. PIPE SLOPE SHOWN IN PROFILE VIEW IS CALCULATED FROM C/L OF STRUCTURE TO C/L OF STRUCTURE. 5 6 7 8 20+00 21+00 145 140 135 130 125 120 115 145 140 135 130 125 120 115 IE 124.6 - 18" IN (E)CB #46RIM EL 131.06IE 125.2 - 18" OUT (W)IE 128.0 - 18" IN (E)EX GRADE AT C/L OF PIPE ALIGNMENT 33 LF - 18" SD PP S=1.9%CB #47RIM 141.0IE 136.0 - 18" OUT (W)EX IE 138.7 - 12" CONC IN (E)EX IE 137.3 - 24" CMP IN (S)9 7 L F - 1 8 " S D P P S = 8 .3 %EX 124.6 - 18" OUT (W)EX 18" OUTFALL IE 122.7 8" WIE 127.61EX 24" SS, IE 127.18RIGHT OF WAYEX 12" SD IE 138.7 (INSIDE EX 24" SD)EX 24" SD IE 137.3P/LEX BLOCK WALL FINAL GRADE PROVIDE 6" MIN CLEARANCE W/ ETHAFOAM PAD 1 CB #45RIM EL 130.65EX 6" W, IE 127.24ESTIMATED4 5 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_SD-20.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO BRONSON WAY NE DITCH PLAN AND PROFILE SD-20 67 85 B. Ochiltree, P.E. A. Cariaso R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 CONSTRUCTION NOTES: INSTALL QUARRY SPALL PAD AT OUTFALL, PER WSDOT STD SPECIFICATION 8-01.3(11). PROVIDE MINIMUM 1-FOOT DITCH FREEBOARD ABOVE BIRDCAGE INLET. EXISTING WATER SHALL BE ABANDONED IN PLACE AND PROPOSED WATER SHALL BE ONLINE AND OPERATIONAL BEFORE STORM STRUCTURE IS INSTALLED. BYPASS PUMP EXISTING STORM AS REQUIRED. 1 NOTES: 1. CATCH BASIN TYPE 1 PER COR STD PLAN 200.00 2. CATCH BASIN TYPE 2 PER COR STD PLAN 201.00 3. CATCH BASIN INSTALLATION PER COR STD PLAN 202.00 4. PIPE ZONE BEDDING AND COMPACTION PER COR STD PLAN 220.10 5. TYPICAL TRENCH AND BACKFILL PER COR STD PLAN 220.20 6. EXISTING STORM PIPES SHALL BE REMOVED WHEN LOCATED WITHIN 30 INCHES OF NEW STORM FACILITIES. 7. EXISTING STORM PIPES SHALL BE CAPPED WHERE SHOWN AND PLUGGED AND ABANDONED IN PLACE PER WSDOT STD SPEC 7-08.3(4) WHEN LOCATED FARTHER THAN 30 INCHES FROM NEW STORM FACILITIES. 8. EXISTING STORM STRUCTURES IDENTIFIED FOR REMOVAL SHALL BE REMOVED AND THE AREA RESTORED AS SHOWN ON THE RESTORATION SHEETS. 9. PIPE SLOPE SHOWN IN PROFILE VIEW IS CALCULATED FROM C/L OF STRUCTURE TO C/L OF STRUCTURE. 2 3 9 1 + 5 090+009 1 + 0 0 REMOVE VEGETATION AND INSTALL QUARRY SPALL DITCH, MATCH EXISTING GRADES AND SLOPE TO DRAIN TO CB #6 CB #4 TYPE 2 W/ GRATE STA 90+30 CB #5 TYPE 1 W/ GRATE STA 90+59 CB #6 TYPE 1 W/ BIRDCAGE INLET PER COR STD PLAN 234.20 STA 90+69 12" SD DI B R O N S O N W A Y N E LIMITS OF CONSTRUCTION 1 176 1 7 4 1 7 21703 90+00 91+00 165 160 155 150 170 175 180 CB #4RIM EL 169.47IE 167.0 - 12" OUT (N)IE 167.0 - 12" IN (S)IE 167.0 - 12" IN (W)29 LF - 12" SD DI S=1.0% EX GRADE AT C/L OF PIPE ALIGNMENT CB #5RIM EL 169.94IE 167.3 - 12" OUT (N)IE 167.3 - 12" IN (S)CB #6RIM EL 169.90IE 167.4 - 12" OUT (N)10 LF - 12" SD DI S=1.0% QUARRY SPALL DITCH, PER DETAIL 2/SD-228" W, IE 165.57EX 8" SS, IE 163.74OUTFALL IE 166.3 18 LF - 12" SD DI S=3.9% FINAL GRADE 1 EX 6" W, IE 166.06ESTIMATED8'1'EX GRADE RIGHT OF WAY EX GRADE 2 3 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_SD-21.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO BRONSON WAY NE DITCH PLAN AND PROFILE SD-21 68 85 B. Ochiltree, P.E. A. Cariaso R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 CONSTRUCTION NOTES: PROTECT EXISTING FENCES OR REMOVE, RETAIN, AND REINSTALL AS NECESSARY. REMOVE EXISTING BROKEN CONCRETE LINING, LOOSE SOILS, AND VEGETATION IN EXISTING DITCH TO PREPARE TRENCH SUBGRADE AND SIDEWALLS. WITHIN PRIVATE PROPERTY SURFACE RESTORATION SHALL BE 8-INCHES OF CSBC. REMOVE EXISTING ROCKERY TO PREPARE TRENCH SUBGRADE AND SIDEWALLS. CONTRACTOR SHALL ROUTE ANY SURFACE WATER FROM EXISTING BUILDINGS TO CB #7. EXISTING WATER SHALL BE ABANDONED IN PLACE AND PROPOSED WATER SHALL BE ONLINE AND OPERATIONAL BEFORE STORM STRUCTURE IS INSTALLED. BYPASS PUMP EXISTING STORM AS REQUIRED. CONNECT EX PIPE TO NEW CATCH BASIN WITH FABRICATED SAND COLLAR OF SAME MATERIAL AS THE CONNECTING PIPE. PROVIDE MINIMUM 1-FOOT DITCH FREEBOARD ABOVE BIRDCAGE INLET. PRESERVE AND PROTECT TREE. 1 2 3 4 5 6 NOTES: 1. CATCH BASIN TYPE 1 PER COR STD PLAN 200.00 2. CATCH BASIN TYPE 2 PER COR STD PLAN 201.00 3. CATCH BASIN INSTALLATION PER COR STD PLAN 202.00 4. PIPE ZONE BEDDING AND COMPACTION PER COR STD PLAN 220.10 5. TYPICAL TRENCH AND BACKFILL PER COR STD PLAN 220.20 6. EXISTING STORM PIPES SHALL BE REMOVED WHEN LOCATED WITHIN 30 INCHES OF NEW STORM FACILITIES. 7. EXISTING STORM PIPES SHALL BE CAPPED WHERE SHOWN AND PLUGGED AND ABANDONED IN PLACE PER WSDOT STD SPEC 7-08.3(4) WHEN LOCATED FARTHER THAN 30 INCHES FROM NEW STORM FACILITIES. 8. EXISTING STORM STRUCTURES IDENTIFIED FOR REMOVAL SHALL BE REMOVED AND THE AREA RESTORED AS SHOWN ON THE RESTORATION SHEETS. 9. PIPE SLOPE SHOWN IN PROFILE VIEW IS CALCULATED FROM C/L OF STRUCTURE TO C/L OF STRUCTURE. 7 8 9 BIRD CAGE OVERFLOW STRUCTURE PER COR STD PLAN 234.20 STA 41+78CB #7 TYPE 1 W/ GRATE STA 40+59 18" SD PP REMOVE EX CB CB #9 TYPE 1 W/ GRATE STA 40+12.5 REMOVE EX CB 18" SD PP 18" SD PP BRONSON WAY NECB #8 TYPE 1 W/ GRATE STA 40+44 2 1 314+0015+0050+004 0 +0 0 41+00 4 2 + 0 0 43+00 300+00 5 LIMITS OF CONSTRUCTION 4 6 9 EX GRADE AT C/L OF PIPE ALIGNMENT BIRD CAGEOVERFLOWSTRUCTURERIM 163.016 LF - 18" SD PP S=8.3%CB #9RIM EL 157.45IE 153.2 - 18" IN (E)IE 154.4 - 18" OUT (W)CB #8RIM EL 158.1731 LF 18" SD PP CB #7RIM EL 159.25IE 155.7 - 18" IN (E)IE 155.7 - 18" OUT (W)IE 160.5 - 18" OUT (W)EX 18" OUTFALL IE 151.4 1 1 9 L F - 1 8 " S D PP S =4 .0 %EX 6" W, IE 154.15ESTIMATED8" W, IE 155.08FINAL GRADE EX IE 152.7 - 18" OUT (W)IE 152.6 - 18" IN (E)165 160 155 150 145 40+00 41+00 42+00 165 160 155 150 145 140 140 170 160 170 160EX SS, IE 146.46PROVIDE 6" MIN CLEARANCE W/ ETHAFOAM PAD 1.9%67 8 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_SD-22.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO STORMWATER DETAILS SD-22 69 85 B. Ochiltree, P.E. A. Cariaso R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 DEBRIS CAGE NOTES: 1. MAINTAIN 45 DEGREE ANGLE ON VERTICAL BARS AND 7" OC MAX SPACING OF BARS AROUND LOWER STEEL BAND. 2. METAL PARTS MUST BE CORROSION RESISTANT. QUARRY SPALL DITCH 2 SD-20SCALE: 1" = 1'-0" DETAIL QUARRY SPALLS, 16-INCH DEPTH, WSDOT 8-15.3(6) 1 2 1'-5"MIN WIDTH 5'-4"1 2.5 MAX 1 2 1 2.5 MAX 1 1 1 1 BIRD CAGE OVERFLOW STRUCTURE 1 SD-21NTS DETAIL PLAN SECTION A-A 6" THICK GRAVEL BACKFILL FOR PIPE ZONE BEDDING DEBRIS CAGE, SEE DETAIL 3 4 - 1" DIA WEEP HOLES 48" DIA TYPE 2 CATCH BASIN BASE 3'-0"1'-6"TYPQUARRY SPALLS PER WSDOT 8-15.3(6) 18" PP OUTLET PIPE FLOW FLOW FLOW AA 9'-0" 4 - 1" DIA WEEP HOLES 1' - 0" MINFREEBOARDPROVIDE MAINTENANCE ACCESS BY WELDING 4 CROSSBARS TO 4 VERTICAL BARS AS SHOWN. HING UPPER ENDS WITH FLANGES/BOLTS AND PROVIDE LOCKING MECHANISM (PADLOCK) ON LOWER END. LOCATE STEPS DIRECTLY BELOW. 3/4" DIAMETER SMOOTH BARS, EQUALLY SPACED (4" OC MAX) 4 HOOK CLAMPS EVENLY PLACED, SEE BELOW UPPER STEEL BAND 3/4" X 4" WIDE 48" DIAMETER TYPE 2 CATCH BASIN 3/4" DIAMETER SMOOTH ROUND BARS WELDED EQUALLY SPACED. BARS SHALL BE WELDED TO UPPER AND LOWER BANDS (22 BARS EVENLY SPACED). LOWER STEEL BAND 3/4" X 4" WIDE FORMED TO FIT IN GROOVE OF CB RISER STANDARD GALVANIZED STEPS OR LADDER 18" 16° TYP PLAN AA SECTION A-A DEBRIS CAGE DETAIL 3 SD-20SCALE: 1" = 1'-0" DETAIL SMOOTH VERTICAL BARS HOOK CLAMP ANCHORED TO CATCH BASIN RISER CATCH BASIN RISER 4 5 ° HOOK CLAMP 4 -SCALE: 1" = 1'-0" DETAIL 1+002+003+004+005+006+007+008+009+0010+0011+0012+0013+0014+0015+0016+0017+0018+0019+0020+0021+0022+0030+0031+0032+0033+0034+0035+0036+0037+0038+0039+0040+0041+0042+0043+0044+0045+0046+0047+0050+0051+0052+0053+0054+0055+0056+0057+0088+0179+8080+0081+0082+0083+0084+0085+0086+0087+0088+0075+7659+5060+0061+0063+0064+0065+0066+0067+0068+0069+0070+0071+0072+0073+0074+0075+00C39C40C46C47 800+00801+00802+00803+00804+00805+00806+00700+00701+00702+00702+9062+00DATE:DRAWING NO:SHEET:DESIGNED:DRAWN:CHECKED:APPROVED:SURVEYED:FILENAME: T:\Active Projects\Windsor Hills Utility (Renton) 2022-070\Design\Deliverables\2024-03-01 100%, IFB Submittal - Working\CAD\Windsor Hills Master Restoration4.dwg CITY OFRENTONPlanning/Building/Public Works Dept.SCALE:COR PROJECT NO:NO.REVISIONBYDATEAPPROF:WINDSOR HILLSUTILITY IMPROVEMENTS PROJECTMARCH 20241-800-424-5555 or 811UNDERGROUND SERVICECall 48 HoursBefore You DigTransportation Planning | Design | Traffic Impact & Operations11400 SE 8th Street, Suite 200, Bellevue, WA 98004 | Office (425) 889-6747Transportation Engineering NorthWestProject Contact: Brenda Velazquez LopezPhone: 206-773-5386TENWPROJECT #: 2022-070861:20ISSUED FOR BID03-2024EMSEMS03-08-2024RESTORATION KEY PLANR-170BVL/DVBDVBBVLEMS 1+002+003+004+005+006+007+0030+0031+0059+5060+0061+00803+00804+00805+00800+00701+00702+001+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+0 0 10+ 0 0 11+00 12+ 0 0 13+00 14+00 15+00 16+00 17+00 18+0019+0020+0 021+0 022+0 0 30+0 0 31+00 32+0033+00 34+00 35+00 36+00 37+00 38+0 0 39+00 40+0 0 41+ 00 42+0 0 43+00 44+00 45+00 46+00 47+00 50+00 51+ 00 52+00 53+00 54+00 55+00 56+0057+00 88+01 79+80 80+0 0 81+00 82+00 83+0084+00 85+0086+00 87+00 88+0075+7 6 59+5 0 60+00 61+0 0 63+00 64+ 00 65+0 0 66+ 0 0 67+00 68+00 69+00 70+0071+ 0 0 72+0 0 73+0074+0075+00C39 C40 C46C47 800+00 801+00 802 + 0 0 803+ 0 0 804+00 805+00 806+00700+0 0 701+00702+0 0 702+90 62+0 0 DATE:DRAWING NO:SHEET:DESIGNED:DRAWN:CHECKED:APPROVED:SURVEYED:FILENAME: T:\Active Projects\Windsor Hills Utility (Renton) 2022-070\Design\Deliverables\2024-03-01 100%, IFB Submittal - Working\CAD\Windsor Hills Master Restoration4.dwg CITY OFRENTONPlanning/Building/Public Works Dept.SCALE:COR PROJECT NO:NO.REVISIONBYDATEAPPROF:WINDSOR HILLSUTILITY IMPROVEMENTS PROJECTMARCH 20241-800-424-5555 or 811UNDERGROUND SERVICECall 48 HoursBefore You DigTransportation Planning | Design | Traffic Impact & Operations11400 SE 8th Street, Suite 200, Bellevue, WA 98004 | Office (425) 889-6747Transportation Engineering NorthWestProject Contact: Brenda Velazquez LopezPhone: 206-773-5386TENWPROJECT #: 2022-070861:20ISSUED FOR BID03-2024EMSEMS03-08-2024BRONSON WAY NERESTORATION PLAN STA 1+00 TO 7+0071BVL/DVBDVBBVLEMSR-2 7+008+009+0010+0011+0012+0013+001+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+0 0 10+ 0 0 11+00 12+ 0 0 13+00 14+00 15+00 16+00 17+00 18+0019+0020+0 021+0 022+0 0 30+0 0 31+00 32+0033+00 34+00 35+00 36+00 37+00 38+0 0 39+00 40+0 0 41+ 00 42+0 0 43+00 44+00 45+00 46+00 47+00 50+00 51+ 00 52+00 53+00 54+00 55+00 56+0057+00 88+01 79+80 80+0 0 81+00 82+00 83+0084+00 85+0086+00 87+00 88+0075+7 6 59+5 0 60+00 61+0 0 63+00 64+ 00 65+0 0 66+ 0 0 67+00 68+00 69+00 70+0071+ 0 0 72+0 0 73+0074+0075+00C39 C40 C46C47 800+00 801+00 802 + 0 0 803+ 0 0 804+00 805+00 806+00700+0 0 701+00702+0 0 702+90 62+0 0 DATE:DRAWING NO:SHEET:DESIGNED:DRAWN:CHECKED:APPROVED:SURVEYED:FILENAME: T:\Active Projects\Windsor Hills Utility (Renton) 2022-070\Design\Deliverables\2024-03-01 100%, IFB Submittal - Working\CAD\Windsor Hills Master Restoration4.dwg CITY OFRENTONPlanning/Building/Public Works Dept.SCALE:COR PROJECT NO:NO.REVISIONBYDATEAPPROF:WINDSOR HILLSUTILITY IMPROVEMENTS PROJECTMARCH 20241-800-424-5555 or 811UNDERGROUND SERVICECall 48 HoursBefore You DigTransportation Planning | Design | Traffic Impact & Operations11400 SE 8th Street, Suite 200, Bellevue, WA 98004 | Office (425) 889-6747Transportation Engineering NorthWestProject Contact: Brenda Velazquez LopezPhone: 206-773-5386TENWPROJECT #: 2022-070861:20ISSUED FOR BID03-2024EMSEMS03-08-2024BRONSON WAY NERESTORATION PLAN STA 7+00 TO 13+0072BVL/DVBDVBBVLEMSR-3 13+0014+0015+0016+0017+0018+0019+0050+0051+001+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+0 0 10+ 0 0 11+00 12+ 0 0 13+00 14+00 15+00 16+00 17+00 18+0019+0020+0 021+0 022+0 0 30+0 0 31+00 32+0033+00 34+00 35+00 36+00 37+00 38+0 0 39+00 40+0 0 41+ 00 42+0 0 43+00 44+00 45+00 46+00 47+00 50+00 51+ 00 52+00 53+00 54+00 55+00 56+0057+00 88+01 79+80 80+0 0 81+00 82+00 83+0084+00 85+0086+00 87+00 88+0075+7 6 59+5 0 60+00 61+0 0 63+00 64+ 00 65+0 0 66+ 0 0 67+00 68+00 69+00 70+0071+ 0 0 72+0 0 73+0074+0075+00C39 C40 C46C47 800+00 801+00 802 + 0 0 803+ 0 0 804+00 805+00 806+00700+0 0 701+00702+0 0 702+90 62+0 0 DATE:DRAWING NO:SHEET:DESIGNED:DRAWN:CHECKED:APPROVED:SURVEYED:FILENAME: T:\Active Projects\Windsor Hills Utility (Renton) 2022-070\Design\Deliverables\2024-03-01 100%, IFB Submittal - Working\CAD\Windsor Hills Master Restoration4.dwg CITY OFRENTONPlanning/Building/Public Works Dept.SCALE:COR PROJECT NO:NO.REVISIONBYDATEAPPROF:WINDSOR HILLSUTILITY IMPROVEMENTS PROJECTMARCH 20241-800-424-5555 or 811UNDERGROUND SERVICECall 48 HoursBefore You DigTransportation Planning | Design | Traffic Impact & Operations11400 SE 8th Street, Suite 200, Bellevue, WA 98004 | Office (425) 889-6747Transportation Engineering NorthWestProject Contact: Brenda Velazquez LopezPhone: 206-773-5386TENWPROJECT #: 2022-070861:20ISSUED FOR BID03-2024EMSEMS03-08-2024BRONSON WAY NERESTORATION PLAN STA 13+00 TO 19+5073BVL/DVBDVBBVLEMSR-4 20+0021+0022+0045+00 46+00 47+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+0 0 11+0 0 12+00 13+0 0 14+00 15+00 16+00 17+00 18+0019+0020+0021+0022+00 30+0 0 31+00 32+00 33+0034+00 35+00 36+00 37+0038+0 0 39+0 0 40+ 0 0 41+0 0 42+0 0 43+00 44+00 45+00 46+00 47+00 50+00 51+0 0 52+0053+00 54+00 55+00 56+0057+00 88+01 79+80 80+0 0 81+00 82+0083+0084+00 85+0086+00 87+00 88+0075+ 76 59+5 0 60+00 61+0 0 63+0 0 64+0 0 65+0 0 66+0 0 67+00 68+00 69+00 70+00 71+00 72+0 0 73+00 74+00 75+00 C39 C40 C46C47 800+00 801+00 802+0 0 803+ 0 0 804+00 805+00 806+0 0700+00701+ 00 702+00702+90 62+0 0 DATE:DRAWING NO:SHEET:DESIGNED:DRAWN:CHECKED:APPROVED:SURVEYED:FILENAME: T:\Active Projects\Windsor Hills Utility (Renton) 2022-070\Design\Deliverables\2024-03-01 100%, IFB Submittal - Working\CAD\Windsor Hills Master Restoration4.dwg CITY OFRENTONPlanning/Building/Public Works Dept.SCALE:COR PROJECT NO:NO.REVISIONBYDATEAPPROF:WINDSOR HILLSUTILITY IMPROVEMENTS PROJECTMARCH 20241-800-424-5555 or 811UNDERGROUND SERVICECall 48 HoursBefore You DigTransportation Planning | Design | Traffic Impact & Operations11400 SE 8th Street, Suite 200, Bellevue, WA 98004 | Office (425) 889-6747Transportation Engineering NorthWestProject Contact: Brenda Velazquez LopezPhone: 206-773-5386TENWPROJECT #: 2022-070861:20ISSUED FOR BID03-2024EMSEMS03-08-2024BRONSON WAY NERESTORATION PLAN STA 19+50 TO 22+5074BVL/DVBDVBBVLEMSR-5 39+0040+0041+0042+0043+0044+001+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+0 0 10+ 0 0 11+00 12+ 0 0 13+00 14+00 15+00 16+00 17+00 18+0019+0020+0 021+0 022+0 0 30+0 0 31+00 32+0033+00 34+00 35+00 36+00 37+00 38+0 0 39+00 40+0 0 41+ 00 42+0 0 43+00 44+00 45+00 46+00 47+00 50+00 51+ 00 52+00 53+00 54+00 55+00 56+0057+00 88+01 79+80 80+0 0 81+00 82+00 83+0084+00 85+0086+00 87+00 88+0075+7 6 59+5 0 60+00 61+0 0 63+00 64+ 00 65+0 0 66+ 0 0 67+00 68+00 69+00 70+0071+ 0 0 72+0 0 73+0074+0075+00C39 C40 C46C47 800+00 801+00 802 + 0 0 803+ 0 0 804+00 805+00 806+00700+0 0 701+00702+0 0 702+90 62+0 0 DATE:DRAWING NO:SHEET:DESIGNED:DRAWN:CHECKED:APPROVED:SURVEYED:FILENAME: T:\Active Projects\Windsor Hills Utility (Renton) 2022-070\Design\Deliverables\2024-03-01 100%, IFB Submittal - Working\CAD\Windsor Hills Master Restoration4.dwg CITY OFRENTONPlanning/Building/Public Works Dept.SCALE:COR PROJECT NO:NO.REVISIONBYDATEAPPROF:WINDSOR HILLSUTILITY IMPROVEMENTS PROJECTMARCH 20241-800-424-5555 or 811UNDERGROUND SERVICECall 48 HoursBefore You DigTransportation Planning | Design | Traffic Impact & Operations11400 SE 8th Street, Suite 200, Bellevue, WA 98004 | Office (425) 889-6747Transportation Engineering NorthWestProject Contact: Brenda Velazquez LopezPhone: 206-773-5386TENWPROJECT #: 2022-070861:20ISSUED FOR BID03-2024EMSEMS03-08-2024GRANDEY WAY NERESTORATION PLAN STA 38+00 TO 44+5075BVL/DVBDVBBVLEMSR-6 32+0033+0034+0035+0036+0037+0038+001+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+0 0 10+ 0 0 11+00 12+ 0 0 13+00 14+00 15+00 16+00 17+00 18+0019+0020+0 021+0 022+0 0 30+0 0 31+00 32+0033+00 34+00 35+00 36+00 37+00 38+0 0 39+00 40+0 0 41+ 00 42+0 0 43+00 44+00 45+00 46+00 47+00 50+00 51+ 00 52+00 53+00 54+00 55+00 56+0057+00 88+01 79+80 80+0 0 81+00 82+00 83+0084+00 85+0086+00 87+00 88+0075+7 6 59+5 0 60+00 61+0 0 63+00 64+ 00 65+0 0 66+ 0 0 67+00 68+00 69+00 70+0071+ 0 0 72+0 0 73+0074+0075+00C39 C40 C46C47 800+00 801+00 802 + 0 0 803+ 0 0 804+00 805+00 806+00700+0 0 701+00702+0 0 702+90 62+0 0 DATE:DRAWING NO:SHEET:DESIGNED:DRAWN:CHECKED:APPROVED:SURVEYED:FILENAME: T:\Active Projects\Windsor Hills Utility (Renton) 2022-070\Design\Deliverables\2024-03-01 100%, IFB Submittal - Working\CAD\Windsor Hills Master Restoration4.dwg CITY OFRENTONPlanning/Building/Public Works Dept.SCALE:COR PROJECT NO:NO.REVISIONBYDATEAPPROF:WINDSOR HILLSUTILITY IMPROVEMENTS PROJECTMARCH 20241-800-424-5555 or 811UNDERGROUND SERVICECall 48 HoursBefore You DigTransportation Planning | Design | Traffic Impact & Operations11400 SE 8th Street, Suite 200, Bellevue, WA 98004 | Office (425) 889-6747Transportation Engineering NorthWestProject Contact: Brenda Velazquez LopezPhone: 206-773-5386TENWPROJECT #: 2022-070861:20ISSUED FOR BID03-2024EMSEMS03-08-2024GRANDEY WAY NERESTORATION PLAN STA 31+50 TO 38+5076BVL/DVBDVBBVLEMSR-7 61+0063+0064+0065+0066+0067+0062+001+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+0 0 10+ 0 0 11+00 12+ 0 0 13+00 14+00 15+00 16+00 17+00 18+0019+0020+0 021+0 022+0 0 30+0 0 31+00 32+0033+00 34+00 35+00 36+00 37+00 38+0 0 39+00 40+0 0 41+ 00 42+0 0 43+00 44+00 45+00 46+00 47+00 50+00 51+ 00 52+00 53+00 54+00 55+00 56+0057+00 88+01 79+80 80+0 0 81+00 82+00 83+0084+00 85+0086+00 87+00 88+0075+7 6 59+5 0 60+00 61+0 0 63+00 64+ 00 65+0 0 66+ 0 0 67+00 68+00 69+00 70+0071+ 0 0 72+0 0 73+0074+0075+00C39 C40 C46C47 800+00 801+00 802 + 0 0 803+ 0 0 804+00 805+00 806+00700+0 0 701+00702+0 0 702+90 62+0 0 DATE:DRAWING NO:SHEET:DESIGNED:DRAWN:CHECKED:APPROVED:SURVEYED:FILENAME: T:\Active Projects\Windsor Hills Utility (Renton) 2022-070\Design\Deliverables\2024-03-01 100%, IFB Submittal - Working\CAD\Windsor Hills Master Restoration4.dwg CITY OFRENTONPlanning/Building/Public Works Dept.SCALE:COR PROJECT NO:NO.REVISIONBYDATEAPPROF:WINDSOR HILLSUTILITY IMPROVEMENTS PROJECTMARCH 20241-800-424-5555 or 811UNDERGROUND SERVICECall 48 HoursBefore You DigTransportation Planning | Design | Traffic Impact & Operations11400 SE 8th Street, Suite 200, Bellevue, WA 98004 | Office (425) 889-6747Transportation Engineering NorthWestProject Contact: Brenda Velazquez LopezPhone: 206-773-5386TENWPROJECT #: 2022-070861:20ISSUED FOR BID03-2024EMSEMS03-08-2024WINDSOR WAY NERESTORATION PLAN STA 61+00 TO 67+0077BVL/DVBDVBBVLEMSR-8 67+0068+0069+0070+0071+0072+001+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+0 0 10+ 0 0 11+00 12+ 0 0 13+00 14+00 15+00 16+00 17+00 18+0019+0020+0 021+0 022+0 0 30+0 0 31+00 32+0033+00 34+00 35+00 36+00 37+00 38+0 0 39+00 40+0 0 41+ 00 42+0 0 43+00 44+00 45+00 46+00 47+00 50+00 51+ 00 52+00 53+00 54+00 55+00 56+0057+00 88+01 79+80 80+0 0 81+00 82+00 83+0084+00 85+0086+00 87+00 88+0075+7 6 59+5 0 60+00 61+0 0 63+00 64+ 00 65+0 0 66+ 0 0 67+00 68+00 69+00 70+0071+ 0 0 72+0 0 73+0074+0075+00C39 C40 C46C47 800+00 801+00 802 + 0 0 803+ 0 0 804+00 805+00 806+00700+0 0 701+00702+0 0 702+90 62+0 0 DATE:DRAWING NO:SHEET:DESIGNED:DRAWN:CHECKED:APPROVED:SURVEYED:FILENAME: T:\Active Projects\Windsor Hills Utility (Renton) 2022-070\Design\Deliverables\2024-03-01 100%, IFB Submittal - Working\CAD\Windsor Hills Master Restoration4.dwg CITY OFRENTONPlanning/Building/Public Works Dept.SCALE:COR PROJECT NO:NO.REVISIONBYDATEAPPROF:WINDSOR HILLSUTILITY IMPROVEMENTS PROJECTMARCH 20241-800-424-5555 or 811UNDERGROUND SERVICECall 48 HoursBefore You DigTransportation Planning | Design | Traffic Impact & Operations11400 SE 8th Street, Suite 200, Bellevue, WA 98004 | Office (425) 889-6747Transportation Engineering NorthWestProject Contact: Brenda Velazquez LopezPhone: 206-773-5386TENWPROJECT #: 2022-070861:20ISSUED FOR BID03-2024EMSEMS03-08-2024WINDSOR WAY NERESTORATION PLAN STA 67+00 TO 72+5078BVL/DVBDVBBVLEMSR-9 88+0184+0085+0086+0087+0088+0073+0074+0075+00C471+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+0 0 11+ 0 0 12+0 0 13+00 14+00 15+00 16+00 17+00 18+0019+0020+ 00 21+ 00 22+ 0030+00 31+00 32+0033+0034+0035+00 36+00 37+0038+ 0 0 39+ 0 0 40+00 41+0 0 42+ 0 0 43+0 0 44+00 45+00 46+00 47+00 50+0 0 51+0 0 52+00 53+00 54+00 55+0 0 56+0057+00 88+0 1 79+8 0 80+00 81+00 82+00 83+00 84+0085+0086+00 87+00 88+0075+7659+50 60+0 0 61+ 00 63+00 64+0 0 65+ 00 66+0 0 67+0068+00 69+00 70+00 71+0 0 72+00 73+00 74+00 75+00C39 C40 C46C47 800+00 801+00 802+ 0 0 803+0 0 804+00 805+00 806+ 0 0 700+ 00 701+0 0 702+00702+90 62+ 00 DATE:DRAWING NO:SHEET:DESIGNED:DRAWN:CHECKED:APPROVED:SURVEYED:FILENAME: T:\Active Projects\Windsor Hills Utility (Renton) 2022-070\Design\Deliverables\2024-03-01 100%, IFB Submittal - Working\CAD\Windsor Hills Master Restoration4.dwg CITY OFRENTONPlanning/Building/Public Works Dept.SCALE:COR PROJECT NO:NO.REVISIONBYDATEAPPROF:WINDSOR HILLSUTILITY IMPROVEMENTS PROJECTMARCH 20241-800-424-5555 or 811UNDERGROUND SERVICECall 48 HoursBefore You DigTransportation Planning | Design | Traffic Impact & Operations11400 SE 8th Street, Suite 200, Bellevue, WA 98004 | Office (425) 889-6747Transportation Engineering NorthWestProject Contact: Brenda Velazquez LopezPhone: 206-773-5386TENWPROJECT #: 2022-070861:20ISSUED FOR BID03-2024EMSEMS03-08-2024WINDSOR WAY NERESTORATION PLAN STA 72+50 TO 76+0079BVL/DVBDVBBVLEMSR-10 80+0081+0082+0083+0084+00 C46C47 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+0 0 10+ 0 0 11+00 12+ 0 0 13+00 14+00 15+00 16+00 17+00 18+0019+0020+0 021+0 022+0 0 30+0 0 31+00 32+0033+00 34+00 35+00 36+00 37+00 38+0 0 39+00 40+0 0 41+ 00 42+0 0 43+00 44+00 45+00 46+00 47+00 50+00 51+ 00 52+00 53+00 54+00 55+00 56+0057+00 88+01 79+80 80+0 0 81+00 82+00 83+0084+00 85+0086+00 87+00 88+0075+7 6 59+5 0 60+00 61+0 0 63+00 64+ 00 65+0 0 66+ 0 0 67+00 68+00 69+00 70+0071+ 0 0 72+0 0 73+0074+0075+00C39 C40 C46C47 800+00 801+00 802 + 0 0 803+ 0 0 804+00 805+00 806+00700+0 0 701+00702+0 0 702+90 62+0 0 DATE:DRAWING NO:SHEET:DESIGNED:DRAWN:CHECKED:APPROVED:SURVEYED:FILENAME: T:\Active Projects\Windsor Hills Utility (Renton) 2022-070\Design\Deliverables\2024-03-01 100%, IFB Submittal - Working\CAD\Windsor Hills Master Restoration4.dwg CITY OFRENTONPlanning/Building/Public Works Dept.SCALE:COR PROJECT NO:NO.REVISIONBYDATEAPPROF:WINDSOR HILLSUTILITY IMPROVEMENTS PROJECTMARCH 20241-800-424-5555 or 811UNDERGROUND SERVICECall 48 HoursBefore You DigTransportation Planning | Design | Traffic Impact & Operations11400 SE 8th Street, Suite 200, Bellevue, WA 98004 | Office (425) 889-6747Transportation Engineering NorthWestProject Contact: Brenda Velazquez LopezPhone: 206-773-5386TENWPROJECT #: 2022-070861:20ISSUED FOR BID03-2024EMSEMS03-08-2024WINDSOR PL NERESTORATION PLAN STA 80+50 TO 84+0080BVL/DVBDVBBVLEMSR-11 51+0052+0053+0054+0055+0056+0057+0079+8080+00C39C401+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+0 0 10+ 0 0 11+00 12+ 0 0 13+00 14+00 15+00 16+00 17+00 18+0019+0020+0 021+0 022+0 0 30+0 0 31+00 32+0033+00 34+00 35+00 36+00 37+00 38+0 0 39+00 40+0 0 41+ 00 42+0 0 43+00 44+00 45+00 46+00 47+00 50+00 51+ 00 52+00 53+00 54+00 55+00 56+0057+00 88+01 79+80 80+0 0 81+00 82+00 83+0084+00 85+0086+00 87+00 88+0075+7 6 59+5 0 60+00 61+0 0 63+00 64+ 00 65+0 0 66+ 0 0 67+00 68+00 69+00 70+0071+ 0 0 72+0 0 73+0074+0075+00C39 C40 C46C47 800+00 801+00 802 + 0 0 803+ 0 0 804+00 805+00 806+00700+0 0 701+00702+0 0 702+90 62+0 0 DATE:DRAWING NO:SHEET:DESIGNED:DRAWN:CHECKED:APPROVED:SURVEYED:FILENAME: T:\Active Projects\Windsor Hills Utility (Renton) 2022-070\Design\Deliverables\2024-03-01 100%, IFB Submittal - Working\CAD\Windsor Hills Master Restoration4.dwg CITY OFRENTONPlanning/Building/Public Works Dept.SCALE:COR PROJECT NO:NO.REVISIONBYDATEAPPROF:WINDSOR HILLSUTILITY IMPROVEMENTS PROJECTMARCH 20241-800-424-5555 or 811UNDERGROUND SERVICECall 48 HoursBefore You DigTransportation Planning | Design | Traffic Impact & Operations11400 SE 8th Street, Suite 200, Bellevue, WA 98004 | Office (425) 889-6747Transportation Engineering NorthWestProject Contact: Brenda Velazquez LopezPhone: 206-773-5386TENWPROJECT #: 2022-070861:20ISSUED FOR BID03-2024EMSEMS03-08-2024BRONSON PL NERESTORATION PLAN STA 51+00 TO 57+0081BVL/DVBDVBBVLEMSR-12 DATE:DRAWING NO:SHEET:DESIGNED:DRAWN:CHECKED:APPROVED:SURVEYED:FILENAME: T:\Active Projects\Windsor Hills Utility (Renton) 2022-070\Design\Deliverables\2024-03-01 100%, IFB Submittal - Working\CAD\Windsor Hills Master Restoration4.dwg CITY OFRENTONPlanning/Building/Public Works Dept.SCALE:COR PROJECT NO:NO.REVISIONBYDATEAPPROF:WINDSOR HILLSUTILITY IMPROVEMENTS PROJECTMARCH 20241-800-424-5555 or 811UNDERGROUND SERVICECall 48 HoursBefore You DigTransportation Planning | Design | Traffic Impact & Operations11400 SE 8th Street, Suite 200, Bellevue, WA 98004 | Office (425) 889-6747Transportation Engineering NorthWestProject Contact: Brenda Velazquez LopezPhone: 206-773-5386TENWPROJECT #: 2022-070861:20ISSUED FOR BID03-2024EMSEMS03-08-2024DRIVEWAY DETAILS82BVL/DVBDVBBVLEMSR-13 APPENDIX A OPERATIONS AND MAINTENANCE MANUAL CITY OF RENTON SURFACE WATER DESIGN MANUAL 2022 City of Renton Surface Water Design Manual 6/22/2022 A-1 APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS This appendix contains the maintenance requirements for the following typical stormwater flow control and water quality facilities and on-site BMPs (ctrl/click the title to follow the link): No. 1 – Detention Ponds No. 2 – Infiltration Facilities No. 3 – Detention Tanks and Vaults No. 4 – Control Structure/Flow Restrictor No. 5 – Catch Basins and Manholes No. 6 – Conveyance Pipes and Ditches No. 7 – Debris Barriers (e.g., trash racks) No. 8 – Energy Dissipaters No. 9 – Fencing No. 10 – Gates/Bollards/Access Barriers No. 11 – Grounds (landscaping) No. 12 – Access Roads No. 13 – Basic Bioswale (grass) No. 14 – Wet Bioswale No. 15 – Filter Strip No. 16 – Wetpond No. 17 – Wetvault No. 18 – Stormwater Wetland No. 19 – Sand Filter Pond No. 20 – Sand Filter Vault No. 21 – Proprietary Facility Cartridge Filter Systems No. 22 – Baffle Oil/Water Separator No. 23 – Coalescing Plate Oil/Water Separator APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 6/22/2022 2022 City of Renton Surface Water Design Manual A-2 No. 24 – Catch Basin Insert (not allowed in the city for oil control) No. 25 – Drywell BMP No. 26 – Gravel Filled Infiltration Trench BMP No. 27 – Gravel Filled Dispersion Trench BMP No. 28 – Native Vegetated Surface/Native Vegetated Landscape BMP No. 29 – Perforated Pipe Connections BMP No. 30 – Permeable Pavement BMP No. 31 – Bioretention BMP No. 32 – RainWater Harvesting BMP No. 33 – Rock Pad BMP No. 34 – Sheet Flow BMP No. 35 – Splash Block BMP No. 36 – Vegetated Roof BMP No. 37 – Rain Garden BMP No. 38 – Soil Amendment BMP No. 39 – Retained Trees No. 40 – Filterra System No. 41 – Compost Amended Vegetated Filter Strip (CAVFS) No. 42 – Media Filter Drain (MFD) No. 43 – Compost-Amended Biofiltration Swale APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 6/22/2022 2022 City of Renton Surface Water Design Manual A-10 NO. 5 – CATCH BASINS AND MANHOLES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Structure Sediment accumulation Sediment exceeds 60% of the depth from the bottom of the catch basin to the invert of the lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Sump of catch basin contains no sediment. Trash and debris Trash or debris of more than ½ cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the catch basin by more than 10%. No Trash or debris blocking or potentially blocking entrance to catch basin. Trash or debris in the catch basin that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the catch basin. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). No dead animals or vegetation present within catch basin. Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Damage to frame and/or top slab Corner of frame extends more than ¾ inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than ¼ inch. Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separation of more than ¾ inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks in walls or bottom Cracks wider than ½ inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that catch basin is unsound. Catch basin is sealed and is structurally sound. Cracks wider than ½ inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Settlement/ misalignment Catch basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering the catch basin at the joint of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of inlet/outlet pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2022 City of Renton Surface Water Design Manual 6/22/2022 A-11 NO. 5 – CATCH BASINS AND MANHOLES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Inlet/Outlet Pipe (cont.) Damaged inlet/outlet pipe Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Metal Grates (Catch Basins) Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. Damaged or missing grate Grate missing or broken member(s) of the grate. Any open structure requires urgent maintenance. Grate is in place and meets design standards. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Cover/lid can be removed and reinstalled by one maintenance person. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 6/22/2022 2022 City of Renton Surface Water Design Manual A-12 NO. 6 – CONVEYANCE PIPES AND DITCHES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Pipes Sediment & debris accumulation Accumulated sediment or debris that exceeds 20% of the diameter of the pipe. Water flows freely through pipes. Vegetation/root growth in pipe Vegetation/roots that reduce free movement of water through pipes. Water flows freely through pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective coating or corrosion Protective coating is damaged; rust or corrosion is weakening the structural integrity of any part of pipe. Pipe repaired or replaced. Damaged pipes Any dent that decreases the cross section area of pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Pipe repaired or replaced. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Trash and debris cleared from ditches. Sediment accumulation Accumulated sediment that exceeds 20% of the design depth. Ditch cleaned/flushed of all sediment and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to City personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where City personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Excessive vegetation growth Vegetation that reduces free movement of water through ditches. Water flows freely through ditches. Erosion damage to slopes Any erosion observed on a ditch slope. Slopes are not eroding. Rock lining out of place or missing (If applicable) One layer or less of rock exists above native soil area 5 square feet or more, any exposed native soil. Replace rocks to design standards. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2022 City of Renton Surface Water Design Manual 6/22/2022 A-13 NO. 7 – DEBRIS BARRIERS (E.G., TRASH RACKS) MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED. Site Trash and debris Trash or debris plugging more than 20% of the area of the barrier. Barrier clear to receive capacity flow. Sediment accumulation Sediment accumulation of greater than 20% of the area of the barrier Barrier clear to receive capacity flow. Structure Cracked, broken, or loose pipe or structure Structure which bars attached to is damaged – pipe is loose or cracked or concrete structure is cracked, broken, or loose. Structure barrier attached to is sound. Bars Incorrect bar spacing Bar spacing exceeds 6 inches. Bars have at most 6 inches spacing. Damaged or missing bars Bars are bent out of shape more than 3 inches. Bars in place with no bends more than ¾ inch. Bars are missing or entire barrier missing. Bars in place according to design. Bars are loose and rust is causing 50% deterioration to any part of barrier. Repair or replace barrier to design standards. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 6/22/2022 2022 City of Renton Surface Water Design Manual A-14 NO. 8 – ENERGY DISSIPATERS MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED. Site Trash and debris Trash and/or debris accumulation. Dissipater clear of trash and/or debris. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Rock Pad Missing or moved rock Only one layer of rock exists above native soil in area five square feet or larger or any exposure of native soil. Rock pad prevents erosion. Dispersion Trench Pipe plugged with sediment Accumulated sediment that exceeds 20% of the design depth. Pipe cleaned/flushed so that it matches design. Not discharging water properly Visual evidence of water discharging at concentrated points along trench (normal condition is a “sheet flow” of water along trench). Water discharges from feature by sheet flow. Perforations plugged Over 1/4 of perforations in pipe are plugged with debris or sediment. Perforations freely discharge flow. Water flows out top of “distributor” catch basin. Water flows out of distributor catch basin during any storm less than the design storm. No flow discharges from distributor catch basin. Receiving area over- saturated Water in receiving area is causing or has potential of causing landslide problems. No danger of landslides. Gabions Damaged mesh Mesh of gabion broken, twisted or deformed so structure is weakened or rock may fall out. Mesh is intact, no rock missing. Corroded mesh Gabion mesh shows corrosion through more than ¼ of its gage. All gabion mesh capable of containing rock and retaining designed form. Collapsed or deformed baskets Gabion basket shape deformed due to any cause. All gabion baskets intact, structure stands as designed. Missing rock Any rock missing that could cause gabion to loose structural integrity. No rock missing. Manhole/Chamber Worn or damaged post, baffles or side of chamber Structure dissipating flow deteriorates to ½ or original size or any concentrated worn spot exceeding one square foot which would make structure unsound. Structure is in no danger of failing. Damage to wall, frame, bottom, and/or top slab Cracks wider than ½-inch or any evidence of soil entering the structure through cracks, or maintenance inspection personnel determines that the structure is not structurally sound. Manhole/chamber is sealed and structurally sound. Damaged pipe joints Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering the structure at the joint of the inlet/outlet pipes. No soil or water enters and no water discharges at the joint of inlet/outlet pipes. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2022 City of Renton Surface Water Design Manual 6/22/2022 A-17 NO. 11 – GROUNDS (LANDSCAPING) MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Any trash and debris which exceed 1 cubic foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Trash and debris cleared from site. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to City personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where City personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Excessive growth of grass/groundcover Grass or groundcover exceeds 18 inches in height. Grass or groundcover mowed to a height no greater than 6 inches. Trees and Shrubs Hazard tree identified Any tree or limb of a tree identified as having a potential to fall and cause property damage or threaten human life. A hazard tree identified by a qualified arborist must be removed as soon as possible. No hazard trees in facility. Damaged tree or shrub identified Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trees and shrubs with less than 5% of total foliage with split or broken limbs. Trees or shrubs that have been blown down or knocked over. No blown down vegetation or knocked over vegetation. Trees or shrubs free of injury. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. Tree or shrub in place and adequately supported; dead or diseased trees removed. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2022 City of Renton Surface Water Design Manual 6/22/2022 A-19 NO. 13 – BASIC BIOSWALE (GRASS) MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Any trash and/or debris accumulated on the bioswale site. No trash or debris on the bioswale site. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Swale Section Sediment accumulation Sediment depth exceeds 2 inches in 10% of the swale treatment area. No sediment deposits in grass treatment area of the bioswale. Sediment inhibits grass growth over 10% of swale length. Grass growth not inhibited by sediment. Sediment inhibits even spreading of flow. Flow spreads evenly through swale Erosion/scouring Eroded or scoured swale bottom due to channelization or high flows. No eroded or scoured areas in bioswale. Cause of erosion or scour addressed. Poor vegetation coverage Grass is sparse or bare or eroded patches occur in more than 10% of the swale bottom. Swale has no bare spots and grass is thick and healthy. Excessive vegetation growth Grass excessively tall (greater than 10 inches), grass is thin or nuisance weeds and other vegetation have taken over. Grass is between 3 and 4 inches tall, thick and healthy. No nuisance vegetation present. Excessive shade Grass growth is poor because sunlight does not reach swale. Healthy grass growth or swale converted to a wet bioswale. Constant baseflow Continuous flow through the swale, even when it has been dry for weeks or an eroded, muddy channel has formed in the swale bottom. Baseflow removed from swale by a low- flow pea-gravel drain or bypassed around the swale. Standing water Water pools in the swale between storms or does not drain freely. Swale freely drains and there is no standing water in swale between storms. Channelization Flow concentrates and erodes channel through swale. No flow channels in swale. Flow Spreader Concentrated flow Flow from spreader not uniformly distributed across entire swale width. Flows are spread evenly over entire swale width. Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged inlet/outlet pipe Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2022 City of Renton Surface Water Design Manual 6/22/2022 A-21 NO. 15 – FILTER STRIP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Any trash and debris accumulated on the filter strip site. Filter strip site free of any trash or debris Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass Strip Sediment accumulation Sediment accumulation on grass exceeds 2 inches depth. No sediment deposits in treatment area. Erosion/scouring Eroded or scoured swale bottom due to channelization or high flows. No eroded or scoured areas in bioswale. Cause of erosion or scour addressed. Excessive vegetation growth Grass excessively tall (greater than 10 inches), grass is thin or nuisance weeds and other vegetation have taken over. Grass is between 3 and 4 inches tall, thick and healthy. No nuisance vegetation present. Poor vegetation coverage and/or nuisance vegetation present Grass has died out, become excessively tall (greater than 10 inches) or nuisance vegetation is taking over. Grass is healthy, less than 9 inches high and no nuisance vegetation present. Flow Spreader Concentrated flow Flow from spreader not uniformly distributed across entire swale width. Flows are spread evenly over entire swale width. Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged inlet/outlet pipe Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2022 City of Renton Surface Water Design Manual 6/22/2022 A-37 NO. 24 – CATCH BASIN INSERT (NOT ALLOWED IN THE CITY FOR OIL CONTROL) APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 6/22/2022 2022 City of Renton Surface Water Design Manual A-40 NO. 28 – NATIVE VEGETATED SURFACE/NATIVE VEGETATED LANDSCAPE BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris accumulated on the native vegetated surface/native vegetated landscape site. Native vegetated surface site free of any trash or debris. Vegetation Insufficient vegetation Less than two species each of native trees, shrubs, and groundcover occur in the design area. A minimum of two species each of native trees, shrubs, and groundcover is established and healthy. Poor vegetation coverage Less than 90% if the required vegetated area has healthy growth. A minimum of 90% of the required vegetated area has healthy growth. Undesirable vegetation present Weeds, blackberry, and other undesirable plants are invading more than 10% of vegetated area. Less than 10% undesirable vegetation occurs in the required native vegetated surface area. Vegetated Area Soil compaction Soil in the native vegetation area compacted. Less than 8% of native vegetation area is compacted. Insufficient vegetation Less than 3.5 square feet of native vegetation area for every 1 square foot of impervious surface. A minimum of 3.5 square feet of native vegetation area for every 1 square foot of impervious surface. Excess slope Slope of native vegetation area greater than 15%. Slope of native growth area does not exceed 15%. NO. 29 – PERFORATED PIPE CONNECTIONS BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Preventive Blocking, obstructions Debris or trash limiting flow into perforated pipe system or outfall of BMP is plugged or otherwise nonfunctioning. Outfall of BMP is receiving designed flows from perforated pipe connection. Inflow Inflow impeded Inflow into the perforated pipe is partially or fully blocked or altered to prevent flow from getting into the pipe. Inflow to the perforated pipe is unimpeded. Pipe Trench Area Surface compacted Ground surface over the perforated pipe trench is compacted or covered with impermeable material. Ground surface over the perforated pipe is not compacted and free of any impervious cover. Outflow Outflow impeded Outflow from the perforated pipe into the public drainage system is blocked. Outflow to the public drainage system is unimpeded. Outfall Area Erosion or landslides Existence of the perforated pipe is causing or exasperating erosion or landslides. Perforated pipe system is sealed off and an alternative BMP is implemented. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2022 City of Renton Surface Water Design Manual 6/22/2022 A-43 NO. 32 – RAINWATER HARVESTING BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Preventive Insufficient storage volume No rain water in storage unit at the beginning of the rain season. Maximum storage available at the beginning of the rain season (Oct. 1). Collection Area Trash and debris Trash of debris on collection area may plug filter system Collection area clear of trash and debris. Filter Restricted or plugged filter Filter is partially or fully plugged preventing water from getting in to the storage unit. Filter is allowing collection water into storage unit. NO. 33 – ROCK PAD BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris accumulated on rock pad site. Rock pad site free of any trash or debris. Rock Pad Area Insufficient rock pad size Rock pad is not 2 feet by 3 feet by 6 inches thick or as designed. Rock pad is 2 feet by 3 feet by 6 inches thick or as designed. Vegetation growth Vegetation is seen growing in or through rock pad. No vegetation within rock pad area. Rock Exposed soil Soil can be seen through the rock pad. Full thickness of the rock pad is in place, no soil visible through rock pad. NO. 34 – SHEET FLOW BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris accumulated on the sheet flow site. Sheet flow site free of any trash or debris. Sheet flow area Erosion Soil erosion occurring in sheet flow zone. Soil erosion is not occurring and rills and channels have been repaired. Concentrated flow Sheet flow is not occurring in the sheet flow zone. Sheet flow area is regraded to provide sheet flow. NO. 35 – SPLASH BLOCK BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris accumulated on the splash block. Splash block site free of any trash or debris. Splash Block Dislodged splash block Splash block moved from outlet of downspout. Splash block correctly positioned to catch discharge from downspout. Channeling Water coming off the splash block causing erosion. No erosion occurs from the splash block. Downspout water misdirected Water coming from the downspout is not discharging to the dispersal area. Water is discharging normally to the dispersal area. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2022 City of Renton Surface Water Design Manual 6/22/2022 A-47 NO. 38 – SOIL AMENDMENT BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Soil Media Unhealthy vegetation Vegetation not fully covering ground surface or vegetation health is poor. Yellowing: possible Nitrogen (N) deficiency. Poor growth: possible Phosphorous (P) deficiency. Poor flowering, spotting or curled leaves, or weak roots or stems: possible Potassium (K) deficiency. Plants are healthy and appropriate for site conditions Inadequate soil nutrients and structure In the fall, return leaf fall and shredded woody materials from the landscape to the site when possible Soil providing plant nutrients and structure Excessive vegetation growth Grass becomes excessively tall (greater than 10 inches); nuisance weeds and other vegetation start to take over. Healthy turf- “grasscycle” (mulch-mow or leave the clippings) to build turf health Weeds Preventive maintenance Avoid use of pesticides (bug and weed killers), like “weed & feed,” which damage the soil Fertilizer needed Where fertilization is needed (mainly turf and annual flower beds), a moderate fertilization program should be used which relies on compost, natural fertilizers or slow-release synthetic balanced fertilizers Integrated Pest Management (IPM) protocols for fertilization followed Bare spots Bare spots on soil No bare spots, area covered with vegetation or mulch mixed into the underlying soil. Compaction Poor infiltration due to soil compaction To remediate compaction, aerate soil, till to at least 8-inch depth, or further amend soil with compost and re-till If areas are turf, aerate compacted areas and top dress them with 1/4 to 1/2 inch of compost to renovate them If drainage is still slow, consider investigating alternative causes (e.g., high wet season groundwater levels, low permeability soils) Also consider site use and protection from compacting activities No soil compaction Poor infiltration Soils become waterlogged, do not appear to be infiltrating. Facility infiltrating properly Erosion/Scouring Erosion Areas of potential erosion are visible Causes of erosion (e.g., concentrate flow entering area, channelization of runoff) identified and damaged area stabilized (regrade, rock, vegetation, erosion control matting).For deep channels or cuts (over 3 inches in ponding depth), temporary erosion control measures in place until permanent repairs can be made Grass/Vegetation Unhealthy vegetation Less than 75% of planted vegetation is healthy with a generally good appearance. Healthy vegetation. Unhealthy plants removed/replaced. Appropriate vegetation planted in terms of exposure, soil and soil moisture. Noxious Weeds Noxious weeds Listed noxious vegetation is present (refer to current County noxious weed list). No noxious weeds present. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 6/22/2022 2022 City of Renton Surface Water Design Manual A-48 NO. 39 – RETAINED TREES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Tree Dead or declining Dead, damaged, or declining Tree replaced per planting plan or acceptable substitute NO. 40 – FILTERRA SYSTEM MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED In addition to the specific maintenance criteria provided below, all manufacturer’s requirements shall be followed. Facility – General Requirements Life cycle Once per year, except mulch and trash removal twice per year Facility is re-inspected and any needed maintenance performed Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries, or paint Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet Excessive sediment or trash accumulation Accumulated sediments or trash impair free flow of water into system Inlet should be free of obstructions allowing free distributed flow of water into system Mulch Cover Trash and floatable debris accumulation Excessive trash and/or debris accumulation Minimal trash or other debris on mulch cover. Mulch cover raked level. “Ponding” of water on mulch cover “Ponding” in unit could be indicative of clogging due to excessive fine sediment accumulation or spill of petroleum oils Stormwater should drain freely and evenly through mulch cover Proprietary Filter Media/ Vegetation Substrate “Ponding” of water on mulch cover after mulch cover has been maintained Excessive fine sediment passes the mulch cover and clogs the filter media/vegetative substrate Stormwater should drain freely and evenly through mulch cover. Replace substrate and vegetation when needed Vegetation Plants not growing or in poor condition Soil/mulch too wet, evidence of spill, incorrect plant selection, pest infestation, and/or vandalism to plants Plants should be healthy and pest free Media/mulch too dry Irrigation is required Plants absent Plants absent Appropriate plants are present Excessive plant growth Excessive plant growth inhibits facility function or becomes a hazard for pedestrian and vehicular circulation and safety Pruning and/or thinning vegetation maintains proper plant density. Appropriate plants are present. Structure Structure has visible cracks Cracks wider than ½ inch Evidence of soil particles entering the structure through the cracks Structure is sealed and structurally sound APPENDIX B GEOTECHNICAL ENGINEERING REPORT GEOTECHNICAL ENGINEERING REPORT Windsor Hills Utilities Improvements Project (WTR-27-4186) Prepared for: BHC Consultants, LLC Project No. 210614 March 17, 2023 FINAL e a r t h w a t e r+ppeecc tt C O N S U L T I N G earth +w ater Aspect Consulting, LLC 710 2nd Avenue Suite 550 Seattle, WA 98104 206.328.7443 www.aspectconsulting.com GEOTECHNICAL ENGINEERING REPORT Windsor Hills Utilities Improvements Project (WTR-27-4186) Prepared for: BHC Consultants, LLC Project No. 210614 March 17, 2023 FINAL Aspect Consulting, LLC Henry H. Haselton, PE, PMP Principal Geotechnical Engineer hhaselton@aspectconsulting.com Rory Kilkenny, PE Senior Geotechnical Engineer rkilkenny @aspectconsulting.com Jane Gregg, PE Project Geotechnical Engineer jgregg@aspectconsulting.com V:\210614 Windsor Hill Geotech Study - Renton\Deliverables\Stormwater Replacement Geotech Report\GER_Windsor Hills Stormwater Replacement.docx March 17, 2023 ASPECT CONSULTING 1 FINAL PROJECT NO. 210614 MARCH 17, 2023 Contents 1 Introduction ..................................................................................................1 1.1 Background ................................................................................................ 1 1.2 Scope of Work ........................................................................................... 1 2 Site Conditions ............................................................................................3 2.1 Surface Conditions ..................................................................................... 3 2.2 Subsurface Conditions ............................................................................... 5 3 Geologic Hazard Assessment ....................................................................7 3.1 Landslide Hazards ..................................................................................... 7 3.2 Regulated Slopes ....................................................................................... 8 3.3 Erosion Hazard .......................................................................................... 8 3.4 Seismic Hazards ........................................................................................ 8 4 Geotechnical Engineering Conclusions .................................................. 10 4.1 Geologically Hazardous Area Considerations .......................................... 10 4.2 Stormwater Infiltration Capacity ............................................................... 10 4.3 Maintenance Hole Design Recommendations.......................................... 10 4.3.1 Allowable Bearing Pressure and Settlement ....................................... 10 4.3.2 Lateral Earth Pressures ...................................................................... 11 4.3.3 Groundwater Effects ........................................................................... 11 5 Construction Recommendations ............................................................. 12 5.1 Temporary Slopes .................................................................................... 12 5.2 Temporary Shoring .................................................................................. 12 5.3 Check Dams ............................................................................................ 13 5.4 Pipe Bedding ............................................................................................ 13 5.5 Subgrade Preparation .............................................................................. 14 5.6 Structural Fill and Compaction ................................................................. 14 5.7 Wet Weather Earthwork ........................................................................... 15 5.8 Trench and Pavement Restoration ........................................................... 15 5.9 Temporary & Permanent Erosion and Sediment Control.......................... 16 6 Recommendations for Continuing Geotechnical Services .................... 17 7 References ................................................................................................. 18 8 Limitations .................................................................................................. 19 PROJECT NO. 210614 MARCH 17, 2023 FINAL ii List of Figures 1 Site Location Map 2 Geologic Map 3 Site and Exploration Map List of Appendices A Report Limitations and Guidelines for Use PROJECT NO. 210614 MARCH 17, 2023 FINAL 1 1 Introduction Aspect Consulting, LLC (Aspect) prepared this report for BHC Consultants, LLC (BHC) to support the Critical Areas Exemption permitting process for the Windsor Hills Water Quality Retrofit Project (Project) within the City of Renton (City). The purpose of this Project is to replace aging stormwater and water lines within the Windsor Hills neighborhood (Figure 1). This report includes our evaluation of potential impacts to the critical areas and our geotechnical engineering recommendations for the Project. 1.1 Background We understand the Project will consist of replacing below-grade stormwater and water lines within streets of the Windsor Hills neighborhood. While the project is located within several mapped critical areas including high erosion hazards, high landslide hazards, and regulated slopes, the utility replacements will occur within the paved Rights- of-Way (ROWs), apart from the following stormwater features (BHC, 2023): • Bird cage structures and buried stormwater piping between 514 & 550 Grandey Way NE and 472 & 476 Bronson Way NE. Excavation depths in these areas are expected to be 6 feet below ground surface (bgs) or less. • A shallow quarry spall ditch on a Puget Sound Energy (PSE) parcel near 456 Bronson Way NE. Renton Municipal Code (RMC) 4-3-050 for critical areas applies to steep slopes, landslide hazards, erosion hazards, and seismic hazards and/or on sites within fifty feet of these hazards (City of Renton, 2022a). Because the Site is within 50 feet of these types of critical areas, this report will address whether the proposed Project is consistent with the RMC critical area regulations. 1.2 Scope of Work Our scope of work included a critical area hazard screening evaluation, Site reconnaissance, and development of this geotechnical engineering report. The screening evaluation included a review of mapped geologic units and hazards, review of existing LiDAR topographic data for indications of geologic hazards, and review of available geotechnical data for the Project area. The Site reconnaissance included limited subsurface investigations utilizing hand tools to verify the mapped geologic conditions. Using data from the screening evaluation and reconnaissance we evaluated potential impacts to critical areas at the Site. This geotechnical engineering report includes the following: • Description of the Site and our understanding of the Project • Generalized characteristics of subsurface conditions based on our review of existing data and reconnaissance • Identification of relevant geologic hazards and critical areas ASPECT CONSULTING 2 FINAL PROJECT NO. 210614 MARCH 17, 2023 • Identification of appropriate methods to mitigate Project impacts to geologic hazards • Recommendations as to whether the Project complies with the criteria listed in RMC Section 4-3-050.J.1 and whether the proposed Project is consistent with critical area regulations listed in RMC 4-3-050.A (City of Renton, 2022a) • Conclusions and recommendations relating to the feasibility of the Project We performed a supplemental Site reconnaissance on March 3, 2023, to evaluate the surface conditions outside of ROWs (between 514 & 550 Grandey Way NE, between 472 & 476 Bronson Way NE, adjacent 456 Bronson Way NE). PROJECT NO. 210614 MARCH 17, 2023 FINAL 3 2 Site Conditions This section presents the Site conditions, including surface conditions, critical area mapping, geologic setting, and subsurface conditions encountered in our reconnaissance. This information provides context for the discussion of types and distribution of geologic soil units and a basis for our geotechnical engineering recommendations. 2.1 Surface Conditions The Site is in a residential neighborhood in Renton between Interstate-405 to the west and Windsor Hills Park to the east (Figure 1). The neighborhood includes five paved residential City ROWs: Windsor Way NE, Windsor Place NE, Grandey Way NE, Bronson Way NE, and Bronson Place NE. There are at least 140 residential parcels within the neighborhood, one public park parcel, and four parcels owned by PSE. The PSE parcels extend continuously from NE 4th St to Sunset Blvd NE except where intersected by the residential ROWs (Figure 2). These PSE parcels are generally inclined greater than 15 percent, contain overhead powerlines, and are vegetated with a combination of grass, brush, and immature trees. Elevations within the neighborhood range from 250 feet 1 at the eastern entrance of Windsor Way NE to 110 feet at the western entrance of Bronson Way NE. The parcels range in inclination from less than 15 percent to greater than 40 percent as mapped by the City (City of Renton, 2022b). The PSE parcels are generally sloped greater than 15 percent with some areas inclined up to 40 percent. The neighbor ROWs are more gradually sloped than the parcels, with typical inclinations of less than 15 percent. There are five ROW sections with inclinations between 15 and 25 percent (BHC, 2023). We did not observe evidence of slope instability, such as scarps or skin slides, during our Site reconnaissance. An existing ditch lined with stones and concrete debris runs between 514 & 550 Grandey Way NE and drains into a culvert beneath Grandey Way NE. The ditch is 2.5 to 5 feet wide, 2 to 4 feet deep, 80 feet long, and has a roughly 5 percent slope. An existing 4- to 6-foot-high retaining wall runs along the eastern property boundaries (Photograph 1). A proposed bird cage overflow structure will convey stormwater from an existing storm drain above the existing wall to a proposed storm drain that will replace the existing ditch (BHC, 2023). The existing wall should be protected during installation of the overflow structure installation by carefully excavating the area and providing bracing as needed. An existing concrete lined ditch runs between 472 & 476 Bronson Way NE and drains into a culvert underneath Bronson Way NE (Photograph 2). The ditch is approximately 6- to 12-inches deep, 2 feet wide, 120 feet long, and has roughly a 2 percent slope. The ditch will be replaced with a buried stormwater pipe that flows from a proposed birdcage overflow structure at the southeast property boundaries (BHC, 2023). 1 All elevations cited in this report are reference to the North American Vertical Datum of 1988 (NAVD88). ASPECT CONSULTING 4 FINAL PROJECT NO. 210614 MARCH 17, 2023 Photograph 1. Existing retaining wall and ditch between 514 & 550 Grandey Way NE, looking east. Photograph 2. Concrete lined ditch between 472 and 476 Bronson Way NE, looking west. A 1- to 3-foot-deep ditch with a 10 percent inclination is located on the PSE parcel south of 456 Bronson Way NE. The ditch flows from southeast to northwest, connecting stormwater drainage pipes from neighboring properties to an existing catch basin adjacent to Bronson Way NE (BHC, 2023). The eastern side of the ditch is grassed and the western side of the ditch is covered in thick blackberry bushes (Photograph 3). This ditch will be improved by expanding its width and depth and lining it with quarry spalls. PROJECT NO. 210614 MARCH 17, 2023 FINAL 5 Photograph 3. Existing ditch on a PSE parcel, looking southeast. 2.2 Subsurface Conditions The Site is located at the western boundary of the Puget Lowland. The Puget Lowland is a complex tectonic environment and an area of tectonic subsidence flanked by two mountain ranges—the Cascades to the east, and the Olympics to the west. The sediments within the Puget Lowland result from repeated cycles of glacial and non-glacial deposition and erosion. During non-glacial cycles, the area was dominated by lowland forests and broad river valleys. During glacial cycles, ice sheets up to 3,000 feet thick occupied the Puget Lowland and surrounding areas and carved out the deep marine waterways and river valleys and sculpted the uplands. Deposits from these glacial and non-glacial cycles are present in the subsurface of the Project vicinity. Geologic mapping (Schuster, J.E., et. al., 2015 and Mullineaux, D.R., 1965) indicates that the Site is predominantly underlain by Vashon recessional outwash except in the northern most section of Bronson Way NE, which is underlain by Vashon glacial till (Figure 3). The recessional outwash is described as variably sorted, loose to compact sand and gravel deposited by glacial meltwater. Vashon till is described as a highly compact, low- permeability unsorted mixture of clay, silt, sand, gravel, cobbles, and boulders. Aspect completed three shallow hand explorations at the Site on May 26, 2022 (AHA-01 to AHA-03), and an additional three hand explorations on March 1, 2023 (AHA-04 to AHA-06). The locations of our explorations are shown on Figure 2. AHA-01 to AHA-03 extended 2 feet below ground surface and were used to verify that the Site is surficially underlain by recessional outwash on the PSE Parcels. AHA-04, AHA-05 and AHA-06 were extended to 4.5 feet, 4.25 feet and 2 feet, respectively. The soil units encountered at the Site are fill and recessional outwash deposits and are described below: ASPECT CONSULTING 6 FINAL PROJECT NO. 210614 MARCH 17, 2023 • Recessional outwash deposits were encountered underneath the topsoil at AHA- 04 and AHA-06 and mainly consisted of medium dense to dense, moist to wet, brown silty sand with gravel (SM) and medium dense to dense, wet, brown silty gravel with sand (GM). • Up to 3 feet of fill was encountered in AHA-05 and mainly consisted of loose, moist to wet, brown silty sand with variable amounts of gravel (SM), and soft, wet, dark gray to black organic silt with sand deposits (OL). Recessional outwash deposits were encountered beneath the fill and consisted of medium dense, wet, brown silty sand with gravel. • Although not encountered, the recessional outwash is likely underlain by Vashon till at varying depths throughout the Site. Groundwater seepage was not encountered in AHA-01 to AHA-03 and AHA-06; however, it is possible that groundwater may develop locally within the recessional outwash over the Vashon till. Groundwater was encountered at 2.5 feet and 1.25 feet bgs in AHA-04 and AHA-05, respectively. Groundwater levels will vary by location, local precipitation, local subsurface conditions, and other factors. PROJECT NO. 210614 MARCH 17, 2023 FINAL 7 3 Geologic Hazard Assessment The City of Renton Map Viewer (COR Maps) was reviewed for potential Critical Areas at the Site that consider aquifer protection area zones, coal mines, erosion hazards, flood zones, landslides, regulated slopes and shorelines, wetlands, and seismic hazards (City of Renton, 2022b). Specific critical areas that are regulated by RMC Section 4-3-050 include flood hazard areas, geologic hazard areas, habitat conservation areas, streams and lakes, wellhead protection areas, and wetlands (City of Renton, 2022a). Based on the City’s data and Site survey (BHC, 2023), the Site is in two geologic hazard areas: • High landslide hazard potential • High erosion hazard • Portions of residential and public parcels outside of the work area are mapped within City Regulated Slopes classified as sensitive slopes (> 25 to ≤ 40 percent) and protected slopes (> 40 to ≤ 90 percent) • Several small portions of the work area have slopes > 15 to ≤ 25 percent shown on COR Maps (Figure 3). These areas are not considered geologically hazardous areas by RMC Section 4-3-050 Work will be performed in areas mapped with high landside and erosion hazard potential, but outside of sensitive and protected slopes. We understand that the critical areas listed above do not have critical area buffers and do not require structure setbacks except for protected slope areas. The structure setback from protected slopes is 15 feet (City of Renton, 2022a). The geologic hazards are discussed in greater detail in the following sections with respect to the Project work. 3.1 Landslide Hazards The Site is mapped with high landslide hazard potential by the City of Renton (City of Renton, 2022a). The City defines high landslide hazards as areas with slopes greater than 40 percent. We reviewed aerial photographs of the Site area from 1936 through 2021 (Google, 2022 and NETR, 2022) and did not observe evidence of recent landslides. Two types of landslides are common on interior steep slopes in the Puget Sound area: deep-seated rotational landslides and surficial landslides (also known as shallow flows or colluvial landslides; Varnes, 1978). Landslides may be triggered by natural events, such as extended, heavy precipitation, freeze-thaw cycles, or an earthquake, or by human factors, such as broken water pipes or improperly managed stormwater flow. Evidence of large-scale rotational or surficial colluvial activity was not observed at the Site or documented by the published landslide studies of the area. In our opinion, the Site is currently stable, and the proposed earthwork for utilities improvements (BHC, 2023) ASPECT CONSULTING 8 FINAL PROJECT NO. 210614 MARCH 17, 2023 will not impact slope stability at the Site. Construction measures that should be implemented to ensure excavation safety are described in the subsequent sections. 3.2 Regulated Slopes As described above and shown in Figure 2, the Site has areas mapped within regulated, sensitive and protected slopes (City of Renton, 2022a). Sensitive slopes are hillsides characterized by an average slope of 25 percent to less than 40 percent as identified by the City. Protected slopes are hillside characterized by an average slope of 40 percent or greater and having a minimum vertical rise of 15 feet. Required structure setbacks from sensitive and protected slopes are 0 feet and 15 feet, respectively. No work is planned within the sensitive or protected slope areas; however, trenching will be completed within 15 feet of the toe of the protected slope located along the western bend of Grandey Way NE and the southern bend of Windsor Place NE (Figure 3). The Preliminary 60% Review Set (BHC, 2023) indicates that the slopes near the proposed utility work are no steeper than 40 percent and are supported by retaining walls along some residential property boundaries. In our opinion, the limited utility trenching performed within the ROWs will not impact the stability of this protected slope provided the construction recommendations within this report are followed during the work. 3.3 Erosion Hazard Most of the Site is mapped as an area with high erosion potential by the City of Renton (City of Renton, 2022a). High erosion hazards are areas with soils characterized by the Natural Resource Conservation Service (formerly U.S. Soil Conservation Service) as having severe or very severe erosion potential, and a slope more than 15 percent. Residential parcels are vegetated with grass and occasional young to mature trees. The PSE parcels are vegetated with dense brush and some young to mature trees. Roadways are paved and will be retrofitted with a stormwater collection system as part of the Project. It is our opinion that the erosion risk at the Site will not increase during or after the Project work; rather, the erosion risk may decrease because stormwater runoff will be better managed. 3.4 Seismic Hazards The Site is located within the Puget Lowland physiographic province, an area of active seismicity that is subject to earthquakes on shallow crustal faults and deeper subduction zone earthquakes. The Site is about 2 miles south of the Seattle Fault Zone, which consists of shallow crustal tectonic structures (Gower et al., 1985). The Site is also within the zone of strong ground shaking from earthquakes associated with the Cascadia Subduction Zone (CSZ). Subduction-zone earthquakes occur due to rupture between the subducting oceanic plate and the overlying continental plate. Deep intraslab earthquakes, which occur from tensional rupture of the sinking oceanic plate, are associated with the CSZ. Due to the proximity of the Site to the mapped fault, the potential for surficial ground rupture at the Site is considered low during the expected life of the Project. Liquefaction occurs when loose, saturated, and relatively cohesionless soil deposits temporarily lose strength from seismic shaking. The primary factors controlling the onset PROJECT NO. 210614 MARCH 17, 2023 FINAL 9 of liquefaction include intensity and duration of strong ground motion, characteristics of subsurface soil, in situ stress conditions, and the depth to groundwater. The Washington Department of Natural Resources (DNR) maps the Site as having very low liquefaction susceptibility (Palmer et al., 1992). Given the relative density and geologic origin of the soils at the Site, we do not consider liquefaction to be a significant hazard for the Project. ASPECT CONSULTING 10 FINAL PROJECT NO. 210614 MARCH 17, 2023 4 Geotechnical Engineering Conclusions Based on our geotechnical evaluation of the Site, the Project is feasible from a geotechnical perspective—provided the recommendations contained here are properly incorporated into the Project planning, concept development, design, and construction. Design considerations and recommendations for infiltration capacity, slope stability, and maintenance holes are presented in the following sections. Additional engineering analyses and evaluations may be required to support final design of the Project. 4.1 Geologically Hazardous Area Considerations Based on our geotechnical characterization of the Site and our understanding of the Project, it is our opinion that the Project will not adversely affect the stability of the Site and the nearby geologic hazard areas. The Site conditions meet the criteria for a Buffer Reduction per RMC Section 4-3-050G. Furthermore, the Project can be built within the 15-foot-buffer from the base of the protected slope without adversely impacting the slope. Provided the Project implements standard erosion control best management practices (BMPs) during and following construction, there is very little risk of increasing erosion as a result of the Project. 4.2 Stormwater Infiltration Capacity The City asked Aspect to consider stormwater infiltration capacity of the PSE parcels at the Site. Infiltration is not recommended within slopes exceeding an inclination of 15 percent (City of Renton, 2022c), which applies to most of the areas on the PSE parcels. Based on available mapping data (Figure 3) and our hand explorations (Figure 2), most of the Site is underlain by recessional outwash. If slope inclinations are less than 15 percent, recessional outwash is typically a suitable infiltration receptor. Infiltration is not likely to be feasible within Vashon till, which may be present on the northernmost portions of the Site (Figure 3) or below the recessional outwash. If necessary, best management practice investigations, such as pilot infiltration testing, should be performed at Site-specific locations to verify infiltration feasibility. 4.3 Maintenance Hole Design Recommendations Our general recommendations for the design of the manholes are presented below. 4.3.1 Allowable Bearing Pressure and Settlement The base of the maintenance holes should be founded in relatively undisturbed recessional outwash or glacial till. We anticipate the dead load of the manholes will not be significantly greater than the weight of the soil that is excavated; therefore, bearing capacity will not be a significant design issue. For the purposes of evaluation and design, an allowable bearing pressure of 1,500 psf may be used for maintenance holes founded atop undisturbed recessional outwash, glacial till or properly compacted structural fill. Assuming the foundation subgrade is properly prepared and accomplished as recommended herein, we estimate total settlement of less than about 1 inch. We PROJECT NO. 210614 MARCH 17, 2023 FINAL 11 anticipate that the majority of the estimated settlement will occur during construction as the loads are applied. Maintenance holes may also exhibit some of the anticipated settlement after construction as the structure is initially loaded with water and drained. This cyclic loading may result in minor structure rebound and re-settlement. 4.3.2 Lateral Earth Pressures Permanent lateral earth pressures on subsurface structure walls will be a function of the shear strength of structural backfill and intact native soil. We recommend that subsurface walls be designed to support an at-rest equivalent fluid pressure of 60 pounds per cubic foot (pcf), plus a uniform rectangular horizontal live load surcharge of 100 psf. In our opinion, the below-grade maintenance holes do not need to be designed for incremental seismic loading. The buried structure will be restrained by the surrounding ground and will not be subject to vibratory amplification like a bridge or building. 4.3.3 Groundwater Effects It is likely that water will saturate the soils surrounding the proposed maintenance holes during the structures’ design life. Below-grade structures are subjected to potential upward buoyancy forces when the groundwater level around the structure is higher than the base of the structure. Maintenance holes should be designed to resist upward buoyant forces and to prevent possible heave and cracking of the structure base. Based on standard maintenance hole sizes and the anticipated maintenance hole depths, we do not anticipate that maintenance hole uplift will be an issue for this Project. ASPECT CONSULTING 12 FINAL PROJECT NO. 210614 MARCH 17, 2023 5 Construction Recommendations We understand that the utility trenching for the proposed stormwater and water line construction will be shallow and can be constructed using conventional open-trench methods. Deeper excavations for piping or manhole installation may require temporary sloping or shoring. General recommendations for design and implementation of trench shoring systems are presented below. The temporary excavation for the birdcage structure between 514 & 550 Grandey Way NE is adjacent an existing concrete wall that will be protected during excavation. The contractor should carefully excavate this area and be prepared to install temporary bracing, such as ecology blocks, for additional support. Detailed recommendations for open-trench pipeline construction and generalized recommendations for Site earthwork, erosion control, and pavement restoration are presented in this Section. 5.1 Temporary Slopes Maintenance of safe working conditions, including temporary excavation stability, is the responsibility of the contractor, and all excavations must comply with current federal, state, and local requirements. Cuts greater than 4 feet in height should be sloped or property shored in accordance with Part N of the Washington Administrative Code (WAC) Chapter 296-155 (WSL, 2022). The existing recessional outwash classifies as Type C Soil per WAC 296-155, and temporary, unsupported, cut slopes in these materials should be inclined no steeper than 1.5H:1V (horizontal: vertical). Till soils may classify as Type B soils per WAC 296-155 and temporary, unsupported, cut slopes in these materials should be inclined no steeper than 1.0H:1.0V, though the presence or absence of till should be verified by a geotechnical engineer. Temporary slopes should be protected from erosion, as necessary, by covering the cut face with well-anchored plastic sheets. Heavy construction equipment, construction materials, excavated soil, and vehicular traffic should not be allowed any nearer to the slope crest than half the height of slope, measured from the top edge of the excavation, unless there is a shoring system that has been designed for support of the additional lateral pressure. 5.2 Temporary Shoring Given the presence of other existing utilities in the roadway, it is anticipated that temporary shoring will likely be utilized to facilitate construction up to 10 feet below ground surface. General recommendations for design and implementation of trench shoring systems are presented below. • Shoring should be designed and constructed to support lateral soil loads, and any surcharge loads from construction equipment, construction materials, excavated soils, and vehicular traffic. PROJECT NO. 210614 MARCH 17, 2023 FINAL 13 • Precautions should be taken during removal of the shoring or sheeting materials to minimize disturbance of the pipe, underlying bedding materials, adjacent structures/utilities, and surrounding soils. • Trench boxes, if used, should be adequately reinforced to withstand the lateral forces to which they will be subjected. • Trench boxes should be of sufficient dimension, both vertically and laterally, to support the excavation without excessive deformation of the natural soils adjoining the open excavation. However, by their very nature, trench boxes normally are incapable of positive support of the trench walls and some deformation and possible spalling of the excavated slopes should be anticipated if trench boxes are employed. The contractor should be responsible for repair of any deformation or damages that occur to adjoining facilities where trench box methods have been used. • The open trench excavation should be backfilled immediately after the trench box has been moved. • Trenches must be shored when heavy construction equipment and excavated soils are allowed within a lateral distance, measured from the edge of the excavation, equal to half the depth of the excavation. 5.3 Check Dams Experience has shown that surface and groundwater tend to collect in and seep along pervious pipe bedding material. Where slopes exceed 15 percent, we recommend installing check dams in the utility trenches every 50 feet to reduce the velocity of water flowing through the pervious trench backfill. The check dams should extend the full width of the utility trench and have heights three times greater than the diameter of the pipe. The check dams could be constructed using controlled density fill (CDF) or manufactured seepage collars. 5.4 Pipe Bedding General recommendations relative to pipe bedding and trench backfill are presented below: • Pipe bedding material, placement, compaction, and shaping should be in accordance with the project specifications and the pipe manufacturer’s recommendations. As a minimum, the pipe bedding should meet the gradation requirements for Gravel Backfill for Pipe Zone Bedding, Section 9-03.12(3) of the WSDOT Standard Specifications (WSDOT, 2023). • Pipe bedding materials should be placed on relatively undisturbed native soils, or compacted fill soils. If the subgrade soils are disturbed, the disturbed material should be compacted in place or removed and replaced with additional compacted bedding material. • In areas where the trench bottom encounters very soft or organic-rich subgrade soils, it will be necessary to overexcavate the unsuitable material and backfill ASPECT CONSULTING 14 FINAL PROJECT NO. 210614 MARCH 17, 2023 with pipe bedding material. However, the depth of overexcavation should generally be limited to a maximum of 2 feet, and should be confirmed by the geotechnical engineer. If necessary, and as determined by the geotechnical engineer, a soil separation-grade geotextile may be utilized to limit trench-base overexcavation requirements. • Pipe bedding should provide a firm, uniform cradle for the pipe. We recommend a minimum of 4 inches of bedding material be placed beneath the pipe. The pipe bedding should extend at least 6 inches above the pipe crown or such greater thickness as may be required by the pipe manufacturer and/or the City of Renton. • Pipe bedding material and/or backfill around the pipe should be placed in layers and tamped to obtain complete contact with the pipe. 5.5 Subgrade Preparation Subgrade preparation for areas receiving structural fill should include removal of all topsoil, debris, loose fill soils, roots, and any other deleterious materials. These areas include, but are not limited to, pavements, and below ground structures. All bearing surfaces should be trimmed neat and carefully prepared. We recommend proof rolling all pavement subgrade areas with heavy, pneumatic-tired construction equipment such as a loaded dump truck or front-end loader to identify apparent loose, soft, or pumping areas prior to placing pavement sections. Pavement sections should not be placed on frozen subgrade. A separation geotextile should be placed between the prepared subgrade and rip rap at relevant locations. The on-Site soils may contain variable amounts of fine-grained particles, which makes them moisture sensitive and subject to disturbance when wet. The Contractor must use care during Site preparation and excavation operations so that any bearing surfaces are not disturbed. If this occurs, the disturbed material should be removed to expose undisturbed material. If bearing surfaces are exposed during the winter season or periods of wet weather, it may be helpful to provide a layer of crushed rock or gravel to help preserve the subgrade. If gravel is used to protect the bearing surfaces, it should meet the gradation requirements for Class A Gravel Backfill for Foundations, as described in Section 9-03.12(1)A of the WSDOT Standard Specifications (WSDOT, 2023). We recommend that all bearing surfaces be observed by Aspect to verify that the recommendations of this report have been followed. 5.6 Structural Fill and Compaction Structural fill should consist of relatively clean, free draining, non-plastic, uniformly graded sand and gravel free from organic matter or other deleterious materials and be used in accordance with the following recommendations (WSDOT, 2023): • Crushed surfacing as described in Section 9-03.9(3): beneath pavement or sidewalks, trench backfill, or backfill behind catch basins, infiltration galleries, or pipes. • Quarry spalls as described in Section 8-15.3(6): stormwater drainage ditches. PROJECT NO. 210614 MARCH 17, 2023 FINAL 15 Structural fill should be placed in loose, horizontal, lifts of not more than 8 inches in thickness and compacted to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557, Modified Proctor (ASTM, 2023). However, compaction effort should not begin until 2 feet of backfill has been placed over the pipe crown, to prevent deformation or breakage of the new utility. At the time of placement, the moisture content of structural fill should be at or near optimum. The procedure required to achieve the specified minimum relative compaction depends on the size and type of compaction equipment, the number of passes, thickness of the layer being compacted, and the soil moisture-density properties. When the first fill is placed in a given area, and/or anytime the fill material changes, the area should be considered a test section. The test section should be used to establish fill placement and compaction procedures required to achieve proper compaction. The geotechnical consultant should observe placement and compaction of the test section to assist in establishing an appropriate compaction procedure. Once a placement and compaction procedure is established, the contractor’s operations should be monitored and periodic density tests performed to verify that proper compaction is being achieved. 5.7 Wet Weather Earthwork The existing Site soils may be difficult to handle during periods of wet weather. Therefore, general recommendations relative to earthwork performed in wet weather or in wet conditions are presented below. These recommendations should be incorporated into the contract specification and should be required when earthwork is performed in wet conditions: • Trench excavation, pipe placement, and backfilling should be accomplished in small sections to minimize exposure to wet weather. • Excavated soil that is stockpiled for later use should be covered with plastic sheets. Soils that become too wet should be removed and replaced with clean granular materials. • Excavation and placement of fill should be monitored by someone experienced in wet weather earthwork to determine that the work is being accomplished in accordance with the project specifications and the recommendations contained herein. 5.8 Trench and Pavement Restoration To minimize the potential for undermining the existing pavement section, and to reduce the potential for reflective cracking above the proposed utility trenches, the following recommendations should be implemented during construction: • No trench excavation should be advanced greater than 4 feet without implementing a positive shoring system. Requiring excavation inside a temporary shoring system will reduce the extent of soil relaxation adjacent to the excavation. ASPECT CONSULTING 16 FINAL PROJECT NO. 210614 MARCH 17, 2023 As discussed previously, normal trench box systems do not provide positive support for the trench walls and are intended primarily to provide for worker safety. Limiting the extent of trench wall relaxation is key to maintaining proper support for adjacent pavements. • All saw cuts associated with trenching excavations should be made 1.5 to 3 feet back from the anticipated top of trench depending on proposed trench excavation depth. • If during excavation of any trench, the existing pavement section is undermined at any location, the undermined pavement should be sawcut and removed prior to pavement reconstruction. • A minimum 6-inch-thick layer of Crushed Surfacing Base Course (CSBC) should be placed and compacted to 95 percent of its maximum dry density, as determined using ASTM D 1557, Modified Proctor (ASTM, 2023), below all reconstructed pavement sections. • The reconstructed pavement section should consist of Hot Mix Asphalt (HMA) or Portland Cement Concrete Pavement (PCCP) to match the pavement type in the roadway. The HMA or PCCP should match the adjacent pavement thickness. • If included with the project, a full width overlay may then be placed over the above-described trench patch section. 5.9 Temporary & Permanent Erosion and Sediment Control Soil erosion can be minimized by careful grading practices, the appropriate use of silt fences and/or straw bales, and by implementing the recommendations in the Wet Weather Earthwork section of this report. Surface runoff control during construction should be the responsibility of the contractor. All collected water should be controlled and discharged in accordance with local regulations. Grading measures, slope protection, ditching, sumps, dewatering, and other measures should be employed as necessary to permit proper completion of the work. Permanent control of surface water should be incorporated in the final grading design. Water should not be allowed to pond immediately adjacent to foundations or paved areas. PROJECT NO. 210614 MARCH 17, 2023 FINAL 17 6 Recommendations for Continuing Geotechnical Services The engineering analyses completed for this study were done so with careful consideration of the existing and available Site data while making reasonable assumptions about Site conditions not fully detailed or addressed by the current design and existing data. Our recommendations may change as the Project develops further and new information becomes available. We recommend retaining Aspect to review the final design documents to ensure our recommendations were properly implemented. The integrity of the geotechnical elements depends upon proper Site preparation and construction procedures. During the construction phase of the Project, we recommend that Aspect be retained to observe and evaluate temporary excavations, subgrade preparation, check dam installation, and structural backfill placement and compaction. The purpose of our observations is to verify compliance with design concepts and recommendations, and to allow design changes or evaluation of appropriate construction methods in the event that subsurface conditions differ from those anticipated prior to the start of construction. ASPECT CONSULTING 18 FINAL PROJECT NO. 210614 MARCH 17, 2023 7 References ASTM International (ASTM), 2023, 2023 Annual Book of ASTM Standards, West Conshohocken, Pennsylvania. BHC Consultants, LLC (BHC), 2023, City of Renton Windsor Hills Utility Improvements Project, City Project: 27-04186, Preliminary 60% Review Set, Not for Construction, March 2023. City of Renton, 2022a, Renton Municipal Code (RMC) Critical Areas Regulations, Chapter 4-03-050, accessed June 8, 2022. City of Renton, 2022b, City of Renton Map Viewer (COR Maps), Website, https://maps.rentonwa.gov/Html5viewer/Index.html?viewer=cormaps, Accessed June 8, 2022. City of Renton, 2022c, Surface Water Design Manual, Public Works Department, Surface Water Utility, June 22, 2022. Google, 2022, Google Earth, earth.google.com/web/. Accessed August 30, 2022. Gower H.D., J.C. Yount, and R.S. Crosson (Gower et al.), 1985, Seismotectonic map of the Puget Sound region, Washington: U.S. Geological Survey Miscellaneous Investigations Series Map I-1613, p. 15, plate 1, scale 1:250,000. Mullineaux, D.R., 1965, Geologic Map of the Renton Quadrangle, King County, Washington, USGS Geologic Map GQ-405, 1965. Nationwide Environmental Title Research (NETR), 2022, Nationwide Environmental Title Research, LLC, at https://www.historicaerials.com/, Accessed August 30, 2022. Palmer, S. P., 1992, Preliminary maps of liquefaction susceptibility for the Renton and Auburn 7.5’ quadrangles, Washington: Washington State Department of Natural Resources, Washington Division of Geology and Earth Resources Open File Report 92-7, 24 p., 2 plates. Schuster, J.E., Cabibbo, A.A., Schilter, J.F., and Hubert, I.J., 2015, Geologic map of the Tacoma 1:100,000-scale quadrangle, Washington, Map Series 2015-03, November 2015. Varnes, D.J., 1978, Slope movement types and processes. In: Schuster RL, Krizek RJ (eds) Landslides, analysis and control, special report 176: Transportation research board, National Academy of Sciences, Washington, DC., pp. 11–33 Washington State Department of Transportation (WSDOT), 2023, Standard Specifications for Road, Bridge and Municipal Construction, Manual M 41-10, 2023. Washington State Legislature (WSL), 2022, Washington Administrative Code (WAC) Chapter 296-155, Safety Standards For Construction Work, Website: https://apps.leg.wa.gov/WAC/default.aspx?cite=296-155, July 19, 2022. ASPECT CONSULTING 19 FINAL PROJECT NO. 210614 MARCH 17, 2023 8 Limitations Work for this project was performed for BHC Consultants, LLC (Client), and this report was prepared consistent with recognized standards of professionals in the same locality and involving similar conditions, at the time the work was performed. No other warranty, expressed or implied, is made by Aspect Consulting, LLC (Aspect). Recommendations presented herein are based on our interpretation of site conditions, geotechnical engineering calculations, and judgment in accordance with our mutually agreed-upon scope of work. Our recommendations are unique and specific to the project, site, and Client. Application of this report for any purpose other than the project should be done only after consultation with Aspect. Variations may exist between the soil and groundwater conditions reported and those actually underlying the site. The nature and extent of such soil variations may change over time and may not be evident before construction begins. If any soil conditions are encountered at the site that are different from those described in this report, Aspect should be notified immediately to review the applicability of our recommendations. Risks are inherent with any site involving slopes and no recommendations, geologic analysis, or engineering design can assure slope stability. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the Client. It is the Client's responsibility to see that all parties to this project, including the designer, contractor, subcontractors, and agents, are made aware of this report in its entirety. At the time of this report, design plans and construction methods have not been finalized, and the recommendations presented herein are based on preliminary project information. If project developments result in changes from the preliminary project information, Aspect should be contacted to determine if our recommendations contained in this report should be revised and/or expanded upon. The scope of work does not include services related to construction safety precautions. Site safety is typically the responsibility of the contractor, and our recommendations are not intended to direct the contractor’s site safety methods, techniques, sequences, or procedures. The scope of our work also does not include the assessment of environmental characteristics, particularly those involving potentially hazardous substances in soil or groundwater. All reports prepared by Aspect for the Client apply only to the services described in the Agreement(s) with the Client. Any use or reuse by any party other than the Client is at the sole risk of that party, and without liability to Aspect. Aspect’s original files/reports shall govern in the event of any dispute regarding the content of electronic documents furnished to others. Please refer to Appendix A titled “Report Limitations and Guidelines for Use” for additional information governing the use of this report. We appreciate the opportunity to perform these services. If you have any questions please call Rory Kilkenny, Senior Geotechnical Engineer, at 206-780-7727. FIGURES GIS Path: Q:\_GeoTech\210614 Windsor Hills Water Quality Retrofit Project\2022-06 Geotechnical Engineering Report\GIS\01 Site Location Map.mxd || Coordinate System: NAD 1983 StatePlane Washington North FIPS 4601 Feet || Date Saved: 6/8/2022 || User: scudd || Print Date: 6/8/2022Site Location MapGeotechnical Engineering ReportWindsor Hills Water Quality Retrofit ProjectRenton, Washington FIG URE NO .1JUN-2022 PROJECT NO.210614 BY:JRG / SCC REVISED BY:- - - 0 2,000 4,000 Feet W A S H I N G T O N Bellingham Olympia Port Angeles Seattle Spokane Tacoma Wenatchee Yakima ! ! ! # !Lake WashingtonElliottBay P u g e tSound Bellevue Kirkland Renton Seattle Basemap Layer Credits || Esri, HERE, Garmin, (c) OpenStreetMap contributors, and the GIS user communitySources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO, USGS, FAO, NPS, NRCAN, GeoBase, IGN, Kadaster NL, Ordnance Survey, Esri Japan, METI, Esri China (Hong Kong), (c) OpenStreetMap contributors, and theGIS User Community PROJECT AREA SITELOCATION SITELOCATION AHA-03AHA-02AHA-01Sunset B l v d N EGraney Way NEBron son Wa y NEWi n d s o r W a y N E Edmonds Ave NE Windsor Pl NE B r o n s o n P l N EAHA-06AHA-05AHA-04FIGURE NO.BY:REVISED BY:PROJECT NO.CAD Path: Q:\_GeoTech\210614 Windsor Hills Water Quality Retrofit Project\2022-08 Additional figures\210614-03.dwg Layout: Fig 3 || Date Saved: 3/15/2023 4:16:18 PM || User: jreinhardtFeet0150300Geotechnical Engineering ReportWindsor Hills Water Quality Retrofit ProjectRenton, WashingtonSite and Exploration MapMar-20232JRG/CMV-210614Source: Base map provided by BHC Consultants, May, 2022. Critical area data provided by City of Renton "COR MAPS".LegendShallow Exploration LocationApproximate Site BoundaryPuget Sound Energy ParcelGeologically Hazardous AreasUnregulated Slope (>15% and 25%)Sensitive Slope (>25% and 40%)Protected Slope (>40% and 90%)Outer Limits of Landslide Hazard AreaOuter Limits of Erosion Hazard AreaBronson Pl NEBronson Way NEGrandey Way NEWindsor Pl NEWindsor Way NEProject Work AreasWork Area Within 15Feet of Protected SlopeWork Area Within 15Feet of Protected SlopeExisting Ditchon PSE ParcelExisting Ditchbetween 514 and550 Grandey Way NEExisting Concrete-linedDitch between 472 and476 Bronson Way NE WIND S O R W A Y N E EDMONDS AVE NEBRONSON WAY NE NE 3RD ST R E E T SUNSET BLVD NEGRAN D EY W AY N E WINDSORAPPROXIMATE SITE BOUNDARY PL NECAD Path: Q:\_GeoTech\210614 Windsor Hills Water Quality Retrofit Project\2022-06 Geotechnical Engineering Report\210614-02 Geologic Map.dwg 02 Geologic Map || Date Saved: Mar 17, 2023 1:27pm || User: jreinhardtGeotechnical Engineering Report Windsor Hills Water Quality Retrofit Project Renton, Washington 3 BY: JG/SCC Geologic Map Mar-2023 REVISED BY: - PROJECT NO. 210614 FIGURE NO. Source: Base map from Mullineaux, D.R., 1965, Geologic Map of the Renton Quadrangle, King County, Washington, USGS Geologic Map GQ-405, 1965. APPENDIX A Report Limitations and Guidelines for Use ASPECT CONSULTING REPORT LIMITATIONS AND GUIDELINES FOR USE Geoscience is Not Exact The geoscience practices (geotechnical engineering, geology, and environmental science) are far less exact than other engineering and natural science disciplines. It is important to recognize this limitation in evaluating the content of the report. If you are unclear how these "Report Limitations and Guidelines for Use" apply to your project or property, you should contact Aspect Consulting, LLC (Aspect). This Report and Project-Specific Factors Aspect’s services are designed to meet the specific needs of our clients. Aspect has performed the services in general accordance with our agreement (the Agreement) with the Client (defined under the Limitations section of this project’s work product). This report has been prepared for the exclusive use of the Client. This report should not be applied for any purpose or project except the purpose described in the Agreement. Aspect considered many unique, project-specific factors when establishing the Scope of Work for this project and report. You should not rely on this report if it was: • Not prepared for you; • Not prepared for the specific purpose identified in the Agreement; • Not prepared for the specific subject property assessed; or • Completed before important changes occurred concerning the subject property, project, or governmental regulatory actions. If changes are made to the project or subject property after the date of this report, Aspect should be retained to assess the impact of the changes with respect to the conclusions contained in the report. Reliance Conditions for Third Parties This report was prepared for the exclusive use of the Client. No other party may rely on the product of our services unless we agree in advance to such reliance in writing. This is to provide our firm with reasonable protection against liability claims by third parties with whom there would otherwise be no contractual limitations. Within the limitations of scope, schedule, and budget, our services have been executed in accordance with our Agreement with the Client and recognized geoscience practices in the same locality and involving similar conditions at the time this report was prepared Property Conditions Change Over Time This report is based on conditions that existed at the time the study was performed. The findings and conclusions of this report may be affected by the passage of time, by events such as a change in property use or occupancy, or by natural events, such as floods, ASPECT CONSULTING earthquakes, slope instability, or groundwater fluctuations. If any of the described events may have occurred following the issuance of the report, you should contact Aspect so that we may evaluate whether changed conditions affect the continued reliability or applicability of our conclusions and recommendations. Geotechnical, Geologic, and Environmental Reports Are Not Interchangeable The equipment, techniques, and personnel used to perform a geotechnical or geologic study differ significantly from those used to perform an environmental study and vice versa. For that reason, a geotechnical engineering or geologic report does not usually address any environmental findings, conclusions, or recommendations (e.g., about the likelihood of encountering underground storage tanks or regulated contaminants). Similarly, environmental reports are not used to address geotechnical or geologic concerns regarding the subject property. We appreciate the opportunity to perform these services. If you have any questions please contact the Aspect Project Manager for this project. APPENDIX C CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN (under separate cover) Stormwater Pollution Prevention Plan (SWPPP) for Windsor Hills Utility Improvement Project Prepared for: City of Renton, WA Permittee / Owner Engineer Contractor City of Renton BHC Consultants, LLC TBD Certified Erosion and Sediment Control Lead (CESCL) or Qualified Inspector Name Organization Contact Phone Number TBD Contractor TBD SWPPP Prepared By Name Organization Contact Phone Number Becca Ochiltree, PE BHC Consultants, LLC 206-357-9907 SWPPP Preparation Date 04/02/2024 Project Construction Dates (Anticipated) Activity / Phase Start Date End Date Facility Construction 06/01/2024 9/30/2025 I hereby state that this Construction Stormwater Pollution Prevention Plan for City of Renton Windsor Hills Utility Improvements has been prepared by me or under my supervision and meets the standard of care and expertise which is usual and customary in this community for professional engineers. I understand that City of Renton does not and will not assume liability for the sufficiency, suitability, or performance of Construct SWPPP BMPs prepared by me. Becca Ochiltree, PE BHC Consultants, LLC 04/02/2024 P a g e | 1 Table of Contents 1 Project Information .............................................................................................................. 4 1.1 Existing Conditions ...................................................................................................... 4 1.2 Proposed Construction Activities .................................................................................. 5 2 Construction Stormwater Best Management Practices (BMPs) ........................................... 7 2.1 The 13 Elements .......................................................................................................... 7 2.1.1 Element 1: Preserve Vegetation / Mark Clearing Limits ........................................ 7 2.1.2 Element 2: Establish Construction Access ............................................................ 8 2.1.3 Element 3: Control Flow Rates ............................................................................. 9 2.1.4 Element 4: Install Sediment Controls ...................................................................10 2.1.5 Element 5: Stabilize Soils ....................................................................................11 2.1.6 Element 6: Protect Slopes....................................................................................12 2.1.7 Element 7: Protect Drain Inlets ............................................................................13 2.1.8 Element 8: Stabilize Channels and Outlets ..........................................................14 2.1.9 Element 9: Control Pollutants ...............................................................................15 2.1.10 Element 10: Control Dewatering ..........................................................................18 2.1.11 Element 11: Maintain BMPs .................................................................................19 2.1.12 Element 12: Manage the Project ..........................................................................20 2.1.13 Element 13: Protect Low Impact Development (LID) BMPs .................................21 3 Pollution Prevention Team .................................................................................................22 4 Monitoring and Sampling Requirements ............................................................................23 4.1 Site Inspection ............................................................................................................23 4.2 Stormwater Quality Sampling ......................................................................................23 4.2.1 Turbidity Sampling ...............................................................................................23 4.2.2 pH Sampling ........................................................................................................23 5 Discharges to 303(d) or Total Maximum Daily Load (TMDL) Waterbodies .........................24 5.1 303(d) Listed Waterbodies ..........................................................................................24 5.2 TMDL Waterbodies .....................................................................................................24 6 Reporting and Record Keeping ..........................................................................................25 6.1 Record Keeping ..........................................................................................................25 6.1.1 Site Log Book ......................................................................................................25 6.1.2 Records Retention ...............................................................................................25 6.1.3 Updating the SWPPP ...........................................................................................25 6.2 Reporting ....................................................................................................................26 6.2.1 Discharge Monitoring Reports ..............................................................................26 6.2.2 Notification of Noncompliance ..............................................................................26 P a g e | 2 List of Tables Table 1 – Summary of Site Pollutant Constituents ................................................................ 5 Table 2 – Pollutants ................................................................................................................15 Table 3 – pH-Modifying Sources ............................................................................................16 Table 4 – Dewatering BMPs ....................................................................................................18 Table 5 – Management ............................................................................................................20 Table 6 – Team Information ....................................................................................................22 List of Appendices Appendix/Glossary A. Site Map and Select Construction Drawings B. BMP Detail C. Site Inspection Form D. Construction Stormwater General Permit (CSWGP) P a g e | 3 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 P a g e | 4 1 Project Information Project/Site Name: Renton Windsor Hills Utility Improvements Street/Location: Windsor Hills neighborhood of Renton, east of I-405, west of Edmonds Ave NE, and north of NE 4th St. City: Renton State: WA Zip code: 98056 Receiving waterbody: Stormwater conveyance draining to a WSDOT pond area that discharges to the Cedar River and eventually South Lake Washington 1.1 Existing Conditions Total acreage (including support activities such as off-site equipment staging yards, material storage areas, borrow areas). Total acreage: 35 acres developed Disturbed acreage: 1.34 Existing structures: There are at least 140 residential parcels within the neighborhood, one public park parcel, and four parcels owned by PSE. Landscape topography: The geotechnical report prepared by Aspect Consulting for this project states that the parcels range in inclination from less than 15 percent to greater than 40 percent as mapped by the City of Renton. The PSE parcels are generally sloped greater than 15 percent with some areas inclined up to 40 percent. They found that the neighbor ROWs are more gradually sloped than the parcels, with typical inclinations of less than 15 percent. There are five ROW sections with inclinations between 15 and 25 percent. The report found no evidence of slope instability, such as scarps or skin slides, during the Site reconnaissance. Drainage patterns: Stormwater conveyance draining to a WSDOT pond area that discharges to the Cedar River and eventually South Lake Washington. Existing Vegetation: Most disturbed areas within project site are existing pavement, some storm conveyance project areas are vegetated with landscaped lawn and shrubs Critical Areas (wetlands, streams, high erosion risk, steep or difficult to stabilize slopes): None, all steep slopes in the project site are currently paved List of known impairments for 303(d) listed or Total Maximum Daily Load (TMDL) for the receiving waterbody: None Soils: Aspect Consulting Engineers performed a geotechnical investigation (Geotech Report) of the site by boring 6 hand auger holes to depths of 2-4.5 feet below the ground surface and characterized the soil as follows: · Recessional outwash deposits were encountered underneath the topsoil two of the hand auger lcoations and mainly consisted of medium dense to dense, moist to wet, brown silty sand with gravel (SM) and medium dense to dense, wet, brown silty P a g e | 5 gravel with sand (GM). · Up to 3 feet of fill was encountered in one of the hand auger locations and mainly consisted of loose, moist to wet, brown silty sand with variable amounts of gravel (SM), and soft, wet, dark gray to black organic silt with sand deposits (OL). Recessional outwash deposits were encountered beneath the fill and consisted of medium dense, wet, brown silty sand with gravel. • Although not encountered, the recessional outwash is likely underlain by Vashon till at varying depths throughout the Site. Groundwater seepage was not encountered in three of the hand auger locations; however, it is possible that groundwater may develop locally within the recessional outwash over the Vashon till. Groundwater was encountered at 2.5 feet and 1.25 feet bgs in two of the hand auger locations. Groundwater levels will vary by location, local precipitation, local subsurface conditions, and other factors. Table 1 includes a list of suspected and/or known contaminants associated with the construction activity. Table 1 – Summary of Site Pollutant Constituents Constituent (Pollutant) Location Depth Concentration None 1.2 Proposed Construction Activities Description of site development: The Project will consist of replacing below-grade stormwater and water lines within streets of the Windsor Hills neighborhood. While the project is located within several mapped critical areas including high erosion hazards, high landslide hazards, and regulated slopes, the utility replacements will occur within the paved Rights-of-Way(ROWs), apart from the following stormwater features (BHC, 2023): • Stormwater structures (Type 2 catch basins) and buried stormwater piping between 514 & 550 Grandey Way NE and 472 & 476 Bronson Way NE. Excavation depths in these areas are expected to be 6 feet below ground surface (bgs) or less. • A shallow quarry spall ditch on a Puget Sound Energy (PSE) parcel near 456 Bronson Way NE. The Geotech Report found that the proposed Project is consistent with the RMC critical area regulations Description of construction activities: TESC, underground water and storm piping, stormwater facilities, hydrant installations, and restoration of asphalt pavement and concrete sidewalks. P a g e | 6 Description of site drainage including flow from and onto adjacent properties. Must be consistent with Site Map in Appendix A: There is an existing stormwater conveyance system in this residential neighborhood that is being improved as part of this project. The existing drainage system is shown in Figure 2 - Existing Conditions and includes both open channel flow and piped inlet flow. The site generally drains from the southeast toward the west/northwest. Minimal offsite flows from Edmonds Ave NE flow into the neighborhood. Description of final stabilization: The great majority of the disturbed area will be within the public ROW and restored with asphalt paving or concrete sidewalk. A few areas of storm drainage improvements on private property will be lined with riprap or hydroseeded. P a g e | 7 2 Construction Stormwater Best Management Practices (BMPs) 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. 2.1 The 13 Elements 2.1.1 Element 1: Preserve Vegetation / Mark Clearing Limits High Visibility Fence and Silt Fence will be used to clearly delineate the work area from the rest of the site. There are no trees within the clearing limits for this project. Natural vegetation and native topsoil outside of the delineated work area will not be disturbed. List and describe BMPs: BMP C101: Preserving Natural Vegetation; BMP C103: High Visibility Fence; BMP C233: Silt Fence Installation Schedules: These Element 1 BMPs will be the first elements installed on the site before more disruptive construction activities begin. Inspection and Maintenance plan: Inspect and maintain at least weekly, after a rain event, or when deficiencies are observed. Responsible Staff: General Contractor P a g e | 8 2.1.2 Element 2: Establish Construction Access Stabilized construction entrances will not be used since the majority of the project is within an asphalt paved ROW. Street sweeping will be employed if sediment is tracked off-site. List and describe BMPs: N/A Installation Schedules: These Element 2 BMPs will be the second elements installed on the site. Inspection and Maintenance plan: Inspect and maintain at least weekly, after a rain event, or when deficiencies are observed. Responsible Staff: General Contractor P a g e | 9 2.1.3 Element 3: Control Flow Rates The site is steeply sloped in some areas, but the work area is generally paved asphalt so erosion is not of great concern. Where there is work in undeveloped areas, silt fences will be installed surrounding the work area to slow stormwater discharging downstream. Will you construct stormwater retention and/or detention facilities? Yes No Will you use permanent infiltration ponds or other low impact development (example: rain gardens, bio-retention, porous pavement) to control flow during construction? Yes No List and describe BMPs: BMP C233: Silt Fence; BMP C235: Wattles; BMP C150: Materials on Hand Installation Schedules: As needed. Inspection and Maintenance plan: Inspect and maintain at least weekly, after a rain event, or when deficiencies are observed. Responsible Staff: General Contractor P a g e | 10 2.1.4 Element 4: Install Sediment Controls The site is steeply sloped in some areas, but the work area is generally paved asphalt so erosion is not of great concern. Silt fences will be installed surrounding the work area to collect sediment from stormwater discharging downstream. If silt fences are not adequate, wattles may be employed to further collect sediment. Storm drain inlet protection will be achieved using catch basin filters. List and describe BMPs: BMP C233: Silt Fence; BMP C220: Storm Drain Inlet Protection (using catch basin filters); BMP C235: Wattles; BMP C150: Materials on Hand Installation Schedules: Silt fences and catch basin filters will be the first elements installed on the site before more disruptive construction activities begin. Wattles will be installed as needed. Inspection and Maintenance plan: Inspect and maintain at least weekly, after a rain event, or when deficiencies are observed. Responsible Staff: General Contractor P a g e | 11 2.1.5 Element 5: Stabilize Soils Stockpiles and exposed soils will be covered with plastic sheeting, mulch, or topsoil. West of the Cascade Mountains Crest Season Dates Number of Days Soils Can be Left Exposed During the Dry Season May 1 – September 30 7 days During the Wet Season October 1 – April 30 2 days Soils must be stabilized at the end of the shift before a holiday or weekend if needed based on the weather forecast. Anticipated project dates: Start date: 06/01/2024 End date: 9/30/2025 Will you construct during the wet season? Yes No List and describe BMPs: BMP C120: Temporary and Permanent Seeding; BMP C121: Mulching; BMP C122: Nets and Blankets; BMP C123: Plastic Covering; BMP C125: Topsoiling/Composting; BMP C140: Dust Control. Installation Schedules: Element 5 BMPs will be installed according to the limits set forth above for work west of the Cascade Mountains crest, as needed. Inspection and Maintenance plan: Inspect and maintain at least weekly, after a rain event, or when deficiencies are observed. Responsible Staff: General Contractor P a g e | 12 2.1.6 Element 6: Protect Slopes The site is steeply sloped in some areas, but the work area is generally paved asphalt so erosion is not of great concern. Where there is work in undeveloped areas, the slopes are not steep, and soil protection blankets will be used to cover soils when work is not actively occurring. Will steep slopes be present at the site during construction? Yes No List and describe BMPs: BMP C121: Mulching; BMP C122: Nets and Blankets; BMP C150: Materials on Hand Installation Schedules: These Element 6 BMPs will be installed as needed, if steep slopes develop during construction. Inspection and Maintenance plan: Inspect and maintain at least weekly, after a rain event, or when deficiencies are observed. Responsible Staff: General Contractor P a g e | 13 2.1.7 Element 7: Protect Drain Inlets Several storm drain inlets exist in the various ROW tracts in the site. The inlets will be protected with inlet protection devices, in addition to silt fencing installed around the perimeter of the non- ROW work areas. Inlet protection devices will be cleaned (or removed and replaced) when sediment has filled the device by one third, or as specified by the manufacturer. List and describe BMPs: BMP C220: Storm Drain Inlet Protection Installation Schedules: These Element 7 BMPs will be the first elements installed before more disruptive construction activities begin. Inspection and Maintenance plan: Inspect and maintain at least weekly, after a rain event, or when deficiencies are observed. Responsible Staff: General Contractor P a g e | 14 2.1.8 Element 8: Stabilize Channels and Outlets Outlet protection will be implemented with the BMP C209 Outlet Protection. Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent stream banks, slopes, and downstream reaches, will be installed at the outlets of all conveyance systems. List and describe BMPs: BMP C209: Outlet Protection Installation Schedules: These Element 8 BMPs will be installed before the adjacent conveyance systems are installed. Inspection and Maintenance plan: Inspect and maintain at least weekly, after a rain event, or when deficiencies are observed. Responsible Staff: General Contractor P a g e | 15 2.1.9 Element 9: Control Pollutants The following pollutants are anticipated to be present on-site: Table 2 – Pollutants Pollutant (List pollutants and source, if applicable) Fuel and lubricants for construction equipment. Cast-in-place concrete for side walk restoration. Fertilizers for permanent landscaping. Pollutants will be handled with care and in accordance with applicable BMPs. Any spilled contaminants or contaminated stormwater will be disposed of off-site at appropriate facilities. List and describe BMPs: BMP C151: Concrete Handling; BMP C153: Material Delivery, Storage, and Containment; BMP C154: Concrete Washout Area; BMP A2.4: Mobile Fueling of Vehicles and Heavy Equipment; BMP A3.2: Concrete Pouring, Concrete Cutting, and Asphalt Application at Temporary Sites; Installation Schedules: These Element 9 BMPs will be installed as needed based on the current and upcoming construction activities. Inspection and Maintenance plan: Inspect and maintain at least weekly, after a rain event, or when deficiencies are observed. Responsible Staff: General Contractor Will maintenance, fueling, and/or repair of heavy equipment and vehicles occur on-site? Yes No List and describe BMPs: BMP A2.4: Mobile Fueling of Vehicles and Heavy Equipment Installation Schedules: These Element 9 BMPs will be employed for all mobile vehicle and equipment fueling. Inspection and Maintenance plan: Inspect and maintain at least weekly, after a rain event, or when deficiencies are observed. Responsible Staff: General Contractor Will wheel wash or tire bath system BMPs be used during construction? Yes No P a g e | 16 List and describe BMPs: Installation Schedules: Inspection and Maintenance plan: Responsible Staff: Will pH-modifying sources be present on-site? Yes No If yes, check the source(s). Table 3 – pH-Modifying Sources None Bulk cement Cement kiln dust Fly ash Other cementitious materials New concrete washing or curing waters Waste streams generated from concrete grinding and sawing Exposed aggregate processes Dewatering concrete vaults Concrete pumping and mixer washout waters Recycled concrete Recycled concrete stockpiles Other (i.e., calcium lignosulfate) [please describe: ] List and describe BMPs: BMP C151: Concrete Handling; BMP C154: Concrete Washout Area; BMP A3.2: Concrete Pouring, Concrete Cutting, and Asphalt Application at Temporary Sites; Installation Schedules: These Element 9 BMPs will be installed as needed based on the current and upcoming construction activities. Inspection and Maintenance plan: Inspect and maintain at least weekly, after a rain event, or when deficiencies are observed. Responsible Staff: General Contractor Concrete trucks must not be washed out onto the ground, or into storm drains, open ditches, streets, or streams. Excess concrete must not be dumped on-site, except in designated concrete washout areas with appropriate BMPs installed. Will uncontaminated water from water-only based shaft drilling for construction of building, road, and bridge foundations be infiltrated provided the wastewater is managed in a way that prohibits discharge to surface waters? P a g e | 17 Yes No List and describe BMPs: Installation Schedules: Inspection and Maintenance plan: Responsible Staff: P a g e | 18 2.1.10 Element 10: Control Dewatering Groundwater dewatering may be necessary during excavation for water and storm pipe instalaltion. Dewatering water should not be contaminated, as no known contaminants are present onsite. Table 4 – Dewatering BMPs Infiltration Transport off-site in a vehicle (vacuum truck for legal disposal) Ecology-approved on-site chemical treatment or other suitable treatment technologies Sanitary or combined sewer discharge with local sewer district approval (last resort) Use of sedimentation bag with discharge to ditch or swale (small volumes of localized dewatering) List and describe BMPs: BMP C236: Vegetative Filtration with infiltration to undisturbed native vegetation. Installation Schedules: The Contractor shall be prepared to implement these Element 10 BMPs at all times during the construction work. Inspection and Maintenance plan: Inspect and maintain at least weekly, after a rain event, or when deficiencies are observed. Responsible Staff: General Contractor P a g e | 19 2.1.11 Element 11: Maintain 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 Volume II of the King County Stormwater and Site Development 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. See Appendix C for Site Inspection Form. 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. P a g e | 20 2.1.12 Element 12: Manage the Project The project will be managed based on the following principles: · Projects will be phased to the maximum extent practicable 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. o Site inspections and monitoring will be conducted in accordance with all applicable County and CSWGP requirements. · Maintain an updated SWPPP. o The SWPPP will be updated, maintained, and implemented in accordance with the CSWGP and the requirements outlined in this Element (#12). 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. Table 5 – Management Design the project to fit the existing topography, soils, and drainage patterns Emphasize erosion control rather than sediment control Minimize the extent and duration of the area exposed Keep runoff velocities low Retain sediment on-site Thoroughly monitor site and maintain all ESC measures Schedule major earthwork during the dry season – stormwater facilities Other (please describe) P a g e | 21 2.1.13 Element 13: Protect Low Impact Development (LID) BMPs List and describe BMPs: Section 3.3 of Volume II of the King County Stormwater Management and Site Development Manual, in particular, General Erosion and Sediment Control BMPs Applicable to LID, Additional Construction Techniques for LID BMPs, and Infiltration and Dispersion Facility Construction Techniques. No LID BMPs are planned for this project. P a g e | 22 3 Pollution Prevention Team Table 6 – Team Information Title Name(s) Phone Number Certified Erosion and Sediment Control Lead (CESCL) TBD TBD Resident Engineer Becca Ochiltree, PE BHC Consultants, LLC 206-357-9907 Emergency Ecology Contact Northwest Regional Office, Shoreline 206-594-0000 Emergency Permittee/ Owner Contact Joe Farah, Surface Water Engineering Manager, City of Renton 206-475-1390 Non-Emergency Owner Contact Jared McDonald, Project Manager, City of Renton 425-757-7718 Monitoring Personnel TBD TBD Ecology Regional Office Northwest Regional Office, Shoreline 206-594-0000 P a g e | 23 4 Monitoring and Sampling Requirements 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 See Appendix C for Construction Stormwater Site Inspection Form. 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. 4.1 Site Inspection 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. 4.2 Stormwater Quality Sampling 4.2.1 Turbidity Sampling Turbidity sampling is required because the site disturbs more than 1 acre. 4.2.2 pH Sampling pH monitoring is not required for the site because it will not have greater than 1000 cubic yards poured concrete over the life of the project. P a g e | 24 5 Discharges to 303(d) or Total Maximum Daily Load (TMDL) Waterbodies 5.1 303(d) Listed Waterbodies Is the receiving water 303(d) (Category 5) listed for turbidity, fine sediment, phosphorus, or pH? Yes No List the impairment(s): None 5.2 TMDL Waterbodies Waste Load Allocation for CWSGP discharges: None List and describe BMPs: None Discharges to TMDL receiving waterbodies will meet in-stream water quality criteria at the point of discharge. P a g e | 25 6 Reporting and Record Keeping 6.1 Record Keeping 6.1.1 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 · Sample logs 6.1.2 Records Retention 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. 6.1.3 Updating the SWPPP 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. P a g e | 26 6.2 Reporting 6.2.1 Discharge Monitoring Reports Cumulative soil disturbance is less than one (1) acre; therefore, Discharge Monitoring Reports (DMRs) will not be submitted to Ecology because water quality sampling is not being conducted at the site. 6.2.2 Notification of Noncompliance 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. P a g e | 27 Appendix/Glossary A. Site Map and Select Construction Drawings B. BMP Detail C. Site Inspection Form D. Construction Stormwater General Permit (CSWGP) Appendix A Site Map and Select Construction Drawings GIS Data Source: King C ounty G IS Data sources supplied may not reflect current or actual conditions. This m ap is a geographic representation based on inform ation available. It does not represent survey data. No warranty is made concerning the accuracy, currency, or completeness of data depicted on this map. BH C Consultants LLC., assum es no responsibility for the validity of any information presented herein, nor any responsibility for the use or m isuse of the data.P:\Mapping\Maps_Generated\Renton\22-10795.00\600\mxd\Fig 1 Vicinity Map - 11x17.mxd 6/2/2023 dknightCOPYRIGHT © 2023 BHC CO NSULTANTS LLC., ALL RIGHTS RESERVED Wind so r Hills Utility Improvements City of R enton FigureVicinity Map 1June 2023 Legend Project Area Renton City Boundary 0 1,200 2,400600 Feet $April 2024 GIS Data Source: King C ounty G IS Data sources supplied may not reflect current or actual conditions. This m ap is a geographic representation based on inform ation available. It does not represent survey data. No warranty is made concerning the accuracy, currency, or completeness of data depicted on this map. BH C Consultants LLC., assum es no responsibility for the validity of any information presented herein, nor any responsibility for the use or m isuse of the data.P:\Mapping\Maps_Generated\Renton\22-10795.00\600\mxd\Fig 2 Existing Conditions - 11x17.mxd 6/2/2023 dknightCOPYRIGHT © 2023 BHC CO NSULTANTS LLC., ALL RIGHTS RESERVED Wind so r Hills Utility Improvements City of R enton FigureExisting Conditions 2June 2023 Legend Project Area Public Existing Storm Conveyance Private Existing Storm Conveyance Public Culvert Private Culvert U!;Public Discharge Point Existing Sewer Piping Surface Water Ditch 0 240 480120 Feet $April 2024 Project Discharge Point WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT CITY PROJECT: 27-04186 MARCH 2024 COPYRIGHT © 2024 BHC CONSULTANTS, LLC. ALL RIGHTS RESERVEDPath: S:\Cad\Renton\22-10795 Windsor Hills\Design\d Filename: P22-10795_G-1 Plot date: Mar 07, 2024-02:58:10pm CAD User: acariaso. Xref Filename: | X22-10795_Status |G-1 85of1 BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.comKING COUNTY BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com DUANE HARTMAN & ASSOCIATES INC. - SURVEY ASPECT CONSULTING, LLC - GEOTECHNICAL TENW - TRAFFIC CONTROL AND SURFACE RESTORATION KING COUNTY PROJECT LOCATION 405 5 Seattle Redmond 2 522 90 202 18 169 167 Skykomish Maple Valley Bellevue Renton PREPARED BY: IN ASSOCIATION WITH: LOCATION MAP VICINITY MAP 520 NTS NTS PROJECT MANAGER KATIE MEDINA, P.E. Kmedina@rentonwa.gov 425-430-7335 JARED McDONALD, P.E. Jmcdonald@rentonwa.gov 425-430-7293 CITY OF RENTON NE 4TH STW I N D S O R W A Y N E B R O N S O N W A Y N EGRANDEY W A Y B R O N S O N PLNEWINDSOR PL NEEDMONDS AVE NEI-405S U N S E T B L V D N E BRONSON WAY NE B R O N SO NW A Y N EPROJECT LOCATION DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_G-2.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 20123392STATE O F WASHIN G T ONR E GI S T E R E DMYATLIASDOM c RCOPROF E SSIONAL E N G IN EERN OR YKSISSUED FOR BID MTM 03-2024 RLO 03/08/2024 INDEX OF DRAWINGS G-2 2 86 M. McCrosky, P.E. P. Simon R. Dorn, P.E. R. Ochiltree, P.E. N/A 27-04186 INDEX OF DRAWINGS SHEET NO.DRAWING TITLEDWG NO. GENERAL 1 G-1 COVER SHEET AND VICINITY MAP 2 G-2 INDEX OF DRAWINGS 3 G-3 GENERAL AND SURFACE WATER DRAINAGE NOTES 4 G-4 WATER AND WASTEWATER NOTES 5 G-5 LEGENDS AND ABBREVIATIONS 6 G-6 SURVEY CONTROL AND NOTES 7 G-7 ALIGNMENT TABLES 1 OF 2 8 G-8 ALIGNMENT TABLES 2 OF 2 9 G-9 EROSION CONTROL KEY PLAN 10 G-10 WATER KEY PLAN 11 G-11 STORMWATER KEY PLAN 12 G-12 CONSTRUCTION SEQUENCING, GENERAL REQUIREMENTS, AND POTHOLING DATA 13 G-13 TRENCH DAM DETAIL EROSION CONTROL 14 EC-1 TESC NOTES 15 EC-2 BRONSON WAY NE TESC PLANS STA 1+00 TO 8+25 16 EC-3 BRONSON WAY NE TESC PLANS STA 8+25 TO 17+50 17 EC-4 BRONSON WAY NE TESC PLAN STA 17+50 TO 22+50 GRANDEY WAY TESC PLAN STA 29+80 TO 34+00 18 EC-5 GRANDEY WAY TESC PLANS STA 34+00 TO 42+50 19 EC-6 GRANDEY WAY TESC PLAN STA 42+50 TO 47+00 BRONSON PLACE NE TESC PLAN STA 80+00 TO 83+25 20 EC-7 BRONSON PLACE NE TESC PLAN STA 54+00 TO 57+50 WINDSOR PLACE NE TESC PLAN STA 80+00 TO 83+25 21 EC-8 WINDSOR PLACE NE TESC PLAN STA 83+25 TO 88+01 WINDSOR WAY NE TESC PLAN STA 60+00 TO 64+50 22 EC-9 WINDSOR WAY NE TESC PLANS STA 64+50 TO 73+50 23 EC-10 WINDSOR PLACE NE TESC PLAN STA 73+50 TO 75+76 BRONSON WAY NE TESC PLAN STA 800+00 TO 802+10 24 EC-11 DITCH TESC PLAN WATER 25 W-1 BRONSON WAY NE WATER MAIN PLAN AND PROFILE STA 0+80 TO 4+50 26 W-2 BRONSON WAY NE WATER MAIN PLAN AND PROFILE STA 4+50 TO 8+25 27 W-3 BRONSON WAY NE WATER MAIN PLAN AND PROFILE STA 8+25 TO 13+00 28 W-4 BRONSON WAY NE WATER MAIN PLAN AND PROFILE STA 13+00 TO 17+50 29 W-5 BRONSON WAY NE WATER MAIN PLAN AND PROFILE STA 17+50 TO 22+50 30 W-6 GRANDEY WAY NE WATER MAIN PLAN AND PROFILE STA 29+80 TO 34+00 31 W-7 GRANDEY WAY NE WATER MAIN PLAN AND PROFILE STA 34+00 TO 38+50 32 W-8 GRANDEY WAY NE WATER MAIN PLAN AND PROFILE STA 38+50 TO 42+50 33 W-9 GRANDEY WAY NE WATER MAIN PLAN AND PROFILE STA 42+50 TO 47+00 34 W-10 BRONSON PL NE WATER MAIN PLAN AND PROFILE STA 49+80 TO 54+00 35 W-11 BRONSON PL NE WATER MAIN PLAN AND PROFILE STA 54+00 TO 57+50 36 W-12 WINDSOR PL NE WATER MAIN PLAN AND PROFILE STA 79+80 TO 83+25 37 W-13 WINDSOR PL NE WATER MAIN PLAN AND PROFILE STA 83+25 TO 88+00 38 W-14 WINDSOR WAY NE WATER MAIN PLAN AND PROFILE STA 59+80 TO 64+50 39 W-15 WINDSOR WAY NE WATER MAIN PLAN AND PROFILE STA 64+50 TO 69+50 40 W-16 WINDSOR WAY NE WATER MAIN PLAN AND PROFILE STA 69+50 TO 73+50 41 W-17 WINDSOR WAY NE WATER MAIN PLAN AND PROFILE STA 73+50 TO 75+76 42 W-18 VUEMONT PL NE WATER MAIN STA 700+00 TO 702+00 43 W-19 1" WATER SERVICE CONNECTION DETAILS FOR 5/8" x 3/4" AND 1" METERS 44 W-20 WATER SERVICE CONNECTION DETAILS FOR 1 1/2" METER 45 W-21 1 1/2" METER MATERIAL LIST 46 W-22 WATER MAIN CONNECTIONS DETAILS 47 W-23 WATER MAIN POLYPIGGING PLAN STORMWATER 48 SD-1 BRONSON WAY NE STORM DRAIN PLAN AND PROFILE STA 1+00 TO 4+50 49 SD-2 BRONSON WAY NE STA 4+50 TO 8+25 50 SD-3 BRONSON WAY NE STA 8+25 TO 13+00 51 SD-4 BRONSON WAY NE STA14+25 TO 18+50 52 SD-5 BRONSON WAY NE STA17+50 TO 22+50 53 SD-6 GRANDEY WAY NE STA 30+00 TO 34+00 54 SD-7 GRANDEY WAY NE STA 8+00 TO 13+00 55 SD-8 GRANDEY WAY NE STA 38+50 TO 42+50 56 SD-9 GRANDEY WAY NE STA 42+50 TO 47+00 57 SD-10 BRONSON PL NE STA 80+00 TO 83+25 58 SD-11 BRONSON PL NE STA 54+00 TO 57+50 59 SD-12 WINDSOR PL NE STA 80+00 TO 83+25 60 SD-13 WINDSOR PL NE STA 83+25 TO 88+00 61 SD-14 WINDSOR WAY NE STA 60+00 TO 64+50 62 SD-15 WINDSOR WAY NE STA 64+50 TO 69+50 63 SD-16 WINDSOR WAY NE STA 69+50 TO 73+50 64 SD-17 WINDSOR WAY NE STA 73+50 TO 75+76 65 SD-18 VUEMONT PL NE STA 700+00 TO 702+00 AND STORM STRUCTURE TABLE 66 SD-19 GRANDEY WAY DITCH PLAN AND PROFILE 67 SD-20 BRONSON WAY NE DITCH PLAN AND PROFILE 68 SD-21 BRONSON WAY NE DITCH PLAN AND PROFILE 69 SD-22 STORMWATER DETAILS RESTORATION 70 R-1 RESTORATION KEY PLAN 71 R-2 BRONSON WAY NE RESTORATION PLAN STA 1+00 TO 7+00 72 R-3 BRONSON WAY NE RESTORATION PLAN STA 7+00 TO 13+00 73 R-4 BRONSON WAY NE RESTORATION PLAN STA 13+00 TO 19+50 74 R-5 BRONSON WAY NE RESTORATION PLAN STA 19+50 TO 22+50 75 R-6 GRANDEY WAY NE RESTORATION PLAN STA 38+00 TO 44+50 76 R-7 GRANDEY WAY NE RESTORATION PLAN STA 31+50 TO 38+50 77 R-8 WINDSOR WAY NE RESTORATION PLAN STA 61+00 TO 67+00 78 R-9 WINDSOR WAY NE RESTORATION PLAN STA 67+00 TO 72+50 79 R-10 WINDSOR WAY NE RESTORATION PLAN STA 72+50 TO 76+00 80 R-11 WINDSOR PL NE RESTORATION PLAN STA 80+50 TO 84+00 81 R-12 BRONSON PL NE RESTORATION PLAN STA 51+00 TO 57+00 82 R-13 DRIVEWAY DETAILS TRAFFIC CONTROL 83 TC-1 WINDSOR WAY NE TRAFFIC CONTROL PLAN 84 TC-2 WINDSOR PL & BRONSON PL NE TRAFFIC CONTROL PLAN 85 TC-3 BRONSON WAY NE TRAFFIC CONTROL PLAN 86 TC-4 GRANDEY WAY NE TRAFFIC CONTROL PLAN SHEET NO.DRAWING TITLEDWG NO. GENERAL NOTES SURFACE WATER DRAINAGE NOTES (CONT.) SURFACE WATER DRAINAGE NOTES 1. NOT USED 2. NOT USED 3. ALL STORM DRAINAGE IMPROVEMENTS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE LATEST EDITION OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL (RENTON SWDM), RENTON MUNICIPAL CODE (RMC), AND THE STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION PREPARED BY WSDOT AND THE AMERICAN PUBLIC WORKS ASSOCIATION (APWA). 4. NOT USED 5. NOT USED 6. NOT USED 7. ALL UTILITY TRENCH BACKFILL AND ROADWAY SUBGRADE SHALL BE COMPACTED TO 95% MAXIMUM DRY DENSITY PER SECTION 2-03.3(14)D - COMPACTION AND MOISTURE CONTROL TESTS OF THE WSDOT STANDARD SPECIFICATIONS. 8. NOT USED. 9. ALL PIPE AND STRUCTURES SHALL BE STAKED FOR SURVEY LINE AND GRADE PRIOR TO THE START OF CONSTRUCTION. WHERE SHOWN ON THE PLANS OR WHERE DIRECTED BY THE CITY, THE EXISTING MANHOLES, CATCH BASINS, OR INLETS SHALL BE ADJUSTED TO THE GRADE AS STAKED. 10. NOT USED 11. ALL PIPE AND APPURTENANCES SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN ACCORDANCE WITH THE CURRENT STATE OF WASHINGTON STANDARD SPECIFICATION FOR ROAD AND BRIDGE CONSTRUCTION. THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL, AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE, UNYIELDING BASE. ALL PIPE BEDDING AND BACKFILL SHALL BE AS SHOWN ON THE CITY STANDARD PLAN 220.00, 220.10, AND 220.20. 12. NOT USED. 13. ALL DRAINAGE STRUCTURES SUCH AS CATCH BASINS AND MANHOLES SHALL BE FITTED WITH DUCTILE IRON, BOLT-LOOKING LIDS PER THE CITY STANDARD PLAN 204.10, 204.20, 204.30, 204.40, AND 204.50. STRUCTURES SHALL HAVE: ·RECTANGULAR OR ROUND, SOLID LIDS WHEN NOT COLLECTING RUNOFF, AND OUTSIDE OF THE ROADWAY. ·ROUND, SOLID LIDS WHEN NOT COLLECTING RUNOFF, AND LOCATED WITHIN THE ROADWAY, BUT OUTSIDE OF THE CURB/GUTTER LINE. ·ROUND, SOLID LIDS DISPLAYING THE CITY LOGO WHEN WITHIN THE PUBLIC RIGHT-OF-WAY OR IN AN EASEMENT TO THE CITY. PRIVATE STRUCTURE LIDS OUTSIDE PUBLIC RIGHT-OF-WAY AND EASEMENTS TO THE CITY SHALL NOT DISPLAY THE CITY LOGO. 14. NOT USED 15. LIDS OF MANHOLES/CATCH BASINS WITHIN PUBLIC RIGHT-OF-WAY SHALL NOT BE ADJUSTED TO FINAL GRADE UNTIL AFTER PAVING. ALL MANHOLE/CATCH BASINS RIMS SHALL BE ADJUSTED TO BE FLUSH WITH FINAL FINISHED GRADES, UNLESS OTHERWISE SHOWN. 16. NOT USED. 17. ROCK FOR EROSION PROTECTION OF ROADSIDE DITCHES, WHERE REQUIRED, SHALL BE OF SOUND QUARRY ROCK PLACED TO A MINIMUM DEPTH OF ONE (1) FOOT AND SHALL MEET THE FOLLOWING SPECIFICATIONS: ·4 - 8 INCH ROCK / 40 - 70% PASSING. ·2 - 4 INCH ROCK / 30 - 40% PASSING; AND ·LESS THAN 2 INCH ROCK / 10 - 20% PASSING. 18. NOT USED 19. THE END OF EACH STORM DRAIN STUB SHALL BE CAPPED. A CLEANOUT TOPPED WITH A BOLT-LOCKING LID MARKED "STORM" OR "DRAIN" SHALL BE LOCATED AT THE PROPERTY LINE OR AT THE POINT OF CONNECTION OF A PRIVATE STORM DRAINAGE CONVEYANCE SYSTEM PER THE CITY STANDARD PLAN 227.00. 20. ALL STORM SYSTEM EXTENSIONS SHALL BE STAKED FOR LINE AND GRADE BY A SURVEYOR LICENSED IN WASHINGTON STATE, AND CUT SHEETS SHALL BE PROVIDED TO THE CITY PRIOR TO CONSTRUCTION. 21. ALL NEWLY-INSTALLED AND NEWLY-REHABILITATED (PUBLIC AND PRIVATE) STORM CONVEYANCE SYSTEMS SHALL BE INSPECTED BY MEANS OF REMOTE CCTV ACCORDING TO THE CITY STANDARD PLAN 266.00. CCTV INSPECTIONS AND REPORTS SHALL BE SUBMITTED TO THE CITY PRIOR TO RECEIVING APPROVAL TO INSTALL PROJECT CURBS, GUTTERS AND/OR PAVEMENT. 1. ALL WORK AND WORK MATERIAL SHALL BE IN CONFORMANCE WITH THE STANDARDS AND SPECIFICATIONS OF THE CITY OF RENTON PUBLIC WORKS DEPARTMENT AND THE 2023 EDITION OF THE WSDOT/APWA STANDARDS AND SPECIFICATIONS, AS APPROVED AND MODIFIED BY THE CITY OF RENTON IN THE RENTON STANDARD PLANS & SPECIFICATIONS. A SET OF APPROVED PLANS SHALL BE KEPT ON SITE AT ALL TIMES DURING CONSTRUCTION. 2. THE HOURS OF WORK IN THE STREET RIGHT OF WAY SHALL BE PER CITY SPECIFICATIONS ON WEEKDAYS UNLESS OTHERWISE APPROVED IN WRITING BY THE PUBLIC WORKS DEPARTMENT, REFER TO SP 1-08.0(2). 3. THE CITY OF RENTON AND BHC CONSULTANTS, LLC ASSUME NO RESPONSIBILITY FOR EXISTING UTILITY LOCATIONS AND ELEVATIONS. ALL LOCATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE AND IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE TRUE AND CORRECT LOCATION AND ELEVATION SO AS TO AVOID DAMAGE OR DISTURBANCE PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION. THE INFORMATION IS PROVIDED FOR CONTRACTORS CONVENIENCE ONLY. THERE MAY BE DISCREPANCIES AND OMISSIONS. 4. BEFORE ANY CONSTRUCTION ACTIVITY OCCURS, THE CONTRACTOR SHALL MEET WITH THE CITY FOR A PRE-CONSTRUCTION CONFERENCE. A MINIMUM OF FIVE (5) WORKING DAYS NOTICE IS REQUIRED FOR SCHEDULING. TWENTY-FOUR (24) HOURS NOTICE WILL BE REQUIRED PRIOR TO STARTING CONSTRUCTION. REFER TO SP 1-07.6 and 1-08.0(1). 5. THE CONTRACTOR SHALL FOLLOW CONSTRUCTION SEQUENCING AND GENERAL REQUIREMENTS ON DWG G-12. THE CONTRACTOR MAY PROPOSE ALTERNATIVES FOR THE CITY'S APPROVAL. 6. INSPECTION WILL BE ACCOMPLISHED BY A REPRESENTATIVE OF THE CITY OF RENTON. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE CITY IN ADVANCE OF BACKFILLING ANY CONSTRUCTION. 7. PLANS APPROVED BY THE CITY OF RENTON, PUBLIC WORKS DEPARTMENT SHALL TAKE PRECEDENCE OVER ALL OTHER PLANS. 8. NOT USED. 9. THE CONTRACTOR SHALL PROVIDE THE CITY OF RENTON WITH AN AS-BUILT DRAWING OF THE STORM, WATER, AND SEWER IMPROVEMENTS, WHICH HAS BEEN STAMPED AND SIGNED BY A LICENSED PROFESSIONAL ENGINEER OR LICENSED PROFESSIONAL SURVEYOR, REFER TO SP 1-05.4 10. THE CONTRACTOR SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE UNDERGROUND LOCATE LINE AT 1-800-424-5555 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION, REFER TO SP 1-7.17 11. A PROJECT GEOTECHNICAL ENGINEERING REPORT IS AVAILABLE FOR CONTRACTOR REFERENCE AS NOTED IN THE CONTRACT BIDDING DOCUMENTS. 12. OVERHEAD ELECTRICAL POWER, TELEPHONE, CABLE TV, AND OTHER OVERHEAD LINES ARE GENERALLY NOT SHOWN. THE LINES THAT ARE SHOWN ARE LOCATED BY POINT-TO-POINT, POLE OR TOWER TO POLE OR TOWER. DETERMINE THE EXTENT OF HAZARDS OR IMPACTS ON CONSTRUCTION ACTIVITIES CREATED BY OVERHEAD OR UNDERGROUND ELECTRICAL POWER, TELEPHONE, CABLE TV, AND OTHER LINES IN ALL AREAS, AND FOLLOW PROCEDURES DURING CONSTRUCTION AS REQUIRED BY LAW AND REGULATIONS. PRIOR TO CONSTRUCTION, MEET WITH UTILITY OWNERS TO DETERMINE THE EXTENT OF HAZARDS AND TAKE WHATEVER PRECAUTIONS AND REMEDIAL MEASURES THAT MAY BE REQUIRED TO PROTECT PERSONS AND PROPERTY AND TO AVOID DISRUPTION OF SERVICE. 13. MANHOLES, CATCH BASINS, AND OTHER STRUCTURES ARE GENERALLY SHOWN ON PLAN AND PROFILE DRAWINGS SYMBOLICALLY. CONSTRUCT MANHOLES, CATCH BASINS, AND OTHER STRUCTURES AS SHOWN ON DETAIL DRAWINGS AND AS SPECIFIED. 14. ALL UTILITIES SHALL BE SUPPORTED AND MAINTAINED DURING CONSTRUCTION (INCLUDING THOSE IDENTIFIED AS ABANDONED OR TO BE ABANDONED). 15. CONTRACTOR SHALL PROTECT PUBLIC AND PRIVATE PROPERTY. PROPERTY DISTURBED DURING CONSTRUCTION TO BE RESTORED TO EXISTING CONDITIONS UNLESS OTHERWISE SPECIFIED BY THE CITY. THE CONTRACTOR IS RESPONSIBLE FOR IDENTIFYING AND DOCUMENTING ANY DAMAGE THAT IS PRE-EXISTING OR CAUSED BY OTHERS. REFER TO SS 1-07.16 AND SP 1-07.16. 16. PROTECTION OF THE ENVIRONMENT: NO CONSTRUCTION RELATED ACTIVITY SHALL CONTRIBUTE TO THE DEGRADATION OF THE ENVIRONMENT, ALLOW MATERIAL TO ENTER SURFACE OR GROUND WATERS, OR ALLOW PARTICULATE EMISSIONS TO THE ATMOSPHERE, WHICH EXCEED STATE OR FEDERAL STANDARDS. ANY ACTIONS THAT POTENTIALLY ALLOW A DISCHARGE TO STATE WATERS MUST HAVE PRIOR APPROVAL OF THE STATE OF WASHINGTON, DEPARTMENT OF ECOLOGY. 17. ALL DISTANCES SHOWN ON THE DRAWINGS AND DESCRIBED IN THE SPECIFICATIONS SHALL BE INTERPRETED TO REFER TO THE HORIZONTALLY AND VERTICALLY PROJECTED PLANES UNLESS OTHERWISE INDICATED. LINEAL FOOTAGE OF PIPING SHOWN ON THE DRAWINGS REFERS TO HORIZONTAL LENGTH. CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE STARTING WORK AND SHALL IMMEDIATELY NOTIFY THE ENGINEER OF ANY DISCREPANCIES. 18. SYSTEM OPERATION AND SERVICES SHALL BE MAINTAINED DURING CONSTRUCTION. SOME DWGS HAVE SPECIFIC SEQUENCING REQUIREMENTS TO MAINTAIN SERVICE. SEE NOTE 12 ON DWG G-12. 19. ALL EXCAVATIONS ADJACENT TO POWER POLES OR OTHER RELATED FACILITIES (VAULTS, HANDHOLES, ETC.) SHALL COMPLY WITH WAC 296-155, PART N, EXCAVATION, TRENCHING AND SHORING. POLE PROTECTION/ SUPPORTING SYSTEMS USED WHILE EXCAVATING SHALL COMPLY WITH WAC 155-655 GENERAL PROTECTION REQUIREMENTS, ITEM (9) AND SHALL NOT AFFECT THE STRUCTURAL INTEGRITY OF POLES WHILE THE SYSTEMS ARE IN PLACE OR AFTER THE SYSTEMS HAVE BEEN REMOVED. 20. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FULL RESTORATION OF ALL EXISTING FEATURES DISTURBED DURING CONSTRUCTION TO THEIR ORIGINAL CONDITION UNLESS OTHERWISE INDICATED BY THE ENGINEER. ALL MATERIALS USED FOR THE CONSTRUCTION SHALL BE NEW AND UNDAMAGED, AND CATALOG CUTS FOR ALL MATERIALS SHALL BE APPROVED IN WRITING BY THE CITY PRIOR TO BRINGING ANY MATERIALS ON SITE. DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_G-3.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 20123392STATE O F WASHIN G T ONR E GI S T E R E DMYATLIASDOM c RCOPROF E SSIONAL E N G IN EERN OR YKSISSUED FOR BID MTM 03-2024 RLO 03/08/2024 GENERAL AND SURFACE WATER DRAINAGE NOTES G-3 3 85 M. McCROSKY, P.E. P. SIMON R. OCHILTREE, P.E. N/A 27-04186 22. ALL STORM SYSTEMS AND CONNECTIONS TO EXISTING MAINS SHALL BE TESTED IN ACCORDANCE WITH SECTION 7-04.3(1) OF THE WSDOT STANDARD SPECIFICATIONS AND IN THE THE PRESENCE OF A REPRESENTATIVE OF THE CITY. STORM DRAIN STUBS SHALL BE TESTED FOR ACCEPTANCE AT THE SAME TIME THE MAIN STORM IS TESTED. 23. FOR ALL DISTURBED PERVIOUS AREAS (COMPACTED, GRADED, LANDSCAPED, ETC.) OF THE DEVELOPMENT SITE, TO MAINTAIN THE MOISTURE CAPACITY OF THE SOIL EITHER STOCKPILE AND REDISTRIBUTE THE EXISTING DUFF LAYER AND NATIVE TOPSOIL OR AMEND THE SOIL WITH COMPOST IN ACCORDANCE WITH STANDARD PLAN 264.00. 24. ISSUANCE OF THE BUILDING OR CONSTRUCTION PERMITS BY THE CITY DOES NOT RELIEVE THE CONTRACTOR OF THE CONTINUING LEGAL OBLIGATION AND/OR LIABILITY CONNECTED WITH STORMWATER DISPOSAL. THE CITY DOES NOT ACCEPT ANY OBLIGATION FOR THE PROPER FUNCTIONING AND MAINTENANCE OF THE STORM SYSTEM PROVIDED DURING CONSTRUCTION. 25. ADEQUATE SAFEGUARDS, SAFETY DEVICES, PROTECTIVE EQUIPMENT, FLAGGERS, AND ANY OTHER ACTIONS NEEDED TO PROTECT THE LIFE, HEALTH, AND SAFETY OF THE PUBLIC, AND TO PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK SHALL BE PROVIDED. ANY WORK WITHIN THE TRAVELED RIGHT-OF-WAY THAT MAY INTERRUPT NORMAL TRAFFIC FLOW SHALL REQUIRE A TRAFFIC CONTROL PLAN APPROVED BY THE CITY. ALL SECTIONS OF THE WSDOT STANDARD SPECIFICATIONS 1-10 TEMPORARY CONTROL SHALL APPLY. 26. PROJECTS LOCATED WITHIN THE CITY'S AQUIFER PROTECTION AREA (APA) SHALL COMPLY WITH SPECIAL REQUIREMENT #6 OF THE RENTON SWDM AND AQUIFER PROTECTION REGULATIONS (RMC 4-3-050). 27. PLACEMENT OF SURFACE APPURTENANCES (CATCH BASIN/MANHOLE LIDS, CLEANOUTS, INLETS, ETC.) IN THE STREET TRAVEL LANE WHEEL PATH, INTERSECTIONS OF SIDEWALK OR CROSSWALK SHALL BE FITTED WITH A NON-SLIP OR NON-SKID LID PER ADA REQUIREMENTS. 28. NOT USED. 29. MINIMUM COVER OVER STORM DRAINAGE PIPE SHALL CONFORM TO TABLE 4.2.1.A2 OF THE RENTON SWDM. 30. NOT USED GENERAL NOTES (CONT.) 21. THESE DRAWINGS AND THE IDEAS AND DESIGNS INCORPORATED HEREIN SHALL NOT BE USED, IN WHOLE OR IN PART, FOR ANY OTHER PROJECT WITHOUT WRITTEN AUTHORIZATION OF CITY OF RENTON AND BHC CONSULTANTS, LLC. 22. CITY OF RENTON AND WSDOT STD PLANS REFERENCED ON THE DWGS ARE INCLUDED IN THE CONTRACT BIDDING DOCUMENTS. SOME RENTON STANDARD PLANS HAVE BEEN MODIFIED FOR THE PROJECT. ANY OTHER STD PLANS REQUIRED TO COMPLETE THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS CAN BE OBTAINED FROM THE CITY OF RENTON. WATER NOTES WASTEWATER NOTES 1. EXISTING WATER MAINS, HYDRANTS AND SERVICES SHALL REMAIN OPERATIONAL THROUGHOUT THE COURSE OF CONSTRUCTION. ABANDONMENT AND/OR REMOVAL OF EXISTING WATER MAINS SHALL TAKE PLACE ONLY AFTER THE NEW MAIN HAS BEEN INSTALLED, TESTED, AND APPROVED BY THE CITY OF RENTON. REFER TO CONSTRUCTION SEQUENCING AND GENERAL REQUIREMENTS ON DWG G-12. 2. MAIN SHUTDOWNS SHALL BE BY CITY MAINTENANCE STAFF ONLY. CONNECTIONS TO EXISTING MAINS SHALL ALSO BE PERFORMED BY CITY FORCES, EXCEPT WET TAPS, WHICH MUST BE MADE BY CITY-APPROVED WET TAP CONTRACTORS. CONTRACTOR SHALL PROVIDE TWO WEEK ADVANCED NOTICE TO CITY FOR SCHEDULING OF CONNECTIONS AND SHUTDOWNS. ALL NECESSARY EXCAVATION AND MATERIALS ARE TO BE SUPPLIED BY THE CONTRACTOR AND BE ON-SITE PRIOR TO CITY NOTIFICATIONS. REFER TO SP 7-09.3(19)A. 3. VERIFY LOCATION AND DEPTH OF EXISTING WATER MAINS AT ALL CONNECTION POINTS PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL FIELD VERIFY THE OUTSIDE DIAMETER (O.D.) OF ALL EXISTING CAST-IRON PIPES AND PROVIDE THE PROPER LONG-BODY ADAPTERS AND TRANSITION COUPLINGS FOR THE FINAL CONNECTIONS BY CITY FORCES. CONNECTIONS TO ALL DUCTILE IRON PIPES SHALL BE MADE WITH LONG-BODY SOLID SLEEVES (MJ). REFER TO SP 7-09.3(19)A. 4. ALL CONNECTIONS TO EXISTING WATER MAINS SHALL BE MADE ONLY AFTER ALL THE NEW WATER MAINS AND APPURTENANCES HAVE SUCCESSFULLY CLEANED WITH POLYPIGS, PASSED ALL PRESSURE TESTS, DISINFECTED WITH CHLORINE SOLUTION, HAVE RECEIVED SATISFACTORY BACTERIOLOGICAL TEST LAB REPORTS, AND ARE THOROUGHLY FLUSHED. A SUGGESTED POLYPIGGING PLAN IS INCLUDED ON W-23. REFER TO SP 7-09.3(23) & 7-09.3(24) 5. NEW WATER MAIN PIPE MATERIALS SHALL BE DOUBLE THICK CEMENT-LINED DUCTILE IRON PIPE, THICKNESS CLASS 52. ALL DUCTILE IRON PIPES AND FITTINGS SHALL BE WRAPPED WITH 8-MIL BLACK, TUBE-TYPE, POLYETHYLENE PLASTIC. REFER TO SP 9-30.1(1) & SP 9-30.1(2). 6. ALL WATER PIPES, FITTINGS, AND VALVES SHALL HAVE RESTRAINED JOINTS PER SPECIFICATIONS. ALL MECHANICAL JOINT FITTINGS AND VALVES SHALL HAVE WEDGE-TYPE RETAINER GLANDS EQUAL TO MEGALUG SERIES 1100. ALL FITTINGS AND VALVES SHALL ALSO HAVE CONCRETE THRUST BLOCKS PER COR STANDARD PLANS. REFER TO SP 9-30.2(6). 7. RESTRAINED-JOINT DUCTILE IRON PIPE SHALL HAVE A POSITIVE METAL TO METAL CONTACT LOCKING SYSTEM WITHOUT THE USE OF GRIPPING TEETH. THE USE OF GASKETS FOR PUSH-ON PIPE WITH INTEGRALLY MOLDED STEEL OR METAL TEETH (E.G. FIELD LOK GASKET, FAST GRIP GASKET, TALON RJ GASKET) SHALL NOT BE ALLOWED AS SUBSTITUTE FOR RESTRAINED-JOINT PIPES. REFER TO SP 9-30.2(6). 8. ALL WATER MAINS 10 INCH DIAMETER AND SMALLER TO MAINTAIN A MINIMUM COVER OF 36 INCHES BELOW FINISH GRADE AND ALL WATERMAIN 12 INCH DIAMETER AND LARGER SHALL BE AT A MINIMUM OF 48 INCHES BELOW FINISH GRADE, UNLESS OTHERWISE SHOWN ON THE PLANS. WHERE UTILITY CONFLICTS OCCUR, WATER MAINS ARE TO BE LOWERED OR RAISED BY PIPE JOINT DEFLECTION OR VERTICAL BENDS AS DIRECTED BY THE ENGINEER TO CLEAR CONFLICTS. PIPE DEFLECTION SHALL NOT EXCEED ONE-HALF OF PIPE MANUFACTURER’S SPECIFICATION FOR SIZE OF PIPE USED. REFER TO SP 7-09.3(15). 9. AT UTILITY CROSSINGS MAINTAIN MINIMUM VERTICAL SEPARATION OF 18 INCHES FROM SANITARY SEWER OR STORM DRAIN PIPE AND 12 INCHES FROM OTHER UTILITIES, MEAUSRED WALL TO WALL, UNLESS OTHERWISE SHOWN ON THE PLANS. WHERE WATER MAIN CROSSES ABOVE OR BELOW SANITARY SEWER OR STORM DRAIN PIPE, ONE FULL LENGTH OF WATER PIPE SHALL BE CENTERED FOR MAXIMUM JOINT SEPARATION. 10. ALL WATER MAIN VERTICAL BENDS SHALL INCLUDE VERTICAL THRUST BLOCKING PER COR STANDARD PLAN 330.3. ALL WATER MAIN HORIZONTAL BENDS SHALL INCLUDE HORIZONTAL THRUST BLOCKING PER COR STANDARD PLAN 330.1. 11. CONTRACTOR TO PROVIDE END CAPS, PLUGS, TEMPORARY BLOW-OFF ASSEMBLIES AND TEMPORARY CONCRETE THRUST BLOCKING, FOR TESTING AND PURITY ACCEPTANCE PRIOR TO FINAL TIE-INS TO EXISTING WATER SYSTEM. REFER TO SP 7-09.3(23). 12. NEW WATER MAINS, HYDRANTS, AND SERVICE LATERALS SHALL BE PRESSURE TESTED AT A STATIC PRESSURE OF 150 PSI ABOVE WORKING PRESSURE WITH A MINIMUM OF 225 PSI TEST PRESSURE FOR 120 MINUTES WITH A MAXIMUM OF 5 PSI PRESSURE DROP DURING THE ENTIRE TEST PERIOD. THE QUANTITY OF WATER LOST FROM THE MAIN SHALL NOT EXCEED THE NUMBER OF GALLONS PER HOUR AS LISTED IN SP 7-09.3(23). ALL PRESSURE TESTING SHALL BE DONE IN THE PRESENCE OF A REPRESENTATIVE OF THE CITY OF RENTON. REFER TO SP 7-09.3(23). DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_G-4.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 20123392STATE O F WASHIN G T ONR E GI S T E R E DMYATLIASDOM c RCOPROF E SSIONAL E N G IN EERN OR YKSISSUED FOR BID MTM 03-2024 RLO 03/08/2024 WATER AND WASTEWATER NOTES G-4 4 85 M. McCROSKY, P.E. R. NICOLAS R. OCHILTREE, P.E. N/A 27-04186 1. PROVIDE AS-BUILT INFORMATION SHOWING ALL INVERT AND RIM ELEVATIONS OF MANHOLES AND SIDE SEWER VERTICAL AND HORIZONTAL LOCATIONS. 2. INSTALL SEWER MAINS AND SERVICES A MINIMUM 2 FEET FROM PARALLEL GAS LINES WHERE CONFLICT OCCURS. 3. AT UTILITY CROSSINGS MAINTAIN MINIMUM TYPICAL VERTICAL SEPARATION OF 18 INCHES FROM WATER AND 12 INCHES FROM OTHER UTILITIES, MEAUSRED WALL TO WALL, UNLESS OTHERWISE SHOWN ON THE PLANS. NOTIFY ENGINEER IF TYPIAL VERTICAL SEPARATION CAN NOT BE MET. 6-INCH ETHAFOAM PAD MAY BE USED IF APPROVED BY THE CITY OF RENTON. 4. ALL SIDE SEWER COUPLINGS SHALL BE “FERNCO STRONG-BACK” OR APPROVED EQUAL. G GENERAL EC EROSION CONTROL W WATER SD STORMWATER R RESTORATION TC TRAFFIC CONTROL AASHTO AMERICAN ASSOCIATION OF STATE HIGHWAY TRANSPORTATION OFFICIALS AB ANCHOR BOLT AC ASPHALT CONCRETE ACP ASPHALT CONCRETE PAVEMENT ADA AMERICANS WITH DISABILITIES ACT ADS ADVANCED DRAINAGE SYSTEMS (PIPE) ANSI AMERICAN NATIONAL STANDARDS INSTITUTE APPROX APPROXIMATE APWA AMERICAN PUBLIC WORKS ASSOCIATION AVE AVENUE BF BLIND FLANGE BGS BELOW GROUND SURFACE BO BLOW-OFF BOT BOTTOM BSM BIORETENTION SOIL MIX CB CATCH BASIN CDF CONTROLLED DENSITY FILL CED CEDAR CF CUBIC FEET CFS CUBIC FEET PER SECOND CHLK CHAIN LINK FENCE CI CAST IRON C/L, CL CENTERLINE CLR CLEAR CMP CORRUGATED METAL PIPE CO CLEANOUT CONC CONCRETE CPE CORRUGATED POLYETHYLENE PIPE CPLG COUPLING CRZ CRITICAL ROOT ZONE CSBC CRUSHED SURFACING BASE COURSE CSTC CRUSHED SURFACING TOP COURSE CTR CENTER CULV CULVERT D DEPTH, DOUBLE, DRAIN DI DUCTILE IRON DHA DUANE HARTMAN & ASSOCIATES DIA DIAMETER DR DRIVE DT DECIDUOUS TREE DWG DRAWING DWY DRIVEWAY E EAST, EASTING, ELECTRICAL EA EACH EC EROSION CONTROL EL, ELEV ELEVATION EP EDGE OF PAVEMENT EW EACH WAY EX EXISTING FCA FLANGED COUPLING ADAPTER FF FINISHED FLOOR FG FINISH GRADE FH FIRE HYDRANT FL FLANGE FM FORCE MAIN FT FEET, FOOT G GAS GALV GALVANIZED GPM GALLONS PER MINUTE GPS GLOBAL POSITIONING SYSTEM GRAV GRAVEL H HORIZONTAL HDPE HIGH DENSITY POLYETHYLENE HMA HOT MIX ASPHALT HP HORSEPOWER HYD HYDRANT ID INSIDE DIAMETER IE INVERT ELEVATION IPS IRON PIPE SIZE JB JUNCTION BOX L LENGTH LF LINEAR FEET LT LEFT MAP MAPLE MAX MAXIMUM MB MAILBOX MFR MANUFACTURER MH MANHOLE MIN MINIMUM MJ MECHANICAL JOINT MMA METHYL METHACRYLATE MON MONUMENT MPE MEDIUM DENSITY POLYETHYLENE MUTCD MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES N NORTH, NORTHING NAD NORTH AMERICAN DATUM NAVD NORTH AMERICAN VERTICAL DATUM NE NORTHEAST NIC NOT IN CONTRACT NO. NUMBER NTS NOT TO SCALE NW NORTHWEST OC ON CENTER OD OUTSIDE DIAMETER OH OVERHEAD OHWM ORDINARY HIGH WATER MARK OP OVERHEAD POWER OPG OPENING P POWER PE PLAIN END PED XING PEDESTRIAN CROSSING PKWY PARKWAY P/L PROPERTY LINE PLS PROFESSIONAL LAND SURVEYOR PP POLYPROPYLENE PIPE PRV PRESSURE REDUCING VALVE PS PUMP STATION PSE PUGET SOUND ENERGY PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PT POINT PVC POLYVINYL CHLORIDE C-900 PIPE PVMT PAVEMENT PWR POWER RCW REVISED CODE OF WASHINGTON RD ROAD REQ'D REQUIRED RET RETAINING RJ RESTRAINED JOINT ROW RIGHT OF WAY RPBA REDUCED PRESSURE BACKFLOW ASSEMBLY RPM REVOLUTIONS PER MINUTE, RAISED PAVEMENT MARKER RT RIGHT S SOUTH, SLOPE, SOCKET, SINGLE SCH SCHEDULE SCO SEWER CLEANOUT SD STORM DRAIN SDMH STORM DRAIN MANHOLE SDR STANDARD DIMENSION RATIO SE SOUTHEAST SERV SERVICE SF SILT FENCE, SQUARE FEET SMH SEWER MANHOLE SS SANITARY SEWER SSMH SANITARY SEWER MANHOLE SST STAINLESS STEEL ST STREET STA STATION STD STANDARD STL STEEL SW SOUTHWEST SWPPP STORMWATER POLLUTION PREVENTION PLAN SYM SYMMETRICAL T TELEPHONE TBM TEMPORARY BENCHMARK TDH TOTAL DYNAMIC HEAD TELJB TELEPHONE JUNCTION BOX TELR TELEPHONE RISER TESC TEMPORARY EROSION AND SEDIMENT CONTROL THK THICK TV TELEVISION (CABLE) TVJB TELEVISION (CABLE) JUNCTION BOX TVR TELEVISION (CABLE) RISER TYP TYPICAL U/C UNDER CONSTRUCTION UD UNDERDRAIN UGP UNDERGROUND POWER UGT UNDERGROUND TELEPHONE UNO UNLESS NOTED OTHERWISE V VENT, VERTICAL W/ WITH W WATER, WEST, WIDTH WAC WASHINGTON ADMINISTRATIVE CODE WM WATER METER WS WATER SURFACE WSDOT WASHINGTON STATE DEPARTMENT OF TRANSPORTATION WSRN WASHINGTON STATE REFERENCE NETWORK YRS YEARS ABBREVIATIONS X LIMITS OF CONSTRUCTION WITHIN PERMANENT EASEMENT CENTERLINE STATIONING TO BE REMOVED OR ABANDONED PIPE DIRECTION OF FLOW (PLAN) CHAIN LINK FENCE SILT FENCE TEMPORARY CONSTRUCTION FENCE STRAW WATTLE CATCH BASIN INLET PROTECTION CATCH BASIN TYPE 2 W/ GRATE CATCH BASIN TYPE 2 W/ SOLID LID CATCH BASIN TYPE 1 W/ GRATE BIRD CAGE OVERFLOW STRUCTURE STORM CULVERT END VALVE FIRE HYDRANT WATER METER PRESSURE REDUCING VALVE COUPLING FLANGE FITTING MECHANICAL JOINT FITTING RESTRAINED JOINT FITTING CONCRETE THRUST BLOCK SLOPE DIRECTION OF FLOW CAP PLUG POLYPIGGING STATION AIR/VACUUM RELEASE ASSEMBLY SEWER MANHOLE o-o o-o o-o LEGEND EXISTING PROPOSED WATER MANHOLE FIRE HYDRANT WATER VALVE WATER METER WATER VAULT POST INDICATOR VALVE POWER POLE W/ LIGHT POWER POLE POWER POLE ANCHOR JUNCTION BOX STREET LIGHT VAULT CABLE TV VAULT POWER VAULT POWER/TELEPHONE JUNCTION BOX STREET LIGHT VAULT TELEPHONE VAULT TELEPHONE MANHOLE DHA SURVEY CONTROL MONUMENT IN CASE STORM/SANITARY SEWER MANHOLE STORM DRAIN CATCH BASIN (TYPE I)I STORM DRAIN CATCH BASIN (TYPE I) YARD DRAIN STORM CULVERT WHEEL CHAIR RAMP GAS METER GAS VALVE MAILBOX SIGN ROCKERY POT HOLE CONCRETE PLAT LOT LINE STREET R/W LINE STREET R/W CENTERLINE CONTOUR FENCING UNDERGROUND STORM LINE UNDERGROUND SEWER LINE CONIFER TREE DECIDUOUS TREE DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_G-5.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 20123392STATE O F WASHIN G T ONR E GI S T E R E DMYATLIASDOM c RCOPROF E SSIONAL E N G IN EERN OR YKSISSUED FOR BID MTM 03-2024 RLO 03/08/2024 LEGENDS AND ABBREVEATIONS G-5 5 85 M. McCROSKY, P.E. P. SIMON R. OCHILTREE, P.E. N/A 27-04186 DESIGNATIONS SECTION TITLE A -SCALE: 1/2" = 1'-0" TITLE DETAIL TITLE 1 M-1SCALE: 1/2" = 1'-0" TITLE 4/M-1 DETAIL/SECTION CALLOUT 1 PHOTO NUMBER DIRECTION OF PHOTO PHOTO REFERENCE 1 M-1 DRAWING REFERENCE A M-1 SECTION LETTER DRAWING NUMBER WHERE SECTION IS DRAWN, DASH IF SECTION APPEARS ON SAME SHEET AS CUT DASH IF SECTION IS TAKEN ON THE SAME DRAWING, DRAWING NUMBER IF SECTION IS TAKEN ON A DIFFERENT SHEET SECTION, ELEVATION OR PROFILE REFERENCE LETTER DETAIL NUMBER DRAWING NUMBER WHERE DETAIL IS REFERENCED, DASH IF DETAIL APPEARS ON THE SAME SHEET AS SHEET REFERENCED ELEVATION LETTER DRAWING NUMBER WHERE ELEVATION IS DRAWN, DASH IF ELEVATION APPEARS ON SAME SHEET AS REFERENCED A M-1 PIPING DESIGNATIONS PIPING IS IDENTIFIED BY ITS SIZE FOLLOWED BY PIPING SYSTEM AS FOLLOWS: NEW PIPING: EXISTING PIPING: FOR NEW PIPING MATERIAL, FITTINGS, AND VALVES, SEE SPECIFICATIONS. PIPING SYSTEM DESIGNATIONS FOR EXISTING PIPING INDICATE TYPE OF SERVICE AND TYPE OF MATERIAL IF KNOWN. CONTRACTOR SHALL VERIFY ALL EXISTING PIPE MATERIAL AND NOT RELY ON THIS DESIGNATION PRIOR TO CONSTRUCTION. PIPE SIZE PIPING SYSTEM EQUIPMENT DESIGNATIONS EQUIPMENT IS IDENTIFIED AS FOLLOWS: BOXED NUMBER DESIGNATES NEW EQUIPMENT TO BE SUPPLIED BY THE CONTRACTOR: UNBOXED NUMBER DESIGNATES EXISTING EQUIPMENT: EQUIPMENT LIST IS INCLUDED FOR THE CONVENIENCE OF THE ENGINEER AND CONTRACTOR, AND IS NOT INTENDED TO REPRESENT PRECISE LISTING OF ALL EQUIPMENT AND DEVICES TO BE PROVIDED UNDER THIS CONTRACT. XX-XXXX 8" W XX-XXXX 8" W DI GENERAL PIPE MATERIAL DRAWING REFERENCE DETAIL NUMBER OR SECTION LETTER DRAWING REFERENCE SEE R - DRAWINGS FOR RESTORATION SPECIFIC LEGEND. NOTE 2+00 # UNDERGROUND SEWER LATERAL LINE (APROXIMATE LOCATION PER GIS) UNDERGROUND WATER LINE UNDERGROUND POWER LINE UNDERGROUND NATURAL GAS LINE UNDERGROUND TELEPHONE UNDERGROUND CABLE TV LINE UNDERGROUND FIBER OPTIC OVERHEAD POWER LINE LANE DELINEATIONS DITCH DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_G-6.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 20123392STATE O F WASHIN G T ONR E GI S T E R E DMYATLIASDOM c RCOPROF E SSIONAL E N G IN EERN OR YKSISSUED FOR BID MTM 03-2024 RLO 03/08/2024 SURVEY CONTROL AND NOTES G-6 6 85 M. McCrosky P. Simon R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 SURVEY NOTES SURVEY CONTROL PT # SURVEY PT # DESCRIPTION NORTHING EASTING ELEVATION 1 1 MON IN CASE 181819.119 1305917.511 223.30 2 2 MON IN CASE 182293.286 1305907.472 247.20 3 3 REBAR/CONTROL CAP 181637.250 1305103.058 169.81 4 5 SCRIBED X 181637.301 1304474.387 122.28 5 6 SCRIBED X 181873.303 1304990.056 131.52 6 10 MAG NAIL/WASHER 181618.964 1306079.113 248.23 7 11 MAG NAIL/WASHER 181803.706 1306100.663 255.43 8 12 MAG NAIL/WASHER 181773.924 1305649.786 191.25 9 13 MAG NAIL/WASHER 181465.485 1305413.305 190.82 10 14 REBAR CONTROL CAP 181392.471 1305141.120 194.22 11 15 REBAR CONTROL CAP 181220.273 1304835.806 191.14 12 16 MAG NAIL/WASHER 180849.891 1304813.388 193.38 13 17 MAG NAIL/WASHER 181454.170 1304898.582 178.10 14 18 MAG NAIL/WASHER 182269.838 1305312.044 157.05 15 19 MAG NAIL/WASHER 182315.181 1305146.125 142.28 16 20 MAG NAIL/WASHER 182313.180 1304921.540 117.12 17 21 REBAR/CONTROL CAP 182130.996 1304970.591 114.24 18 22 MAG NAIL/WASHER 182069.184 1305115.024 131.51 19 23 MAG NAIL/WASHER 181472.124 1304413.897 125.08 20 24 MAG NAIL/WASHER 181314.536 1304477.880 144.41 21 25 MAG NAIL/WASHER 182065.805 1305567.432 171.64 22 26 MON IN CASE 182305.268 1305619.856 211.48 23 27 MAG NAIL/WASHER 182495.846 1305541.458 219.55 24 40 MAG NAIL/WASHER 181903.877 1305365.386 158.84 25 42 SCRIBED X 181322.086 1305018.983 192.93 26 43 MAG NAIL/WASHER 181723.615 1304690.202 125.73 27* 44 REBAR CONTROL CAP 180586.655 1304611.727 173.67 28 45 SCRIBED X 181814.454 1305383.172 160.57 29 46 REBAR CONTROL CAP 181734.055 1305460.777 169.50 30 47 TACK IN HUB 182059.632 1305159.048 137.35 31 48 TACK IN HUB 182038.776 1305208.637 138.48 32 80 REBAR CONTROL CAP 180717.094 1304783.081 190.95 33 81 MAG NAIL/PACE WASHER 182158.261 1305357.177 153.46 UTILITIES MAPPING: ALL EXISTING UTILITIES SHOWN HEREIN ARE TO BE VERIFIED HORIZONTALLY AND VERTICALLY PRIOR TO ANY CONSTRUCTION. ALL EXISTING FEATURES INCLUDING BURIED UTILITIES ARE SHOWN AS INDICATED BY RECORD LOCATION OR FIELD TIED AS A RESULT OF A UTILITY PAINT-OUT DURING THE COURSE OF THE FIELD SURVEY. DUANE HARTMAN & ASSOCIATES, INC. (DHA) AND BHC CONSULTANTS, LLC ASSUME NO LIABILITY FOR THE ACCURACY OF THE RECORD INFORMATION. FOR THE FINAL LOCATION OF THE EXISTING UTILITIES IN AREAS CRITICAL TO CONSTRUCTION, CONTACT THE UTILITY OWNER/AGENCY AND UTILITIES UNDERGROUND CENTER (800/424-5555) TOPOGRAPHIC MAPPING: THE MAP SHOWN HEREON IS THE RESULT OF A TOPOGRAPHIC SURVEY BY DUANE HARTMAN & ASSOCIATES, INC. (DHA) COMPLETED IN APRIL 2022. DHA AND BHC CONSULTANTS, LLC ASSUME NO LIABILITY, BEYOND SAID DATE, FOR ANY FUTURE SURFACE FEATURE MODIFICATIONS OR CONSTRUCTION ACTIVITIES THAT MAY OCCUR WITHIN OR ADJOINING THE PERIMETER OF THIS SURVEY. CONTACT DHA (425) 483-5355 FOR SITE UPDATES AND VERIFICATIONS. NOTE: ·PROPERTY LINES SHOWN HEREON GENERATED FROM KING COUNTY RECORDS, AND ARE CONSIDERED APPROXIMATE IN LOCATION. ·SANITARY AND STORM SEWER MANHOLE LOCATION SHOWN HEREIN ARE FROM CENTER OF LID. CENTER OF STRUCTURES ARE TO BE VERIFIED PRIOR TO ANY CONSTRUCTION. HORIZONTAL DATUM: WASHINGTON STATE COORDINATE SYSTEM, NORTH ZONE NAD83(91), US FEET UTILIZING RTK GPS FIELD PROCEDURES EXTENDED FROM WSDOT LOCAL CONTROL POINTS. CONTOUR INTERVAL: TWO (2) FOOT CONTOURS VERTICAL DATUM: NORTH AMERICAN VERTICAL DATUM 1988 (NAVD88), US FEET. * POINT 27 LOCATED NORTH OF INTERSECTION VUEMONT PL NE AND BRONSON WAY NE. 1 2 3A45 6 7 9 1011 12 13141516A16B17 18 3B8BRONS ON BRONSON WAY NEB R O N S O N 32 12 11 25 10 9 6 7 1 2 8 29 21 22 23 33 14 15 16 1718 5 24 28 3 13 26 4 19 20 BRONSON WAY NEGRANDEY WAYW IN D S O R W A Y N E N E 4 T H S T PLACE NE WINDSOR PLACE NE EDMONDS AVE NE WAY NE 27 30 31VUEMONT PL NES U N S E T B L V D N E DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_G-7-8.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 20123392STATE O F WASHIN G T ONR E GI S T E R E DMYATLIASDOM c RCOPROF E SSIONAL E N G IN EERN OR YKSISSUED FOR BID MTM 03-2024 RLO 03/08/2024 ALIGNMENT TABLES 1 OF 2 G-7 7 85 M. McCrosky R. Nicolas R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 NOTES: 1. SEE DWG G-8 FOR ALIGNMENT TABLES.BRONS ON B R O N S O N W A Y N E B R O N S O N VUEMONT PL NEBRONSON WAY NEGRANDEY WAYW IN D S O R W A Y N E N E 4 T H S T S U N S E T B L V D N E PLACE NE WINDSOR PLACE NE EDMONDS AVE NE WAY NE 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9 + 0 0 10+00 11+00 1 2 + 0 0 1 3 + 0 0 14+00 15+00 16+00 1 7 +0 0 1 8 +0 0 19+0020+0021+0022+0030+00 31+0032+0033+003 4 +0 0 35+00 36+00 3 7 + 0 0 38+0039+0040+0041+004 2 + 0 0 4 3 + 0 0 44+00 45+00 46+00 47+00 50+00 51+005 2 + 0 0 53+00 54+00 55+00 5 6 +0 0 57+00 88+01 79+80 80+00 81+0082+008 3 +0 0 8 4 +0 085+0086+00 87+00 8 8 +0 0 75+7659+50 60+00 61+0062+00 63+0064+0065+0066+006 7 + 0 0 6 8 + 0 0 69+00 7 0 + 0 0 71+0072+00 73+00 74+00 75+0020+00 21+0021+7543+0040+00 41+00 4 2 +0 043+00 9 0 +0 0 91+00 91+50 L73 C33 L74 L75 L76L77 C34 C35L78 L79 L80 L81 C 36C37 C38 L82 L 8 3 C39 C40L84L85L86 L87 L88C41 C42 C43 C44C45L 8 9L90 L91L92 L93 C46C 4 7 C48 L94 L95 L96 L97 L98 L99 L100 L101 L102 L103 L104 L105 L106L107 L108 800+00 801+00 8 0 2 + 0 0 8 0 3 + 0 0 804+00 805+00 8 0 6 + 0 0700+00701+00702+00702+90 L118 L119 C61 C62 C63 L120 C64 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_G-7-8.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 20123392STATE O F WASHIN G T ONR E GI S T E R E DMYATLIASDOM c RCOPROF E SSIONAL E N G IN EERN OR YKSISSUED FOR BID MTM 03-2024 RLO 03/08/2024 ALIGNMENT TABLES 2 OF 2 G-8 8 85 M. McCrosky R. Nicolas R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 NOTES: 1. SEE DWG G-7 FOR ALIGNMENT PLAN. BRONSON - CONSTRUCTION CENTERLINE ALIGNMENT SEGMENT L74 L75 C33 L76 C34 C35 L73 L77 BEGIN STATION 0+80.00 4+97.23 5+56.64 10+25.12 10+53.95 18+04.01 19+51.85 20+26.03 BEGIN NORTHING 180,740.51 181,157.70 181,217.11 181,586.64 181,598.22 182,227.27 182,301.85 182,299.78 BEGIN EASTING 1,304,796.94 1,304,802.36 1,304,803.13 1,305,048.05 1,305,074.45 1,305,320.03 1,305,202.33 1,305,128.18 END STATION 4+97.23 5+56.64 10+25.12 10+53.95 18+04.01 19+51.85 20+26.03 22+22.29 END NORTHING 181,157.70 181,217.11 181,586.64 181,598.22 182,227.27 182,301.85 182,299.78 182,294.30 END EASTING 1,304,802.36 1,304,803.13 1,305,048.05 1,305,074.45 1,305,320.03 1,305,202.33 1,305,128.18 1,304,932.00 DISTANCE 417.23 59.41 28.83 74.18 196.26 BEARING N0°44'42"E N0°44'23"E N66°19'32"E S88°24'02"W S88°24'02"W RADIUS 409.30 477.50 124.77 TANGENT 263.68 477.50 83.98 CURVE LENGTH 468.48 750.06 147.84 DELTA 65°34'50" 90°00'00" 67°53'19" GRANDEY - CONSTRUCTION CENTERLINE ALIGNMENT SEGMENT L78 C36 L79 C37 L80 L81 C38 BEGIN STATION 29+80.00 32+16.39 34+90.82 34+91.02 37+67.73 37+67.75 40+83.98 BEGIN NORTHING 181,243.74 181,274.95 181,464.00 181,464.20 181,683.19 181,683.19 181,810.17 BEGIN EASTING 1,304,824.39 1,304,590.07 1,304,424.33 1,304,424.33 1,304,567.24 1,304,567.26 1,304,856.87 END STATION 32+16.39 34+90.82 34+91.02 37+67.73 37+67.75 40+83.98 47+05.40 END NORTHING 181,274.95 181,464.00 181,464.20 181,683.19 181,683.19 181,810.17 182,319.50 END EASTING 1,304,590.07 1,304,424.33 1,304,424.33 1,304,567.24 1,304,567.26 1,304,856.87 1,305,124.85 DISTANCE 236.39 0.20 0.02 316.23 BEARING N82°24'48"W N0°04'01"W N66°19'32"E N66°19'32"E RADIUS 190.95 238.80 461.50 TANGENT 167.01 156.24 368.08 CURVE LENGTH 274.44 276.71 621.42 DELTA 82°20'47" 66°23'33" 77°09'00" BRONSON PL - CONSTRUCTION CENTERLINE ALIGNMENT SEGMENT L82 C39 C40 L83 BEGIN STATION 49+80.00 50+88.92 56+32.68 57+06.43 BEGIN NORTHING 181,927.24 181,970.97 182,427.97 182,494.90 BEGIN EASTING 1,305,331.25 1,305,431.00 1,305,553.16 1,305,559.69 END STATION 50+88.92 56+32.68 57+06.43 57+54.57 END NORTHING 181,970.97 182,427.97 182,494.90 182,527.22 END EASTING 1,305,431.00 1,305,553.16 1,305,559.69 1,305,595.37 DISTANCE 108.92 48.14 BEARING N66°19'32"E N47°49'51"E RADIUS 301.60 50.00 TANGENT 381.20 45.43 CURVE LENGTH 543.76 73.75 DELTA 103°17'58" 84°30'54" WINDSOR PL - CONSTRUCTION CENTERLINE ALIGNMENT SEGMENT L92 L93 L91 C46 L89 C47 L90 C48 BEGIN STATION 79+80.00 80+00.00 81+01.61 81+73.90 83+05.38 83+07.96 84+91.79 86+95.79 BEGIN NORTHING 182,305.48 182,305.35 182,304.70 182,303.97 182,235.41 182,233.04 182,054.18 181,850.21 BEGIN EASTING 1,305,587.36 1,305,607.36 1,305,708.96 1,305,781.25 1,305,885.04 1,305,886.07 1,305,921.81 1,305,917.97 END STATION 80+00.00 81+01.61 81+73.90 83+05.38 83+07.96 84+91.79 86+95.79 88+01.04 END NORTHING 182,305.35 182,304.70 182,303.97 182,235.41 182,233.04 182,054.18 181,850.21 181,749.69 END EASTING 1,305,607.36 1,305,708.96 1,305,781.25 1,305,885.04 1,305,886.07 1,305,921.81 1,305,917.97 1,305,944.36 DISTANCE 20.00 101.61 72.29 2.58 204.00 BEARING S89°37'59"E S89°37'59"E S89°25'18"E S23°40'48"E S1°04'46"W RADIUS 114.60 425.39 191.00 TANGENT 74.05 93.37 54.00 CURVE LENGTH 131.48 183.82 105.25 DELTA 65°44'11" 24°45'34" 31°34'25" WINDSOR WAY - CONSTRUCTION CENTERLINE ALIGNMENT SEGMENT L84 L85 C41 L86 C42 L87 C43 L88 C44 C45 BEGIN STATION 59+50.00 61+43.27 61+57.14 62+52.38 64+11.19 68+99.76 69+14.11 72+12.45 72+14.32 73+61.37 BEGIN NORTHING 181,227.06 181,302.52 181,308.94 181,344.14 181,379.06 181,665.13 181,677.75 181,820.63 181,820.60 181,749.69 BEGIN EASTING 1,304,757.97 1,304,935.90 1,304,948.20 1,305,036.26 1,305,191.18 1,305,569.00 1,305,575.83 1,305,820.93 1,305,822.80 1,305,944.36 END STATION 61+43.27 61+57.14 62+52.38 64+11.19 68+99.76 69+14.11 72+12.45 72+14.32 73+61.37 75+76.14 END NORTHING 181,302.52 181,308.94 181,344.14 181,379.06 181,665.13 181,677.75 181,820.63 181,820.60 181,749.69 181,656.32 END EASTING 1,304,935.90 1,304,948.20 1,305,036.26 1,305,191.18 1,305,569.00 1,305,575.83 1,305,820.93 1,305,822.80 1,305,944.36 1,306,125.33 DISTANCE 193.27 13.87 158.81 14.35 1.87 BEARING N67°01'14"E N62°25'38"E N77°17'42"E N28°24'15"E S88°54'14"E RADIUS 299.25 573.00 272.90 143.85 191.00 TANGENT 48.03 260.24 166.05 80.67 120.35 CURVE LENGTH 95.24 488.56 298.34 147.05 214.78 DELTA 18°14'06" 48°51'10" 62°38'14" 58°34'08" 64°25'43" SD3 - CONSTRUCTION CENTERLINE ALIGNMENT SEGMENT L94 L95 L96 L97 BEGIN STATION 20+00.00 20+12.90 20+44.12 21+40.50 BEGIN NORTHING 182,105.43 182,098.73 182,082.53 182,051.94 BEGIN EASTING 1,305,085.77 1,305,096.79 1,305,123.47 1,305,214.87 END STATION 20+12.90 20+44.12 21+40.50 21+74.56 END NORTHING 182,098.73 182,082.53 182,051.94 182,042.49 END EASTING 1,305,096.79 1,305,123.47 1,305,214.87 1,305,247.59 DISTANCE 12.90 31.22 96.38 34.06 BEARING S58°43'34"E S58°43'34"E S71°29'40"E S73°53'41"E RADIUS TANGENT CURVE LENGTH DELTA SD-06 - CONSTRUCTION CENTERLINE ALIGNMENT SEGMENT L103 L104 L105 L106 L107 L108 BEGIN STATION 40+00.00 40+12.50 40+43.67 40+59.28 41+77.86 42+50.13 BEGIN NORTHING 181,872.44 181,865.30 181,847.51 181,838.90 181,761.04 181,689.89 BEGIN EASTING 1,305,301.82 1,305,312.08 1,305,337.68 1,305,350.70 1,305,440.13 1,305,452.85 END STATION 40+12.50 40+43.67 40+59.28 41+77.86 42+50.13 43+00.13 END NORTHING 181,865.30 181,847.51 181,838.90 181,761.04 181,689.89 181,651.92 END EASTING 1,305,312.08 1,305,337.68 1,305,350.70 1,305,440.13 1,305,452.85 1,305,485.39 DISTANCE 12.50 31.17 15.61 118.57 72.28 50.00 BEARING S55°12'19"E S55°12'19"E S56°30'24"E S48°57'09"E S10°08'36"E S40°35'34"E RADIUS TANGENT CURVE LENGTH DELTA SD-05 - CONSTRUCTION CENTERLINE ALIGNMENT SEGMENT L98 L99 L100 L101 L102 BEGIN STATION 90+00.00 90+27.65 90+59.30 90+68.95 91+19.96 BEGIN NORTHING 181,658.11 181,634.42 181,607.34 181,598.85 181,557.68 BEGIN EASTING 1,305,096.40 1,305,110.65 1,305,127.03 1,305,131.64 1,305,161.76 END STATION 90+27.65 90+59.30 90+68.95 91+19.96 91+50.09 END NORTHING 181,634.42 181,607.34 181,598.85 181,557.68 181,531.59 END EASTING 1,305,110.65 1,305,127.03 1,305,131.64 1,305,161.76 1,305,176.82 DISTANCE 27.65 31.65 9.66 51.01 30.13 BEARING S31°02'34"E S31°09'53"E S28°31'46"E S36°11'10"E S29°59'19"E RADIUS TANGENT CURVE LENGTH DELTA BRONSON WAY - CONSTRUCTION CENTERLINE ALIGNMENT SEGMENT L118 C61 C62 L119 C63 BEGIN STATION 800+00.00 800+68.77 802+13.49 803+98.89 804+68.65 BEGIN NORTHING 180,537.96 180,598.25 180,705.23 180,847.30 180,911.35 BEGIN EASTING 1,304,607.47 1,304,640.54 1,304,736.14 1,304,851.62 1,304,879.27 END STATION 800+68.77 802+13.49 803+98.89 804+68.65 806+00.00 END NORTHING 180,598.25 180,705.23 180,847.30 180,911.35 181,024.15 END EASTING 1,304,640.54 1,304,736.14 1,304,851.62 1,304,879.27 1,304,945.89 DISTANCE 68.77 69.76 BEARING N28°44'32"E N23°20'42"E RADIUS 317.84 337.74 520.87 TANGENT 73.64 95.10 66.02 CURVE LENGTH 144.72 185.40 131.35 DELTA 26°05'18" 31°27'09" 14°26'53" VUEMONT PL - CONSTRUCTION CENTERLINE ALIGNMENT SEGMENT L120 C64 BEGIN STATION 700+00.00 702+31.84 BEGIN NORTHING 180,482.19 180,593.72 BEGIN EASTING 1,304,709.09 1,304,505.84 END STATION 702+31.84 702+90.11 END NORTHING 180,593.72 180,642.38 END EASTING 1,304,505.84 1,304,480.13 DISTANCE 231.84 BEARING N61°14'38"W RADIUS 50.00 TANGENT 32.95 CURVE LENGTH 58.27 DELTA 66°46'35" DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_G-9.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 20123392STATE O F WASHIN G T ONR E GI S T E R E DMYATLIASDOM c RCOPROF E SSIONAL E N G IN EERN OR YKSISSUED FOR BID MTM 03-2024 RLO 03/08/2024 EROSION CONTROL KEY PLAN G-9 9 85 M. McCrosky S. Olsoe R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186GRANDEY WAYBRONSON WAY NEWI NDS OR WA Y N E BR ONS ON PLA CE NE BRONSON WAY NEWINDSOR PLACE NE EDMONDS AVE NE BRONSON WAY NE SUN SET BL VD NEVUEMONT PL NEB R O N S O N W A Y N E NE 4TH ST 1 2 3A45 6 7 9 1011 12 13141516A16B17 18 3B8BRONS ON B R O N S O N W A Y N E B R O N S O N BRONSON WAY NEGRANDEY WAYW IN D S O R W A Y N E N E 4 T H S T PLACE NE WINDSOR PLACE NE EDMONDS AVE NE WAY NE S U N S E T B L V D N EVUEMONT PL NEE C-10 EC-2 EC-4E C-5 EC-3EC-5EC-6 EC-4E C -7 EC-7EC-8 E C- 6 EC-9EC-10EC-9EC-2 EC-8EC-3EC-11EC-11EC-11 CONSTRUCTION SEQUENCING AND GENERAL REQUIREMENTS 1. WORK SHALL BE SEQUENCED AT THE CONTRACTOR’S DISCRETION. HOWEVER, THE CONTRACTOR SHALL MINIMIZE IMPACT TO THE NEIGHBORHOOD BY MAINTAINING INTERSECTIONS USED BY THE COMMUNITY FOR INGRESS AND EGRESS AND BY LIMITING WORK TO A SINGLE STREET AS FEASIBLE. 2. DURING LANE OR STREET CLOSURE, THE CONTRACTOR SHALL MAINTAIN LOCAL ACCESS TO ALL PROPERTIES IN THE CLOSED AREA. 3. TOTAL ROAD CLOSURE LASTING MORE THAN TWENTY-FOUR (24) HOURS IS SUBJECT TO THE APPROVAL BY THE CITY COUNCIL. 4. EMERGENCY SERVICES (253-852-2121) SHALL BE NOTIFIED TWENTY-FOUR (24) HOURS BEFORE ANY STREET OR LANE CLOSURES. 5. RESIDENTS SHALL BE PROVIDED SEVENTY-TWO (72) HOURS OF NOTICE IF ACCESS TO PROPERTY IS IMPACTED OR IF THE FRONTAGE ALONG THEIR PROPERTY IS IMPACTED. 6. CONTRACTOR SHALL NOT CLOSE NEIGHBORHOOD ENTRANCES FROM SUNSET BLVD NE, EDMONDS AVE NE AND NE 4TH ST SIMULTANEOUSLY. TO MAINTAIN NEIGHBORHOOD ACCESS, TWO OF THE ENTRANCES MUST BE OPEN DURING CONSTRUCTION. 7. AT ALL LOCATIONS WHERE THERE IS CONFLICT BETWEEN NEW STORM AND EXISTING WATER, THE CONTRACTOR SHALL SEQUENCE UTILITY INSTALLATION TO ENSURE WATER SERVICE IS PRESERVED FOR RESIDENTS. INSTALLATION OF NEW STORM MAY NEED TO OCCUR AFTER NEW WATER MAIN IS OPERATIONAL, WATER SERVICES HAVE BEEN TRANSFERRED FROM OLD TO NEW MAINS, AND EXISTING WATER MAINS HAVE BEEN ABANDONED. THERE WILL BE NO ADDITIONAL ALLOWANCE FOR TEMPORARY WATER SERVICES IN THE CASE THAT EXISTING WATER SERVICES ARE IN CONFLICT WITH THE NEW STORM UNDER THE CONTRACTOR'S SEQUENCING PLAN. THIS SEQUENCING MAY ALLOW SECTIONS OF ABANDONED WATER MAIN TO BE CUT OUT OF THE WAY TO AVOID CONFLICTS WITH NEW STORM PIPE ALIGNMENT AND TO MINIMIZE WATER SERVICE DISRUPTIONS FOR RESIDENTS. THIS SUGGESTED SEQUENCING SHOULD BE FOLLOWED UNLESS THE CONTRACTOR PROVIDES IN WRITING AN ALTERNATIVE APPROACH FOR MAINTAINING WATER SERVICE. THE ALTERNATIVE APPROACH MUST BE SUBMITTED TO THE CITY PROJECT MANAGER 5 WORKING DAYS PRIOR TO THE ALTERNATIVE APPROACH WORK BEGINNING. 8. ALL NEW WATER MAIN PIPE AND FITTINGS SHALL BE FLUSHED AND CLEANED VIA FOAM POLYPIG PRIOR TO DISINFECTION AND TESTING. SUGGESTED POLYPIGGING STATION LOCATIONS ARE SHOWN ON DWG W-23. CONTRACTOR MAY PROPOSE ALTERNATIVE POLYPIGGING STATION LOCATIONS FOR THE CITY’S APPROVAL. 9. THE WINDSOR HILLS NEIGHBORHOOD HAS NARROW ROADWAYS AND LIMITED RESIDENTIAL PARKING. THEREFORE, WITHIN THE EXISTING RIGHTS-OF-WAY, THE CONTRACTOR SHALL ONLY STAGE ENOUGH CONSTRUCTION MATERIALS FOR THE CURRENT DAY’S WORK. 10. THE CONTRACTOR SHALL NOT LEAVE STOCKPILED MATERIAL ON CITY STREETS OUTSIDE OF WORK HOURS. 11. PRIOR TO EVERY WEEKEND, THE CONTRACTOR SHALL PATCH THE CONSTRUCTION SITE WITH HMA, STEEL PLATES, ETC. AND LEAVE THE SITE IN A CLEAN AND ORDERLY CONDITION. ANY TRAFFIC DETOURS SHALL BE MAINTAINED IN ACCORDANCE WITH THE APPROVED TRAFFIC CONTROL PLAN. 12. SD-4, SD-5, SD-6, SD-7, SD-8, SD-9, SD-10, SD-15, SD-16, SD-17, SD-19, SD-20, AND SD-21, W-4, W-5,W-7, W-8, W-10, W-15, AND W-16 HAVE SPECIFIC SEQUENCING REQUIREMENTS. SEE THOSE SHEETS FOR NOTES. DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_G-12.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 20123392STATE O F WASHIN G T ONR E GI S T E R E DMYATLIASDOM c RCOPROF E SSIONAL E N G IN EERN OR YKSISSUED FOR BID MTM 03-2024 RLO 03/08/2024 CONSTRUCTION SEQUENCING, GENERAL REQUIREMENTS, AND POTHOLING DATA G-12 12 85 M. McCROSKY, P.E. P. SIMON R. OCHILTREE, P.E. N/A 27-04186 POTHOLING TABLE POTHOLE NUMBER DRAWING ASPHALT OVERLAY THICKNESS (IN) UTILITY TYPE UTILITY SIZE (IN) UTILITY MATERIAL PIPE DIRECTION TOP OF UTILITY FROM GRADE (IN) 1 SD-1 4 FIBER OPTIC 14D x 23W CONCRETE N & S 36 2 SD-1 4 GAS 4 STEEL WRAP N & S 38 3A W-6 N/A SEWER 8 CONCRETE E & W 74 3B W-6 6 GAS 1 PE N & S 30 4 SD-6 6 GAS 1 PE N & S 32 5 SD-19 5 SEWER 24 CONCRETE SE & NW 24 6 W-11 5 GAS 2 PE E & W 48 7 W-11 3 FIBER OPTIC 1 PVC E & W 34 8 SD-12 8 GAS 0.5 PE E & W 22 9 SD-15 5 GAS 2 STEEL WRAP SW & NE 32 10 SD-16 5 GAS 2 STEEL WRAP SW & NE 38 11 W-1 8 FIBER OPTIC 14D x 23W CONCRETE N & S 10 12 W-1 5 GAS 4 STEEL WRAP N & S 38 13 SD-5 8 POWER 2 PVC N & S 25 14 W-5 8 POWER 2 PVC N & S 23 15 W-5 8 GAS 2 STEEL N & S 44 16A W-17 6 POWER COULD NOT LOCATE AFTER DIGGING TO 8-FEET BELOW GRADE 16B W-17 4 POWER 2 CABLE N & S 61 17 W-18 N/A GAS 2 STEEL WRAP SW & NE 38 18 W-18 N/A FIBER OPTIC 14D x 23W CONCRETE N & S 30 POTHOLING TABLE NOTE: UTILITY POTHOLE DATA IS PROVIDED FOR REFERENCE ONLY. CONTRACTOR TO VERIFY LOCATION, DEPTH AND SIZE OF EXISTING UTILITIES. REPORT ANY DISCREPANCIES TO THE OWNER. CONSTRUCTION SEQUENCE FOR WATER MAIN IMPROVEMENTS 1. THE CONTRACTOR MUST COMPLETE THE INSTALLATION OF EACH IDENTIFIED SEGMENT OF PIPES, INCLUDING HYDRANTS, WATER SERVICE LINES, METER SETTERS AND RELATED APPURTENANCES AND PERFORM THE POLYPIGGING, PRESSURE TESTING AND DISINFECTION OF THE INSTALLED SECTION OF PIPES AND HAVE IT CONNECTED PER PLANS AND SPECIFICATIONS TO THE ACTIVE WATER SYSTEM BEFORE THE INSTALLATION OF THE NEXT SEGMENT OF PIPES. 2. ALL WATER SERVICE TRANSFERS MUST BE COMPLETED FOR EACH SEGMENT OF THE NEW PIPES BEFORE THE INSTALLATION OF THE NEXT SECTION OF PIPES DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_EC-1.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO TESC NOTES EC-1 14 85 R. Ochiltree, P.E. P. Simon R. Dorn, P.E. R. Ochiltree, P.E. N/A 27-04186 EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES: THE FOLLOWING IS A LISTING OF GENERAL NOTES THAT SHALL BE INCORPORATED IN THE EROSION AND SEDIMENT CONTROL (ESC) PLAN SET. ALL THE NOTES ON THE LIST MAY NOT PERTAIN TO EVERY PROJECT. THE APPLICANT OR OWNER, HEREBY REFERRED TO AS APPLICANT, MAY STRIKE OUT IRRELEVANT NOTES IF NOT APPLICABLE TO THE PROJECT. HOWEVER, THE APPLICANT SHALL NOT RENUMBER NOR EDIT THE REMAINING NOTES. IF ADDITIONAL NOTES ARE NEEDED FOR SPECIFIC ASPECTS, THEY SHALL BE ADDED AFTER THE ESC STANDARD PLAN NOTES. 1. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS, A PRE-CONSTRUCTION MEETING SHALL BE HELD AMONG THE CITY OF RENTON, HEREBY REFERRED TO AS THE CITY, THE APPLICANT, AND THE APPLICANT'S CONTRACTOR. 2. THE APPLICANT IS RESPONSIBLE FOR OBTAINING THE WASHINGTON STATE DEPARTMENT OF ECOLOGY (ECOLOGY) CONSTRUCTION STORMWATER GENERAL PERMIT, IF IT IS REQUIRED FOR THE PROJECT. THE APPLICANT SHALL PROVIDE THE CITY COPIES OF ALL MONITORING REPORTS PROVIDED TO ECOLOGY ASSOCIATED WITH THE CONSTRUCTION STORM WATER GENERAL PERMIT. 3. THE ESC PLAN SET SHALL INCLUDE AN ESC CONSTRUCTION SEQUENCE DETAILING THE ORDERED STEPS THAT SHALL BE FOLLOWED FROM CONSTRUCTION COMMENCEMENT TO POST-PROJECT CLEANUP IN ORDER TO FULFILL PROJECT ESC REQUIREMENTS. 4. THE BOUNDARIES OF THE CLEARING LIMITS, SENSITIVE AREAS AND THEIR BUFFERS, AND AREAS OF VEGETATION PRESERVATION AND TREE RETENTION AS PRESCRIBED ON THE PLAN(S) SHALL BE CLEARLY DELINEATED BY FENCING AND PROTECTED IN THE FIELD IN ACCORDANCE WITH APPENDIX D OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL (RENTON SWDM) PRIOR TO THE START OF CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE CLEARING LIMITS SHALL BE PERMITTED. THE CLEARING LIMITS SHALL BE MAINTAINED BY THE APPLICANT/ESC SUPERVISOR FOR THE DURATION OF CONSTRUCTION. 5. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS CONSTRUCTED WHEEL WASH SYSTEMS OR WASH PADS, MAY BE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN AND TRACK-OUT TO ROAD RIGHT OF WAY DOES NOT OCCUR FOR THE DURATION OF THE PROJECT. IF SEDIMENT IS TRACKED OFFSITE, PUBLIC ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY, OR MORE FREQUENTLY DURING WET WEATHER, AS NECESSARY TO PREVENT SEDIMENT FROM ENTERING WATERS OF THE STATE. 6. WASHOUT FROM CONCRETE TRUCKS SHALL BE PERFORMED OFF-SITE OR IN DESIGNATED CONCRETE WASHOUT AREAS ONLY. DO NOT WASH OUT CONCRETE TRUCKS ONTO THE GROUND, OR TO STORM DRAINS OR OPEN DITCHES. ON-SITE DUMPING OF EXCESS CONCRETE SHALL ONLY OCCUR IN DESIGNATED CONCRETE WASHOUT AREAS. 7. ALL REQUIRED ESC BMPS SHALL BE CONSTRUCTED AND IN OPERATION PRIOR TO LAND CLEARING AND/OR CONSTRUCTION TO PREVENT TRANSPORTATION OF SEDIMENT TO SURFACE WATER, DRAINAGE SYSTEMS AND ADJACENT PROPERTIES. ALL ESC BMPS SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEARING AND/OR CONSTRUCTION IS COMPLETE AND POTENTIAL FOR ON-SITE EROSION HAS PASSED. ALL ESC BMPS SHALL BE REMOVED AFTER CONSTRUCTION IS COMPLETED AND THE SITE HAS BEEN STABILIZED TO ENSURE POTENTIAL FOR ON-SITE EROSION DOES NOT EXIST. THE IMPLEMENTATION, MAINTENANCE, REPLACEMENT, ENHANCEMENT, AND REMOVAL OF ESC BMPS SHALL BE THE RESPONSIBILITY OF THE APPLICANT. 8. ANY HAZARDOUS MATERIALS OR LIQUID PRODUCTS THAT HAVE THE POTENTIAL TO POLLUTE RUNOFF SHALL BE DISPOSED OF PROPERLY. 9. THE ESC BMPS DEPICTED ON THIS DRAWING ARE INTENDED TO BE MINIMUM REQUIREMENTS TO MEET ANTICIPATED SITE CONDITIONS. AS CONSTRUCTION PROGRESSES AND UNEXPECTED OR SEASONAL CONDITIONS DICTATE, THE APPLICANT SHALL ANTICIPATE THAT MORE ESC BMPS WILL BE NECESSARY TO ENSURE COMPLETE SILTATION CONTROL ON THE PROPOSED SITE. DURING THE COURSE OF CONSTRUCTION, IT SHALL BE THE OBLIGATION AND RESPONSIBILITY OF THE APPLICANT TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY THE ACTIVITIES AND TO PROVIDE ADDITIONAL ESC BMPS, OVER AND ABOVE MINIMUM REQUIREMENTS, AS MAY BE NEEDED, TO PROTECT ADJACENT PROPERTIES AND WATER QUALITY OF THE RECEIVING DRAINAGE SYSTEM. 10. APPROVAL OF THIS PLAN IS FOR ESC ONLY. IT DOES NOT CONSTITUTE AN APPROVAL OF STORM DRAINAGE DESIGN, SIZE NOR LOCATION OF PIPES, RESTRICTORS, CHANNELS, OR STORMWATER FACILITIES. 11. ANY DEWATERING SYSTEM NECESSARY FOR THE CONSTRUCTION OF STORMWATER FACILITIES SHALL BE SUBMITTED TO THE CITY FOR REVIEW AND APPROVAL. 12. ANY AREAS OF EXPOSED SOILS, INCLUDING ROADWAY EMBANKMENTS, THAT WILL NOT BE DISTURBED FOR TWO DAYS DURING THE WET SEASON (OCTOBER 1ST THROUGH APRIL 30TH) OR SEVEN DAYS DURING THE DRY SEASON (MAY 1ST THROUGH SEPTEMBER 30TH) SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED ESC COVER METHODS (E.G., SEEDING, MULCHING, PLASTIC COVERING, ETC.) IN CONFORMANCE WITH APPENDIX D OF THE RENTON SWDM. 13. WET SEASON ESC REQUIREMENTS APPLY TO ALL CONSTRUCTION SITES BETWEEN OCTOBER 1ST AND APRIL 30TH, UNLESS OTHERWISE APPROVED BY THE CITY. 14. ANY AREA NEEDING ADDITIONAL ESC MEASURES, NOT REQUIRING IMMEDIATE ATTENTION, SHALL BE ADDRESSED WITHIN SEVEN (7) DAYS. 15. THE ESC BMPS ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED AT A MINIMUM OF ONCE A MONTH OR WITHIN 24 HOURS FOLLOWING A STORM EVENT. INSPECTION AND MAINTENANCE SHALL OCCUR MORE FREQUENTLY AS REQUIRED BY THE CITY. 16. BEFORE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITY, CATCH BASIN INSERTS PER THE CITY STANDARD PLAN 216.30 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 INLET WILL BE CONVEYED TO A SEDIMENT POND OR TRAP. ALL CATCH BASIN INSERTS SHALL BE PERIODICALLY INSPECTED AND REPLACED AS NECESSARY TO ENSURE FULLY FUNCTIONING CONDITION. 17. AT NO TIME SHALL SEDIMENT ACCUMULATION EXCEED 2/3 OF THE CAPACITY OF THE CATCH BASIN SUMP. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT-LADEN WATER INTO THE DOWNSTREAM SYSTEM. 18. ANY PERMANENT STORMWATER FACILITY LOCATION USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY ESC BMPS AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE TEMPORARY FACILITY IS TO ULTIMATELY FUNCTION AS AN INFILTRATION SYSTEM IN ITS PERMANENT STATE, THE TEMPORARY FACILITY SHALL BE ROUGH GRADED SO THAT THE BOTTOM AND SIDES ARE AT LEAST THREE FEET ABOVE THE FINAL GRADE OF THE PERMANENT FACILITY. 19. AREAS DESIGNATED ON THE PLAN(S) CONTAINING EXISTING STORMWATER FACILITIES OR ON-SITE BMPS (AMENDED SOILS, BIORETENTION, PERMEABLE PAVEMENT, ETC.) SHALL BE CLEARLY FENCED AND PROTECTED USING ESC BMPS TO AVOID SEDIMENTATION AND COMPACTION DURING CONSTRUCTION. 20. PRIOR TO THE BEGINNING OF THE WET SEASON (OCTOBER 1ST), ALL DISTURBED AREAS SHALL BE INSPECTED TO IDENTIFY WHICH ONES SHALL BE SODDED OR SEEDED IN PREPARATION FOR THE WINTER RAINS. DISTURBED AREAS SHALL BE SODDED OR SEEDED WITHIN ONE WEEK OF THE BEGINNING OF THE WET SEASON. AN EXHIBIT OF THOSE AREAS TO BE SODDED OR SEEDED AND THOSE AREAS TO REMAIN UNCOVERED SHALL BE SUBMITTED TO THE CITY FOR REVIEW. 21. PRIOR TO FINAL CONSTRUCTION ACCEPTANCE, THE PROJECT SITE SHALL BE STABILIZED TO PREVENT SEDIMENT-LADEN WATER FROM LEAVING THE PROJECT SITE, ALL ESC BMPS SHALL BE REMOVED, AND STORMWATER CONVEYANCE SYSTEMS, FACILITIES, AND ON-SITE BMPS SHALL BE RESTORED TO THEIR FULLY FUNCTIONING CONDITION. ALL DISTURBED AREAS OF THE PROJECT SITE SHALL BE VEGETATED OR OTHERWISE PERMANENTLY STABILIZED. AT A MINIMUM, DISTURBED AREAS SHALL BE SODDED OR SEEDED AND MULCHED TO ENSURE THAT SUFFICIENT COVER WILL DEVELOP SHORTLY AFTER FINAL APPROVAL. MULCH WITHOUT SEEDING IS ADEQUATE FOR AREAS TO BE LANDSCAPED BEFORE OCTOBER 1ST. 22. ROCKERIES ARE CONSIDERED TO BE A METHOD OF BANK STABILIZATION AND EROSION CONTROL. ROCKERIES SHALL NOT BE CONSTRUCTED TO SERVE AS RETAINING WALLS. ALL ROCKERIES IN CITY ROAD RIGHTS-OF-WAY SHALL BE CONSTRUCTED IN ACCORDANCE WITH CITY STANDARDS. ROCKERIES OUTSIDE OF ROAD RIGHTS-OF-WAY SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE. DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_EC-2-4.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO BRONSON WAY NE TESC PLANS STA 1+00 TO 8+25 EC-2 15 85 B. Ochiltree, P.E. S. Olsoe R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186MATCHLINE STA - SEE BELOWKEY MAP SCALE: 1" = 400'-0"MATCHLINE STA - SEE DWG 8+25EC-2MATCHLIN E STA 4+50 - SEE ABOVE 4+50M A T C H L IN E S T A - S E E D W G 8 0 2 +1 0 E C -1 0 NOTES: 1. EC SHEETS SHOW MINIMUM TESC MEASURES REQUIRED TO BE INSTALLED BEFORE CONSTRUCTION. AS CONSTRUCTION PROGRESSES, CONTRACTOR SHALL INSPECT, MAINTAIN, REPAIR, IMPROVE AND INCREASE MEASURES AS REQUIRED TO MAINTAIN WATER QUALITY STANDARDS IN BOTH NEW AND EXISTING DRAINS. o-o LEGEND: CATCH BASIN INSERT PER COR STD. PLAN 216.30 STRAW WATTLES PER COR STD. PLAN 213.40 POTHOLE INFORMATION ON DWG G-12 XX 1 2 11 12 1+00 2+00 3+00 4+008 0 3 + 0 0 804+00 805+00 BRONSON WAY NE NE 4TH ST o -o o -oBRONSON WAY NEBRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NEEC-7EC-6EC-2EC-2E C -3 EC-3EC-4 EC-4EC-5E C -5 EC-6EC-7 EC-8E C -8 E C-9 E C -9 E C-10 EC-105 +0 0 6 +0 0 7+00 8+00 30+00 5 9 + 5 0 60+00 6 1 + 0 03+004 +0 0 5+00BRONSON WAY NE WI NDS OR WAY NEGRANDEY WAY DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_EC-2-4.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO BRONSON WAY NE TESC PLANS STA 8+25 TO 17+50 EC-3 16 85 B. Ochiltree, P.E. S. Olsoe R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 KEY MAP SCALE: 1" = 400'-0"MATCHLINE STA - SEE BELOWMATCHLINE STA - SEE DWG 8+25EC-213+00MATCHLI NE STA - SEE DWG 17+50EC-4MATCHLINE STA - SEE ABOVE13+00NOTES: 1. EC SHEETS SHOW MINIMUM TESC MEASURES REQUIRED TO BE INSTALLED BEFORE CONSTRUCTION. AS CONSTRUCTION PROGRESSES, CONTRACTOR SHALL INSPECT, MAINTAIN, REPAIR, IMPROVE AND INCREASE MEASURES AS REQUIRED TO MAINTAIN WATER QUALITY STANDARDS IN BOTH NEW AND EXISTING DRAINS. o-o LEGEND: CATCH BASIN INSERT PER COR STD. PLAN 216.30 STRAW WATTLES PER COR STD. PLAN 213.40 POTHOLE INFORMATION ON DWG G-12 XX BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NEEC-7EC-6EC-2EC-2E C -3 EC-3EC-4 EC-4EC-5E C -5 EC-6EC-7 EC-8E C -8 E C-9 E C -9 E C-10 EC-109+00 10+00 11+00 12+00 1 3 +0 030+0031+00 32+00 33+00 33+5990+0091+00BRO NSON WAY NE 13+00 14+00 15+00 1 6 +0 0 1 7 +0 0 5 0 + 0 0 5 1 + 0 0 50+0051+0052+0040+0041+00BRONSON PL ACE NEBRONSON WAY NE DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_EC-2-4.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO BRONSON WAY NE TESC PLAN STA 17+50 TO 22+50 GRANDEY WAY TESC PLAN STA 29+80 TO 34+00 EC-4 17 85 B. Ochiltree, P.E. S. Olsoe R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 KEY MAP SCALE: 1" = 400'-0" M A T C H L IN E S T A - S E E D W G 1 7 +5 0 E C -3 M ATCHLINE STA - SEE DW G 34+00EC-5o-o LEGEND: CATCH BASIN INSERT PER COR STD. PLAN 216.30 STRAW WATTLES PER COR STD. PLAN 213.40 POTHOLE INFORMATION ON DWG G-12 NOTES: 1. EC SHEETS SHOW MINIMUM TESC MEASURES REQUIRED TO BE INSTALLED BEFORE CONSTRUCTION. AS CONSTRUCTION PROGRESSES, CONTRACTOR SHALL INSPECT, MAINTAIN, REPAIR, IMPROVE AND INCREASE MEASURES AS REQUIRED TO MAINTAIN WATER QUALITY STANDARDS IN BOTH NEW AND EXISTING DRAINS. XX BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NEEC-7EC-6EC-2EC-2E C -3 EC-3EC-4 EC-4EC-5E C -5 EC-6EC-7 EC-8E C -8 E C-9 E C -9 E C-10 EC-1013 14 1518+0019+00 2 0 +0 0 2 1 +0 0 2 2 +0 046+0047+0025+002 5 +7 5 SUNSET BLVD NEB R O N S O N W A Y N E GRANDEY WAY3A 4 3B5+006+0030+00 3 1 +0 0 3 2 +0 0 33+00 3 4 + 0 059+5060+00 3+00 4+005 +0 0 6 +0 0 7+00 8 + 0 0 600+00600+71W IN D S O R W A Y N E G R A N D E Y W A Y DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_EC-5-6.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO GRANDEY WAY TESC PLANS STA 34+00 TO 42+50 EC-5 18 85 B. Ochiltree, P.E. S. Olsoe R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186MATCHLINE STA - SEE BELOWM A T C H LIN E S T A - S E E D W G 34+00 W -6 KEY MAP SCALE: 1" = 400'-0"38+50MATCHLINE STA - SEE DWG 38+50SD-7MATCHLINE STA - SEE DWG 42+50SD-9o-o LEGEND: CATCH BASIN INSERT PER COR STD. PLAN 216.30 STRAW WATTLES PER COR STD. PLAN 213.40 POTHOLE INFORMATION ON DWG G-12 XX34+003 5 +0 0 36+00 37+00 3 8+ 00100+00100+75G R A N D E Y W A Y NOTES: 1. EC SHEETS SHOW MINIMUM TESC MEASURES REQUIRED TO BE INSTALLED BEFORE CONSTRUCTION. AS CONSTRUCTION PROGRESSES, CONTRACTOR SHALL INSPECT, MAINTAIN, REPAIR, IMPROVE AND INCREASE MEASURES AS REQUIRED TO MAINTAIN WATER QUALITY STANDARDS IN BOTH NEW AND EXISTING DRAINS.BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NEEC-7EC-6EC-2EC-2E C -3 EC-3EC-4 EC-4EC-5E C -5 EC-6EC-7 EC-8E C -8 E C-9 E C -9 E C-10 EC-1039+00 40+00 41+00 4 2 +0 0200+00200+75GRANDEY WAY DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_EC-5-6.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO GRANDEY WAY TESC PLAN STA 42+50 TO 47+00 BRONSON PLACE NE TESC PLAN STA 80+00 TO 83+25 EC-6 19 85 B. Ochiltree, P.E. A. Cariaso R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186MATCHLINE STA - SEE DWG 42+50EC-5KEY MAP SCALE: 1" = 400'-0"MATCHLI NE STA - SEE DWG 5 4 +0 0 EC- 7 o-o LEGEND: CATCH BASIN INSERT PER COR STD. PLAN 216.30 STRAW WATTLES PER COR STD. PLAN 213.40 POTHOLE INFORMATION ON DWG G-12 XX 5 19+0020+0043+00 44+00 4 5 +0 0 4 6 +0 0 4 7 +0 0 G R A N D E Y W A Y BRONSON WAY NENOTES: 1. EC SHEETS SHOW MINIMUM TESC MEASURES REQUIRED TO BE INSTALLED BEFORE CONSTRUCTION. AS CONSTRUCTION PROGRESSES, CONTRACTOR SHALL INSPECT, MAINTAIN, REPAIR, IMPROVE AND INCREASE MEASURES AS REQUIRED TO MAINTAIN WATER QUALITY STANDARDS IN BOTH NEW AND EXISTING DRAINS.BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NEEC-7EC-6EC-2EC-2E C -3 EC-3EC-4 EC-4EC-5E C -5 EC-6EC-7 EC-8E C -8 E C-9 E C -9 E C-10 EC-101 5 +0 0 16+0050+00 51+00 52+00 5 3 +0 0 5 4 +0 0 52+0053+00 54+00 55+00BRONSON PLACE NE B R O N S O N W A Y N E DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_EC-7-10.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO BRONSON PLACE NE TESC PLAN STA 54+00 TO 57+50 WINDSOR PLACE NE TESC PLAN STA 80+00 TO 83+25 EC-7 20 85 B. Ochiltree, P.E. S. Olsoe R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186MATCHLINE STA - SEE DWG 54+00EC-6KEY MAP SCALE: 1" = 400'-0" M A T C H L I N E S T A - S E E D W G 8 3 +2 5 E C -8 o-o LEGEND: CATCH BASIN INSERT PER COR STD. PLAN 216.30 STRAW WATTLES PER COR STD. PLAN 213.40 POTHOLE INFORMATION ON DWG G-12 XX 67 54+00 55+00 5 6 +0 0 5 7 + 0 0 90+00 90+75 B R O N S O N P L A C E N E WINDSOR PLACE NENOTES: 1. EC SHEETS SHOW MINIMUM TESC MEASURES REQUIRED TO BE INSTALLED BEFORE CONSTRUCTION. AS CONSTRUCTION PROGRESSES, CONTRACTOR SHALL INSPECT, MAINTAIN, REPAIR, IMPROVE AND INCREASE MEASURES AS REQUIRED TO MAINTAIN WATER QUALITY STANDARDS IN BOTH NEW AND EXISTING DRAINS.BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NEEC-7EC-6EC-2EC-2E C -3 EC-3EC-4 EC-4EC-5E C -5 EC-6EC-7 EC-8E C -8 E C-9 E C -9 E C-10 EC-108 54+0055+0079+80 80+00 81+00 82+00 83+0057+0656+0057+007 0 +0 0 71+0072+0090+0090+75WINDSOR PLACE NE BRONSON PLACE NE DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_EC-7-10.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO WINDSOR PLACE NE TESC PLAN STA 83+25 TO 88+01 WINDSOR WAY NE TESC PLAN STA 60+00 TO 64+50 EC-8 21 85 B. Ochiltree, P.E. S. Olsoe R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 KEY MAP SCALE: 1" = 400'-0"MATCHLI NE STA - SEE DWG 83+25EC-7MATCHLINE STA - SEE DWG 64+50EC-9o-o LEGEND: CATCH BASIN INSERT PER COR STD. PLAN 216.30 STRAW WATTLES PER COR STD. PLAN 213.40 POTHOLE INFORMATION ON DWG G-12 TREE PROTECTION XX NOTES: 1. EC SHEETS SHOW MINIMUM TESC MEASURES REQUIRED TO BE INSTALLED BEFORE CONSTRUCTION. AS CONSTRUCTION PROGRESSES, CONTRACTOR SHALL INSPECT, MAINTAIN, REPAIR, IMPROVE AND INCREASE MEASURES AS REQUIRED TO MAINTAIN WATER QUALITY STANDARDS IN BOTH NEW AND EXISTING DRAINS.BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NEEC-7EC-6EC-2EC-2E C -3 EC-3EC-4 EC-4EC-5E C -5 EC-6EC-7 EC-8E C -8 E C-9 E C -9 E C-10 EC-108 4 +0 0 85+00 86+00 87+00 8 8 +0 088+01 73+007 2 +0 0 7 3 +0 0 74+00 75+00 75+75 85+0086+004 0 0 + 0 0 4 0 1 + 0 0 5 0 0 +0 0 5 0 1 +0 0 WINDSOR PLACE NE 5+006+0030+00 59+50 60+00 61+00 62+00 63+00 64+00 4+0065+00 66+00BRONSON WAY NEWINDSOR WAY NEo-oo-oo-o DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_EC-7-10.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO WINDSOR WAY NE TESC PLANS STA 64+50 TO 73+50 EC-9 22 85 B. Ochiltree, P.E. S. Olsoe R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 KEY MAP SCALE: 1" = 400'-0"MAT CHL I NE S T A - S E E ABOVE M A T C H L IN E S T A - S E E D W G 7 3 +5 0 E C -1 0 6 9 + 5 0MATCHLINE STA - SEE DWG 64+50EC-8MATCHLINE STA - SEE BELOW69+50o-o LEGEND: CATCH BASIN INSERT PER COR STD. PLAN 216.30 STRAW WATTLES PER COR STD. PLAN 213.40 POTHOLE INFORMATION ON DWG G-12 XX NOTES: 1. EC SHEETS SHOW MINIMUM TESC MEASURES REQUIRED TO BE INSTALLED BEFORE CONSTRUCTION. AS CONSTRUCTION PROGRESSES, CONTRACTOR SHALL INSPECT, MAINTAIN, REPAIR, IMPROVE AND INCREASE MEASURES AS REQUIRED TO MAINTAIN WATER QUALITY STANDARDS IN BOTH NEW AND EXISTING DRAINS.BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NEEC-7EC-6EC-2EC-2E C -3 EC-3EC-4 EC-4EC-5E C -5 EC-6EC-7 EC-8E C -8 E C-9 E C -9 E C-10 EC-1010 87+007 0 +0 0 7 1 +0 0 72+00 7 3 + 0 0 75+0075+758 2 +0 0 8 3 + 0 0 8 4 +0 0 8 5 +0 0 8 6 +0 0 400+00401+00500+00501+00WINDSOR WAY NE 9 65+00 66+00 67+00 6 8 +0 0 6 9 +0 0 8 0 +0 0 8 1 +0 043+00300+00300+75WINDSOR WAY NE DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_EC-7-10.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO WINDSOR PLACE NE TESC PLAN STA 73+50 TO 75+76 BRONSON WAY NE TESC PLAN STA 800+00 TO 802+10 EC-10 23 85 B. Ochiltree, P.E. S. Olsoe R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186 KEY MAP SCALE: 1" = 400'-0"MATCHLINE STA - SEE DWG 73+50EC-9MATCHLINE STA - SEE DWG 802+10EC-2o-o LEGEND: CATCH BASIN INSERT PER COR STD. PLAN 216.30 STRAW WATTLES PER COR STD. PLAN 213.40 POTHOLE INFORMATION ON DWG G-12 XX NOTES: 1. EC SHEETS SHOW MINIMUM TESC MEASURES REQUIRED TO BE INSTALLED BEFORE CONSTRUCTION. AS CONSTRUCTION PROGRESSES, CONTRACTOR SHALL INSPECT, MAINTAIN, REPAIR, IMPROVE AND INCREASE MEASURES AS REQUIRED TO MAINTAIN WATER QUALITY STANDARDS IN BOTH NEW AND EXISTING DRAINS.BRONSON B R O N S O N W A Y N E B RO N SO N VUEM ONT PL NE BRONSON WAY NE G R A N D E Y W A Y N E W IN D S O R NE 4TH STSUNSET BLVD NEPL NEWINDSOR PL NEEDMONDS AVE NEWAY NEW AY NEEC-7EC-6EC-2EC-2E C -3 EC-3EC-4 EC-4EC-5E C -5 EC-6EC-7 EC-8E C -8 E C-9 E C -9 E C-10 EC-10EDMONDS AVE NE16A 16B 88+00 88+01 7 5 +7 6 74+00 7 5 +0 0 WINDSOR PLACE NE 17 18 800+00 801+00 802+00 00701+00BRONSON WAY NE VUEMONT PL NE DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: S:\Cad\Renton\22-10795 Windsor Hills\Design\dwgs\P22-10795_EC-11.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF: BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com 45243STATE O F WASHIN G T ONR E GI S T E R E DP ROF ESSIONAL E N G IN E ER REBL DAY O C HI LTREEECCAO V E WINDSOR HILLS UTILITY IMPROVEMENTS PROJECT MARCH 2024 1-800-424-5555 or 811 UNDERGROUND SERVICE Call 48 Hours Before You Dig 03/08/2024 ISSUED FOR BID MTM 03-2024 RLO DITCH TESC PLANS EC-11 24 85 B. Ochiltree, P.E. S. Olsoe R. Dorn, P.E. B. Ochiltree, P.E. AS SHOWN 27-04186520+00 21+00 GRANDEY WAYo-oo-oNOTES: 1. EC SHEETS SHOW MINIMUM TESC MEASURES TO BE INSTALLED PRIOR TO CONSTRUCTION. AS CONSTRUCTION PROGRESSES, ADDITIONAL TESC MEASURES SHALL BE INSTALLED TO PROTECT BOTH NEW AND EXISTING DRAINS. o-o LEGEND: CATCH BASIN INSERT PER COR STD. PLAN 216.30 STRAW WATTLES PER COR STD. PLAN 213.40 SILT FENCE PER COR STD. PLAN 214.00 AND STAKE AND WIRE FENCE PER COR STD PLAN 212.00 POTHOLE INFORMATION ON DWG G-12 TREE PROTECTION XX 1 0 +0 0 1 1 +0 0 3 2 +0 0 3 3 +0 0 33+599 1 + 5 090+009 1 + 0 0 B R O N S O N W A Y N E o-oo-oo-oo-o14+0015+0050+004 0 +0 0 41+00 4 2 + 0 0 43+00 300+00 BRONSON WAY NEo-o o-o o-oo-oo-oo-oo-o Appendix B BMP Detail APPENDIX D CONSTRUCTION STORMWATER POLLUTION PREVENTION (CSWPP) STANDARDS EROSION AND SEDIMENT CONTROL (ESC) STANDARDS STORMWATER POLLUTION PREVENTION AND SPILL CONTROL (SWPPS) STANDARDS CITY OF RENTON SURFACE WATER DESIGN MANUAL June 22, 2022 2022 City of Renton Surface Water Design Manual 6/22/2022 APPENDIX D CONSTRUCTION STORMWATER POLLUTION PREVENTION STANDARDS CITY OF RENTON SURFACE WATER DESIGN MANUAL Section Page D.1 Principles of Construction Stormwater Pollution Prevention (CSWPP) D-5 D.1.1 Erosion and Sediment Control Principles D-5 D.1.2 Stormwater Pollution Prevention and Spill Control Principles D-7 D.2 General CSWPP Requirements D-9 D.2.1 ESC Measures D-9 D.2.1.1 Clearing Limits D-11 D.2.1.2 Cover Measures D-12 D.2.1.3 Perimeter Protection D-30 D.2.1.4 Traffic Area Stabilization D-40 D.2.1.5 Sediment Retention D-46 D.2.1.6 Surface Water Collection D-58 D.2.1.7 Dewatering Control D-66 D.2.1.8 Dust Control D-67 D.2.1.9 Flow Control D-68 D.2.1.10 Protect Existing and Proposed Stormwater FacilitIes and On-site BMPs D-69 D.2.1.11 Maintain Protective BMPs D-69 D.2.1.12 Manage the Project D-70 D.2.2 SWPPS Measures D-71 D.2.2.1 Concrete Handling D-72 D.2.2.2 Concrete Washout Area D-73 D.2.2.3 Sawcutting and Surfacing Pollution Prevention D-78 D.2.2.4 Material Delivery, Storage, and Containment D-78 D.2.2.5 Construction Stormwater Chemical Treatment D-80 D.2.2.6 Construction Stormwater Filtration D-86 D.2.2.7 High pH Neutralization Using CO2 D-89 D.2.2.8 pH Control for High pH Water D-91 D.2.2.9 Use of High pH Soil Amendments on Construction Sites D-92 D.2.2.10 Maintain Protective BMPs D-100 D.2.2.11 Manage the Project D-100 D.2.3 CSWPP Performance and Compliance Provisions D-101 D.2.3.1 CSWPP Supervisor D-101 D.2.3.2 Monitoring of Discharges D-102 D.2.3.3 ESC Performance D-102 APPENDIX D CONSTRUCTION STORMWATER POLLUTION PREVENTION STANDARDS 6/22/2022 2022 City of Renton Surface Water Design Manual D.2.3.4 SWPPS Performance D-103 D.2.3.5 Flexible Compliance D-103 D.2.3.6 Roads and Utilities Compliance D-103 D.2.3.7 Alternative Measures D-104 D.2.4 CSWPP Implementation Requirements D-105 D.2.4.1 CSWPP Plan D-105 D.2.4.2 Wet Season Requirements D-106 D.2.4.3 Critical Areas Restrictions D-106 D.2.4.4 Maintenance Requirements D-107 D.2.4.5 Final Stabilization D-108 D.2.4.6 NPDES Requirements D-108 D.2.4.7 Forest Practice Permit Requirements D-109 D.2.5 Construction Stormwater Pollution Prevention Plans D-109 D.2.5.1 ESC Plan D-109 D.2.5.2 SWPPS Plan D-112 D.3 Small Site CSWPP D-117 D.3.1 Introduction to Small Site CSWPP D-117 D.3.2 Small Site CSWPP Requirements D-118 D.3.3 Small Site CSWPP Implementation Requirements D-120 D.3.4 ESC Measures Modified for Small Sites D-120 D.3.4.1 Mark Clearing Limits/Minimize Clearing D-120 D.3.4.2 Ditches D-121 D.3.4.3 Pipe Slope Drain D-122 D.3.5 Control of Other Pollutants (SWPPS) D-122 D.3.6 Small Site CSWPP Submittal Requirements D-124 D.3.6.1 Small Site CSWPP Plan Map D-124 D.3.6.2 Features Required on Small Site CSWPP Plans D-124 D.3.6.3 Sample Small Site CSWPP Plan D-125 D.4 Reference Section D-129 D.4.1 Standard ESC Plan Notes D-129 D.4.2 Recommended Construction Sequence D-129 D.4.3 ESC and SWPPS Maintenance Reports D-130 CITY OF RENTON SURFACE WATER DESIGN MANUAL 2022 City of Renton Surface Water Design Manual 6/22/2022 D-1 APPENDIX D CONSTRUCTION STORMWATER POLLUTION PREVENTION STANDARDS EROSION AND SEDIMENT CONTROL (ESC) STORMWATER POLLUTION PREVENTION AND SPILL CONTROL (SWPPS) Construction sites have a potential to pollute stormwater by sediment erosion and by ineffective management of onsite construction-related activities and materials storage. 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 CITY OF RENTON SURFACE WATER DESIGN MANUAL 2022 City of Renton Surface Water Design Manual 6/22/2022 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) 6/22/2022 2022 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 season4 is characterized by a large number of low-intensity, but frequent and long-lasting, storms. As a result, construction in the dry season5 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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. CITY OF RENTON SURFACE WATER DESIGN MANUAL 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 to a depth of 2 to 4 inches prior to seeding. 2. Areas that will not be stabilized immediately may be roughened to reduce runoff velocity until seeding takes place. 3. Slopes with a stable rock face do not require roughening. 4. 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 Lake7 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 OF NETS AND BLANKETS FIGURE D.2.1.2.C SLOPE INSTALLATION OF NETS AND BLANKETS 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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. Vertical distance between wattles is not to exceed 10 feet. 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 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 18 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 be reduced as long as the bottom 8 inches of the silt fence fabric 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 minimum 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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' MIN. E X IS T IN G R O A D 1 5 ' M IN .NOTES: D.2.1 ESC MEASURES 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 that prevents discharge to surface water, 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 VMA 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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. Therefore, filter fabric protection is not allowed in the City of Renton. 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. 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 2022 City of Renton Surface Water Design Manual 6/22/2022 D-53 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. 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. 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. SECTION D.2 GENERAL CSWPP REQUIREMENTS 6/22/2022 2022 City of Renton Surface Water Design Manual D-54 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. D.2.1 ESC MEASURES 2022 City of Renton Surface Water Design Manual 6/22/2022 D-55 FIGURE D.2.1.5.E FILTER FABRIC PROTECTION (NOT ALLOWED) FIGURE D.2.1.5.F CATCH BASIN INSERT 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 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 without computation of the peak flow. Otherwise, the peak flow will need to be computed using the approved model with 15-minute timesteps. If no hydrologic analysis is required for the site, the Rational Method described in Section 3.2.1 of the SWDM may be used. 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 SECTION D.2 GENERAL CSWPP REQUIREMENTS 6/22/2022 2022 City of Renton Surface Water Design Manual D-62 that slope drains be constructed of corrugated metal, CPE, or equivalent pipe and installed by hand (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. 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 2022 City of Renton Surface Water Design Manual 6/22/2022 D-63 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 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. SECTION D.2 GENERAL CSWPP REQUIREMENTS 6/22/2022 2022 City of Renton Surface Water Design Manual D-64 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. 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 area below 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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, chutes, pumps, or internals 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 awaiting future concrete pours only. 4. Do not wash out to formed areas awaiting infiltration BMPs. 5. Wash equipment difficult to move, such as concrete pavers in areas that do not directly drain to natural or constructed stormwater conveyances. 6. Do not allow washdown from areas, such as concrete aggregate driveways, to drain directly to natural or constructed stormwater conveyances. 7. 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. 8. Always use forms or solid barriers for concrete pours, such as pilings, within 15-feet of surface waters. 9. Refer to BMPs D.2.2.7 and D.2.2.8 for pH adjustment requirements. 10. 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. D.2.2 SWPPS MEASURES 2022 City of Renton Surface Water Design Manual 6/22/2022 D-73 Maintenance Standards Check containers for holes in the liner daily during concrete pours and repair the same day. 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. SECTION D.2 GENERAL CSWPP REQUIREMENTS 6/22/2022 2022 City of Renton Surface Water Design Manual D-74 Contracts Incorporate requirements for concrete waste management into concrete supplier and subcontractor agreements. 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. D.2.2 SWPPS MEASURES 2022 City of Renton Surface Water Design Manual 6/22/2022 D-75 e) Soil base shall be prepared free of rocks or other debris that may cause tears or holes in the plastic lining material. 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 CO 2 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 cement9. 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 Sites10 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 <https://ecology.wa.gov/Regulations-Permits/Guidance-technical-assistance/Stormwater-permittee-guidance- resources/Emerging-stormwater-treatment-technologies>. D.2.3 CSWPP PERFORMANCE AND COMPLIANCE PROVISIONS 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 areas14 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 areas15 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 6/22/2022 2022 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. Appendix C Site Inspection Form SECTION D.4 REFERENCE SECTION 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 6/22/2022 2022 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 2022 City of Renton Surface Water Design Manual 6/22/2022 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 Construction Stormwater Site Inspection Form Page 1 Project Name 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 D Construction Stormwater General Permit (CSWGP) Issuance Date: November 18, 2020 Effective Date: January 1, 2021 Expiration Date: December 31, 2025 CONSTRUCTION STORMWATER GENERAL PERMIT National Pollutant Discharge Elimination System (NPDES) and State Waste Discharge General Permit for Stormwater Discharges Associated with Construction Activity State of Washington Department of Ecology Olympia, Washington 98504 In compliance with the provisions of Chapter 90.48 Revised Code of Washington (State of Washington Water Pollution Control Act) and Title 33 United States Code, Section 1251 et seq. The Federal Water Pollution Control Act (The Clean Water Act) Until this permit expires, is modified, or revoked, Permittees that have properly obtained coverage under this general permit are authorized to discharge in accordance with the special and general conditions that follow. __________________________________ Vincent McGowan, P.E. Water Quality Program Manager Washington State Department of Ecology Construction Stormwater General Permit Page i TABLE OF CONTENTS LIST OF TABLES .................................................................................................................................. ii SUMMARY OF PERMIT REPORT SUBMITTALS ...................................................................................... 1 SPECIAL CONDITIONS ......................................................................................................................... 3 S1. Permit Coverage .............................................................................................................................. 3 S2. Application Requirements ............................................................................................................... 7 S3. Compliance with Standards ............................................................................................................. 9 S4. Monitoring Requirements, Benchmarks, and Reporting Triggers ................................................. 10 S5. Reporting and Recordkeeping Requirements ................................................................................ 17 S6. Permit Fees .................................................................................................................................... 20 S7. Solid and Liquid Waste Disposal .................................................................................................... 20 S8. Discharges to 303(D) or TMDL Waterbodies ................................................................................. 20 S9. Stormwater Pollution Prevention Plan .......................................................................................... 23 S10. Notice Of Termination ................................................................................................................... 32 GENERAL CONDITIONS ..................................................................................................................... 34 G1. Discharge Violations....................................................................................................................... 34 G2. Signatory Requirements ................................................................................................................ 34 G3. Right of Inspection and Entry ......................................................................................................... 35 G4. General Permit Modification and Revocation ............................................................................... 35 G5. Revocation of Coverage Under tPermit ......................................................................................... 35 G6. Reporting a Cause for Modification ............................................................................................... 36 G7. Compliance with Other Laws and Statutes .................................................................................... 36 G8. Duty to Reapply.............................................................................................................................. 36 G9. Removed Substance ....................................................................................................................... 36 G10. Duty to Provide Information .......................................................................................................... 36 G11. Other Requirements of 40 CFR ...................................................................................................... 37 G12. Additional Monitoring .................................................................................................................... 37 G13. Penalties for Violating Permit Conditions ...................................................................................... 37 G14. Upset .............................................................................................................................................. 37 G15. Property Rights .............................................................................................................................. 37 G16. Duty to Comply .............................................................................................................................. 37 G17. Toxic Pollutants .............................................................................................................................. 38 G18. Penalties for Tampering ................................................................................................................. 38 G19. Reporting Planned Changes ........................................................................................................... 38 G20. Reporting Other Information ......................................................................................................... 38 G21. Reporting Anticipated Non-Compliance ........................................................................................ 38 Construction Stormwater General Permit Page ii G22. Requests to Be Excluded From Coverage Under the Permit ......................................................... 39 G23. Appeals........................................................................................................................................... 39 G24. Severability..................................................................................................................................... 39 G25. Bypass Prohibited .......................................................................................................................... 39 APPENDIX A – DEFINITIONS .............................................................................................................. 42 APPENDIX B – ACRONYMS ................................................................................................................ 50 LIST OF TABLES Table 1 Summary of Required Submittals ................................................................................................ 1 Table 2 Summary of Required On-site Documentation ........................................................................... 2 Table 3 Summary of Primary Monitoring Requirements ....................................................................... 12 Table 4 Monitoring and Reporting Requirements ................................................................................. 14 Table 5 Turbidity, Fine Sediment & Phosphorus Sampling and Limits for 303(d)-Listed Waters ................................................................................................................ 22 Table 6 pH Sampling and Limits for 303(d)-Listed Waters ..................................................................... 22 Construction Stormwater General Permit Page 1 SUMMARY OF PERMIT REPORT SUBMITTALS Refer to the Special and General Conditions within this permit for additional submittal requirements. Appendix A provides a list of definitions. Appendix B provides a list of acronyms. Table 1 Summary of Required Submittals Permit Section Submittal Frequency First Submittal Date S5.A and S8 High Turbidity/Transparency Phone Reporting As Necessary Within 24 hours S5.B Discharge Monitoring Report Monthly* Within 15 days following the end of each month S5.F and S8 Noncompliance Notification – Telephone Notification As necessary Within 24 hours S5.F Noncompliance Notification – Written Report As necessary Within 5 Days of non-compliance S9.D Request for Chemical Treatment Form As necessary Written approval from Ecology is required prior to using chemical treatment (with the exception of dry ice, CO2 or food grade vinegar to adjust pH) G2 Notice of Change in Authorization As necessary G6 Permit Application for Substantive Changes to the Discharge As necessary G8 Application for Permit Renewal 1/permit cycle No later than 180 days before expiration S2.A Notice of Permit Transfer As necessary G19 Notice of Planned Changes As necessary G21 Reporting Anticipated Non-compliance As necessary NOTE: *Permittees must submit electronic Discharge Monitoring Reports (DMRs) to the Washington State Department of Ecology monthly, regardless of site discharge, for the full duration of permit coverage. Refer to Section S5.B of this General Permit for more specific information regarding DMRs. Construction Stormwater General Permit Page 2 Table 2 Summary of Required On-site Documentation Document Title Permit Conditions Permit Coverage Letter See Conditions S2, S5 Construction Stormwater General Permit (CSWGP) See Conditions S2, S5 Site Log Book See Conditions S4, S5 Stormwater Pollution Prevention Plan (SWPPP) See Conditions S5, S9 Site Map See Conditions S5, S9 Construction Stormwater General Permit Page 3 SPECIAL CONDITIONS S1. PERMIT COVERAGE A. Permit Area This Construction Stormwater General Permit (CSWGP) covers all areas of Washington State, except for federal operators and Indian Country as specified in Special Condition S1.E.3 and 4. B. Operators Required to Seek Coverage Under this General Permit 1. Operators of the following construction activities are required to seek coverage under this CSWGP: a. Clearing, grading and/or excavation that results in the disturbance of one or more acres (including off-site disturbance acreage related to construction-support activity as authorized in S1.C.2) and discharges stormwater to surface waters of the State; and clearing, grading and/or excavation on sites smaller than one acre that are part of a larger common plan of development or sale, if the common plan of development or sale will ultimately disturb one acre or more and discharge stormwater to surface waters of the State. i. This category includes forest practices (including, but not limited to, class IV conversions) that are part of a construction activity that will result in the disturbance of one or more acres, and discharge to surface waters of the State (that is, forest practices that prepare a site for construction activities); and b. Any size construction activity discharging stormwater to waters of the State that the Washington State Department of Ecology (Ecology): i. Determines to be a significant contributor of pollutants to waters of the State of Washington. ii. Reasonably expects to cause a violation of any water quality standard. 2. Operators of the following activities are not required to seek coverage under this CSWGP (unless specifically required under Special Condition S1.B.1.b, above): a. Construction activities that discharge all stormwater and non-stormwater to groundwater, sanitary sewer, or combined sewer, and have no point source discharge to either surface water or a storm sewer system that drains to surface waters of the State. b. Construction activities covered under an Erosivity Waiver (Special Condition S1.F). c. Routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility. C. Authorized Discharges 1. Stormwater Associated with Construction Activity. Subject to compliance with the terms and conditions of this permit, Permittees are authorized to discharge stormwater associated with construction activity to surface waters of the State or to a storm sewer system that drains to surface waters of the State. (Note that “surface waters of the Construction Stormwater General Permit Page 4 State” may exist on a construction site as well as off site; for example, a creek running through a site.) 2. Stormwater Associated with Construction Support Activity. This permit also authorizes stormwater discharge from support activities related to the permitted construction site (for example, an on-site portable rock crusher, off-site equipment staging yards, material storage areas, borrow areas, etc.) provided: a. The support activity relates directly to the permitted construction site that is required to have an NPDES permit; and b. The support activity is not a commercial operation serving multiple unrelated construction projects, and does not operate beyond the completion of the construction activity; and c. Appropriate controls and measures are identified in the Stormwater Pollution Prevention Plan (SWPPP) for the discharges from the support activity areas. 3. Non-Stormwater Discharges. The categories and sources of non-stormwater discharges identified below are authorized conditionally, provided the discharge is consistent with the terms and conditions of this permit: a. Discharges from fire-fighting activities. b. Fire hydrant system flushing. c. Potable water, including uncontaminated water line flushing. d. Hydrostatic test water. e. Uncontaminated air conditioning or compressor condensate. f. Uncontaminated groundwater or spring water. g. Uncontaminated excavation dewatering water (in accordance with S9.D.10). h. Uncontaminated discharges from foundation or footing drains. i. Uncontaminated or potable water used to control dust. Permittees must minimize the amount of dust control water used. j. Routine external building wash down that does not use detergents. k. Landscape irrigation water. The SWPPP must adequately address all authorized non-stormwater discharges, except for discharges from fire-fighting activities, and must comply with Special Condition S3. At a minimum, discharges from potable water (including water line flushing), fire hydrant system flushing, and pipeline hydrostatic test water must undergo the following: dechlorination to a concentration of 0.1 parts per million (ppm) or less, and pH adjustment to within 6.5 – 8.5 standard units (su), if necessary. D. Prohibited Discharges The following discharges to waters of the State, including groundwater, are prohibited: Construction Stormwater General Permit Page 5 1. Concrete wastewater 2. Wastewater from washout and clean-up of stucco, paint, form release oils, curing compounds and other construction materials. 3. Process wastewater as defined by 40 Code of Federal Regulations (CFR) 122.2 (See Appendix A of this permit). 4. Slurry materials and waste from shaft drilling, including process wastewater from shaft drilling for construction of building, road, and bridge foundations unless managed according to Special Condition S9.D.9.j. 5. Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance. 6. Soaps or solvents used in vehicle and equipment washing. 7. Wheel wash wastewater, unless managed according to Special Condition S9.D.9. 8. Discharges from dewatering activities, including discharges from dewatering of trenches and excavations, unless managed according to Special Condition S9.D.10. E. Limits on Coverage Ecology may require any discharger to apply for and obtain coverage under an individual permit or another more specific general permit. Such alternative coverage will be required when Ecology determines that this CSWGP does not provide adequate assurance that water quality will be protected, or there is a reasonable potential for the project to cause or contribute to a violation of water quality standards. The following stormwater discharges are not covered by this permit: 1. Post-construction stormwater discharges that originate from the site after completion of construction activities and the site has undergone final stabilization. 2. Non-point source silvicultural activities such as nursery operations, site preparation, reforestation and subsequent cultural treatment, thinning, prescribed burning, pest and fire control, harvesting operations, surface drainage, or road construction and maintenance, from which there is natural runoff as excluded in 40 CFR Subpart 122. 3. Stormwater from any federal operator. 4. Stormwater from facilities located on Indian Country as defined in 18 U.S.C.§1151, except portions of the Puyallup Reservation as noted below. Indian Country includes: a. All land within any Indian Reservation notwithstanding the issuance of any patent, and, including rights-of-way running through the reservation. This includes all federal, tribal, and Indian and non-Indian privately owned land within the reservation. b. All off-reservation Indian allotments, the Indian titles to which have not been extinguished, including rights-of-way running through the same. c. All off-reservation federal trust lands held for Native American Tribes. Construction Stormwater General Permit Page 6 Puyallup Exception: Following the Puyallup Tribes of Indians Land Settlement Act of 1989, 25 U.S.C. §1773; the permit does apply to land within the Puyallup Reservation except for discharges to surface water on land held in trust by the federal government. 5. Stormwater from any site covered under an existing NPDES individual permit in which stormwater management and/or treatment requirements are included for all stormwater discharges associated with construction activity. 6. Stormwater from a site where an applicable Total Maximum Daily Load (TMDL) requirement specifically precludes or prohibits discharges from construction activity. F. Erosivity Waiver Construction site operators may qualify for an Erosivity Waiver from the CSWGP if the following conditions are met: 1. The site will result in the disturbance of fewer than five (5) acres and the site is not a portion of a common plan of development or sale that will disturb five (5) acres or greater. 2. Calculation of Erosivity “R” Factor and Regional Timeframe: a. The project’s calculated rainfall erosivity factor (“R” Factor) must be less than five (5) during the period of construction activity, (See the CSWGP homepage http://www.ecy.wa.gov/programs/wq/stormwater/construction/index.html for a link to the EPA’s calculator and step by step instructions on computing the “R” Factor in the EPA Erosivity Waiver Fact Sheet). The period of construction activity starts when the land is first disturbed and ends with final stabilization. In addition: b. The entire period of construction activity must fall within the following timeframes: i. For sites west of the Cascades Crest: June 15 – September 15. ii. For sites east of the Cascades Crest, excluding the Central Basin: June 15 – October 15. iii. For sites east of the Cascades Crest, within the Central Basin: no timeframe restrictions apply. The Central Basin is defined as the portions of Eastern Washington with mean annual precipitation of less than 12 inches. For a map of the Central Basin (Average Annual Precipitation Region 2), refer to: http://www.ecy.wa.gov/programs/wq/stormwater/construction/resourcesguida nce.html. 3. Construction site operators must submit a complete Erosivity Waiver certification form at least one week before disturbing the land. Certification must include statements that the operator will: a. Comply with applicable local stormwater requirements; and b. Implement appropriate erosion and sediment control BMPs to prevent violations of water quality standards. 4. This waiver is not available for facilities declared significant contributors of pollutants as defined in Special Condition S1.B.1.b or for any size construction activity that could Construction Stormwater General Permit Page 7 reasonably expect to cause a violation of any water quality standard as defined in Special Condition S1.B.1.b.ii. 5. This waiver does not apply to construction activities which include non-stormwater discharges listed in Special Condition S1.C.3. 6. If construction activity extends beyond the certified waiver period for any reason, the operator must either: a. Recalculate the rainfall erosivity “R” factor using the original start date and a new projected ending date and, if the “R” factor is still under 5 and the entire project falls within the applicable regional timeframe in Special Condition S1.F.2.b, complete and submit an amended waiver certification form before the original waiver expires; or b. Submit a complete permit application to Ecology in accordance with Special Condition S2.A and B before the end of the certified waiver period. S2. APPLICATION REQUIREMENTS A. Permit Application Forms 1. Notice of Intent Form a. Operators of new or previously unpermitted construction activities must submit a complete and accurate permit application (Notice of Intent, or NOI) to Ecology. b. Operators must apply using the electronic application form (NOI) available on Ecology’s website (http://ecy.wa.gov/programs/wq/stormwater/construction/index.html). Permittees unable to submit electronically (for example, those who do not have an internet connection) must contact Ecology to request a waiver and obtain instructions on how to obtain a paper NOI. Department of Ecology Water Quality Program - Construction Stormwater PO Box 47696 Olympia, Washington 98504-7696 c. The operator must submit the NOI at least 60 days before discharging stormwater from construction activities and must submit it prior to the date of the first public notice (See Special Condition S2.B, below, for details). The 30-day public comment period begins on the publication date of the second public notice. Unless Ecology responds to the complete application in writing, coverage under the general permit will automatically commence on the 31st day following receipt by Ecology of a completed NOI, or the issuance date of this permit, whichever is later; unless Ecology specifies a later date in writing as required by WAC173-226-200(2). See S8.B for Limits on Coverage for New Discharges to TMDL or 303(d)-Listed Waters. d. If an applicant intends to use a Best Management Practice (BMP) selected on the basis of Special Condition S9.C.4 (“demonstrably equivalent” BMPs), the applicant must notify Ecology of its selection as part of the NOI. In the event the applicant selects BMPs after submission of the NOI, the applicant must provide notice of the Construction Stormwater General Permit Page 8 selection of an equivalent BMP to Ecology at least 60 days before intended use of the equivalent BMP. e. Applicants must notify Ecology if they are aware of contaminated soils and/or groundwater associated with the construction activity. Provide detailed information with the NOI (as known and readily available) on the nature and extent of the contamination (concentrations, locations, and depth), as well as pollution prevention and/or treatment BMPs proposed to control the discharge of soil and/or groundwater contaminants in stormwater. Examples of such detail may include, but are not limited to: i. List or table of all known contaminants with laboratory test results showing concentration and depth, ii. Map with sample locations, iii. Related portions of the Stormwater Pollution Prevention Plan (SWPPP) that address the management of contaminated and potentially contaminated construction stormwater and dewatering water, iv. Dewatering plan and/or dewatering contingency plan. 2. Transfer of Coverage Form The Permittee can transfer current coverage under this permit to one or more new operators, including operators of sites within a Common Plan of Development, provided: i. The Permittee submits a complete Transfer of Coverage Form to Ecology, signed by the current and new discharger and containing a specific date for transfer of permit responsibility, coverage and liability (including any Administrative Orders associated with the permit); and ii. Ecology does not notify the current discharger and new discharger of intent to revoke coverage under the general permit. If this notice is not given, the transfer is effective on the date specified in the written agreement. When a current discharger (Permittee) transfers a portion of a permitted site, the current discharger must also indicate the remaining permitted acreage after the transfer. Transfers do not require public notice. 3. Modification of Coverage Form Permittees must notify Ecology regarding any changes to the information provided on the NOI by submitting an Update/Modification of Permit Coverage form in accordance with General Conditions G6 and G19. Examples of such changes include, but are not limited to: i. Changes to the Permittee’s mailing address, ii. Changes to the on-site contact person information, and iii. Changes to the area/acreage affected by construction activity. Construction Stormwater General Permit Page 9 B. Public Notice For new or previously unpermitted construction activities, the applicant must publish a public notice at least one time each week for two consecutive weeks, at least 7 days apart, in a newspaper with general circulation in the county where the construction is to take place. The notice must be run after the NOI has been submitted and must contain: 1. A statement that “The applicant is seeking coverage under the Washington State Department of Ecology’s Construction Stormwater NPDES and State Waste Discharge General Permit.” 2. The name, address, and location of the construction site. 3. The name and address of the applicant. 4. The type of construction activity that will result in a discharge (for example, residential construction, commercial construction, etc.), and the total number of acres to be disturbed over the lifetime of the project. 5. The name of the receiving water(s) (that is, the surface water(s) to which the site will discharge), or, if the discharge is through a storm sewer system, the name of the operator of the system and the receiving water(s) the system discharges to. 6. The statement: Any persons desiring to present their views to the Washington State Department of Ecology regarding this application, or interested in Ecology’s action on this application, may notify Ecology in writing no later than 30 days of the last date of publication of this notice. Ecology reviews public comments and considers whether discharges from this project would cause a measurable change in receiving water quality, and, if so, whether the project is necessary and in the overriding public interest according to Tier II antidegradation requirements under WAC 173-201A-320. Comments can be submitted to: Department of Ecology, PO Box 47696, Olympia, Washington 98504-7696 Attn: Water Quality Program, Construction Stormwater. S3. COMPLIANCE WITH STANDARDS A. Discharges must not cause or contribute to a violation of surface water quality standards (Chapter 173-201A WAC), groundwater quality standards (Chapter 173-200 WAC), sediment management standards (Chapter 173-204 WAC), and human health-based criteria in the Federal water quality criteria applicable to Washington. (40 CFR Part 131.45) Discharges that are not in compliance with these standards are prohibited. B. Prior to the discharge of stormwater and non-stormwater to waters of the State, the Permittee must apply All Known, Available, and Reasonable methods of prevention, control, and Treatment (AKART). This includes the preparation and implementation of an adequate SWPPP, with all appropriate BMPs installed and maintained in accordance with the SWPPP and the terms and conditions of this permit. C. Ecology presumes that a Permittee complies with water quality standards unless discharge monitoring data or other site-specific information demonstrates that a discharge causes or contributes to a violation of water quality standards, when the Permittee complies with the following conditions. The Permittee must fully: Construction Stormwater General Permit Page 10 1. Comply with all permit conditions, including; planning, sampling, monitoring, reporting, and recordkeeping conditions. 2. Implement stormwater BMPs contained in stormwater management manuals published or approved by Ecology, or BMPs that are demonstrably equivalent to BMPs contained in stormwater management manuals published or approved by Ecology, including the proper selection, implementation, and maintenance of all applicable and appropriate BMPs for on-site pollution control. (For purposes of this section, the stormwater manuals listed in Appendix 10 of the Phase I Municipal Stormwater Permit are approved by Ecology.) D. Where construction sites also discharge to groundwater, the groundwater discharges must also meet the terms and conditions of this CSWGP. Permittees who discharge to groundwater through an injection well must also comply with any applicable requirements of the Underground Injection Control (UIC) regulations, Chapter 173-218 WAC. S4. MONITORING REQUIREMENTS, BENCHMARKS, AND REPORTING TRIGGERS A. Site Log Book The Permittee must maintain a site log book that contains a record of the implementation of the SWPPP and other permit requirements, including the installation and maintenance of BMPs, site inspections, and stormwater monitoring. B. Site Inspections Construction sites one (1) acre or larger that discharge stormwater to surface waters of the State must have site inspections conducted by a Certified Erosion and Sediment Control Lead (CESCL). Sites less than one (1) acre may have a person without CESCL certification conduct inspections. (See Special Conditions S4.B.3 and B.4, below, for detailed requirements of the Permittee’s CESCL.) Site inspections must include all areas disturbed by construction activities, all BMPs, and all stormwater discharge points under the Permittee’s operational control. 1. The Permittee must have staff knowledgeable in the principles and practices of erosion and sediment control. The CESCL (sites one acre or more) or inspector (sites less than one acre) must have the skills to assess the: a. Site conditions and construction activities that could impact the quality of stormwater; and b. Effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. The SWPPP must identify the CESCL or inspector, who must be present on site or on-call at all times. The CESCL (sites one (1) acre or more) must obtain this certification through an approved erosion and sediment control training program that meets the minimum training standards established by Ecology. (See BMP C160 in the manual, referred to in Special Condition S9.C.1 and 2.) 2. The CESCL or inspector must examine stormwater visually for the presence of suspended sediment, turbidity, discoloration, and oil sheen. BMP effectiveness must be evaluated to Construction Stormwater General Permit Page 11 determine if it is necessary to install, maintain, or repair BMPs to improve the quality of stormwater discharges. Based on the results of the inspection, the Permittee must correct the problems identified, by: a. Reviewing the SWPPP for compliance with Special Condition S9 and making appropriate revisions within 7 days of the inspection. b. Immediately beginning the process of fully implementing and maintaining appropriate source control and/or treatment BMPs, within 10 days of the inspection. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when an extension is requested by a Permittee within the initial 10-day response period. c. Documenting BMP implementation and maintenance in the site log book. 3. 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 (1) day do not require daily inspections. For example, if a stormwater pond discharges continuously over the course of a week, only one (1) inspection is required that week.) Inspection frequency may be reduced to once every calendar month for inactive sites that are temporarily stabilized. 4. The Permittee must summarize the results of each inspection in an inspection report or checklist and enter the report/checklist into, or attach it to, the site log book. At a minimum, each inspection report or checklist must include: a. Inspection date and time. b. Weather information. c. The general conditions during inspection. d. The approximate amount of precipitation since the last inspection. e. The approximate amount of precipitation within the last 24 hours. f. A summary or list of all implemented BMPs, including observations of all erosion/sediment control structures or practices. g. A description of: i. BMPs inspected (including location). ii. BMPs that need maintenance and why. iii. BMPs that failed to operate as designed or intended, and iv. Where additional or different BMPs are needed, and why. h. A description of stormwater discharged from the site. The Permittee must note the presence of suspended sediment, turbidity, discoloration, and oil sheen, as applicable. Construction Stormwater General Permit Page 12 i. Any water quality monitoring performed during inspection. j. General comments and notes, including a brief description of any BMP repairs, maintenance, or installations made following the inspection. k. An implementation schedule for the remedial actions that the Permittee plans to take if the site inspection indicates that the site is out of compliance. The remedial actions taken must meet the requirements of the SWPPP and the permit. l. A summary report of the inspection. m. The name, title, and signature of the person conducting the site inspection, a phone number or other reliable method to reach this person, and the following statement: I certify that this report is true, accurate, and complete to the best of my knowledge and belief. Table 3 Summary of Primary Monitoring Requirements Size of Soil Disturbance 1 Weekly Site Inspections Weekly Sampling w/ Turbidity Meter Weekly Sampling w/ Transparency Tube Weekly pH Sampling 2 CESCL Required for Inspections? Sites that disturb less than 1 acre, but are part of a larger Common Plan of Development Required Not Required Not Required Not Required No Sites that disturb 1 acre or more, but fewer than 5 acres Required Sampling Required – either method 3 Required Yes Sites that disturb 5 acres or more Required Required Not Required 4 Required Yes 1 Soil disturbance is calculated by adding together all areas that will be affected by construction activity. Construction activity means clearing, grading, excavation, and any other activity that disturbs the surface of the land, including ingress/egress from the site. 2 If construction activity results in the disturbance of 1 acre or more, and involves significant concrete work (1,000 cubic yards of concrete or recycled concrete placed or poured over the life of a project) or the use of engineered soils (soil amendments including but not limited to Portland cement-treated base [CTB], cement kiln dust [CKD], or fly ash), and stormwater from the affected area drains to surface waters of the State or to a storm sewer stormwater collection system that drains to other surface waters of the State, the Permittee must conduct pH sampling in accordance with Special Condition S4.D. 3 Sites with one or more acres, but fewer than 5 acres of soil disturbance, must conduct turbidity or transparency sampling in accordance with Special Condition S4.C.4.a or b. 4 Sites equal to or greater than 5 acres of soil disturbance must conduct turbidity sampling using a turbidity meter in accordance with Special Condition S4.C.4.a. Construction Stormwater General Permit Page 13 C. Turbidity/Transparency Sampling Requirements 1. Sampling Methods a. If construction activity involves the disturbance of five (5) acres or more, the Permittee must conduct turbidity sampling per Special Condition S4.C.4.a, below. b. If construction activity involves one (1) acre or more but fewer than five (5) acres of soil disturbance, the Permittee must conduct either transparency sampling or turbidity sampling per Special Condition S4.C.4.a or b, below. 2. Sampling Frequency a. The Permittee must sample all discharge points at least once every calendar week when stormwater (or authorized non-stormwater) discharges from the site or enters any on-site surface waters of the state (for example, a creek running through a site); sampling is not required on sites that disturb less than an acre. b. Samples must be representative of the flow and characteristics of the discharge. c. Sampling is not required when there is no discharge during a calendar week. d. Sampling is not required outside of normal working hours or during unsafe conditions. e. If the Permittee is unable to sample during a monitoring period, the Permittee must include a brief explanation in the monthly Discharge Monitoring Report (DMR). f. Sampling is not required before construction activity begins. g. The Permittee may reduce the sampling frequency for temporarily stabilized, inactive sites to once every calendar month. 3. Sampling Locations a. Sampling is required at all points where stormwater associated with construction activity (or authorized non-stormwater) is discharged off site, including where it enters any on-site surface waters of the state (for example, a creek running through a site). b. The Permittee may discontinue sampling at discharge points that drain areas of the project that are fully stabilized to prevent erosion. c. The Permittee must identify all sampling point(s) in the SWPPP and on the site map and clearly mark these points in the field with a flag, tape, stake or other visible marker. d. Sampling is not required for discharge that is sent directly to sanitary or combined sewer systems. e. The Permittee may discontinue sampling at discharge points in areas of the project where the Permittee no longer has operational control of the construction activity. Construction Stormwater General Permit Page 14 4. Sampling and Analysis Methods a. The Permittee performs turbidity analysis with a calibrated turbidity meter (turbidimeter) either on site or at an accredited lab. The Permittee must record the results in the site log book in nephelometric turbidity units (NTUs). b. The Permittee performs transparency analysis on site with a 1¾ inch diameter, 60 centimeter (cm)-long transparency tube. The Permittee will record the results in the site log book in centimeters (cm). Table 4 Monitoring and Reporting Requirements Parameter Unit Analytical Method Sampling Frequency Benchmark Value Turbidity NTU SM2130 Weekly, if discharging 25 NTUs Transparency Cm Manufacturer instructions, or Ecology guidance Weekly, if discharging 33 cm 5. Turbidity/Transparency Benchmark Values and Reporting Triggers The benchmark value for turbidity is 25 NTUs. The benchmark value for transparency is 33 centimeters (cm). Note: Benchmark values do not apply to discharges to segments of water bodies on Washington State’s 303(d) list (Category 5) for turbidity, fine sediment, or phosphorus; these discharges are subject to a numeric effluent limit for turbidity. Refer to Special Condition S8 for more information and follow S5.F – Noncompliance Notification for reporting requirements applicable to discharges which exceed the numeric effluent limit for turbidity. a. Turbidity 26 – 249 NTUs, or Transparency 32 – 7 cm: If the discharge turbidity is 26 to 249 NTUs; or if discharge transparency is 32 to 7 cm, the Permittee must: i. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs, and no later than 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. ii. Review the SWPPP for compliance with Special Condition S9 and make appropriate revisions within 7 days of the date the discharge exceeded the benchmark. iii. Document BMP implementation and maintenance in the site log book. b. Turbidity 250 NTUs or greater, or Transparency 6 cm or less: If a discharge point’s turbidity is 250 NTUs or greater, or if discharge transparency is less than or equal to 6 cm, the Permittee must complete the reporting and adaptive Construction Stormwater General Permit Page 15 management process described below. For discharges which are subject to a numeric effluent limit for turbidity, see S5.F – Noncompliance Notification. i. Within 24 hours, telephone or submit an electronic report to the applicable Ecology Region’s Environmental Report Tracking System (ERTS) number (or through Ecology’s Water Quality Permitting Portal [WQWebPortal] – Permit Submittals when the form is available), in accordance with Special Condition S5.A. • Central Region (Okanogan, Chelan, Douglas, Kittitas, Yakima, Klickitat, Benton): (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 (Kitsap, Snohomish, Island, King, San Juan, Skagit, Whatcom): (425) 649-7000 • Southwest Region (Grays Harbor, Lewis, Mason, Thurston, Pierce, Clark, Cowlitz, Skamania, Wahkiakum, Clallam, Jefferson, Pacific): (360) 407-6300 These numbers and a link to the ERTS reporting page are also listed at the following website: http://www.ecy.wa.gov/programs/wq/stormwater/construction/index.html. ii. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible, addressing 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. iii. Sample discharges daily until: a) Turbidity is 25 NTUs (or lower); or b) Transparency is 33 cm (or greater); or c) The Permittee has demonstrated compliance with the water quality standard for turbidity: 1) No more than 5 NTUs over background turbidity, if background is less than 50 NTUs, or 2) No more than 10% over background turbidity, if background is 50 NTUs or greater; or *Note: background turbidity in the receiving water must be measured immediately upstream (upgradient) or outside of the area of influence of the discharge. d) The discharge stops or is eliminated. iv. Review the SWPPP for compliance with Special Condition S9 and make appropriate revisions within seven (7) days of the date the discharge exceeded the benchmark. Construction Stormwater General Permit Page 16 v. Document BMP implementation and maintenance in the site log book. Compliance with these requirements does not relieve the Permittee from responsibility to maintain continuous compliance with permit benchmarks. D. pH Sampling Requirements – Significant Concrete Work or Engineered Soils If construction activity results in the disturbance of 1 acre or more, and involves significant concrete work (significant concrete work means greater than 1000 cubic yards placed or poured concrete or recycled concrete used over the life of a project) or the use of engineered soils (soil amendments including but not limited to Portland cement-treated base [CTB], cement kiln dust [CKD], or fly ash), and stormwater from the affected area drains to surface waters of the State or to a storm sewer system that drains to surface waters of the State, the Permittee must conduct pH sampling as set forth below. Note: In addition, discharges to segments of water bodies on Washington State’s 303(d) list (Category 5) for high pH are subject to a numeric effluent limit for pH; refer to Special Condition S8. 1. The Permittee must perform pH analysis on site with a calibrated pH meter, pH test kit, or wide range pH indicator paper. The Permittee must record pH sampling results in the site log book. 2. During the applicable pH monitoring period defined below, the Permittee must obtain a representative sample of stormwater and conduct pH analysis at least once per week. a. For sites with significant concrete work, the Permittee must begin the pH sampling period when the concrete is first placed or poured and exposed to precipitation, and continue weekly throughout and after the concrete placement, pour and curing period, until stormwater pH is in the range of 6.5 to 8.5 (su). b. For sites with recycled concrete where monitoring is required, the Permittee must begin the weekly pH sampling period when the recycled concrete is first exposed to precipitation and must continue until the recycled concrete is fully stabilized with the stormwater pH in the range of 6.5 to 8.5 (su). c. For sites with engineered soils, the Permittee must begin the pH sampling period when the soil amendments are first exposed to precipitation and must continue until the area of engineered soils is fully stabilized. 3. The Permittee must sample pH in the sediment trap/pond(s) or other locations that receive stormwater runoff from the area of significant concrete work or engineered soils before the stormwater discharges to surface waters. 4. The benchmark value for pH is 8.5 standard units. Anytime sampling indicates that pH is 8.5 or greater, the Permittee must either: a. Prevent the high pH water (8.5 or above) from entering storm sewer systems or surface waters of the state; or b. If necessary, adjust or neutralize the high pH water until it is in the range of pH 6.5 to 8.5 (su) using an appropriate treatment BMP such as carbon dioxide (CO2) sparging, dry ice or food grade vinegar. The Permittee must obtain written approval from Ecology before using any form of chemical treatment other than CO2 sparging, dry ice or food grade vinegar. Construction Stormwater General Permit Page 17 S5. REPORTING AND RECORDKEEPING REQUIREMENTS A. High Turbidity Reporting Anytime sampling performed in accordance with Special Condition S4.C indicates turbidity has reached the 250 NTUs or more (or transparency less than or equal to 6 cm), high turbidity reporting level, the Permittee must notify Ecology within 24 hours of analysis either by calling the applicable Ecology Region’s Environmental Report Tracking System (ERTS) number by phone or by submitting an electronic ERTS report (through Ecology’s Water Quality Permitting Portal (WQWebPortal) – Permit Submittals when the form is available). See the CSWGP website for links to ERTS and the WQWebPortal. (http://www.ecy.wa.gov/programs/wq/stormwater/ construction/index.html) Also, see phone numbers in Special Condition S4.C.5.b.i. B. Discharge Monitoring Reports (DMRs) Permittees required to conduct water quality sampling in accordance with Special Conditions S4.C (Turbidity/Transparency), S4.D (pH), S8 (303[d]/TMDL sampling), and/or G12 (Additional Sampling) must submit the results to Ecology. Permittees must submit monitoring data using Ecology's WQWebDMR web application accessed through Ecology’s Water Quality Permitting Portal. Permittees unable to submit electronically (for example, those who do not have an internet connection) must contact Ecology to request a waiver and obtain instructions on how to obtain a paper copy DMR at: Department of Ecology Water Quality Program - Construction Stormwater PO Box 47696 Olympia, WA 98504-7696 Permittees who obtain a waiver not to use WQWebDMR must use the forms provided to them by Ecology; submittals must be mailed to the address above. Permittees must submit DMR forms to be received by Ecology within 15 days following the end of each month. If there was no discharge during a given monitoring period, all Permittees must submit a DMR as required with “no discharge” entered in place of the monitoring results. DMRs are required for the full duration of permit coverage (from the first full month following the effective date of permit coverage up until Ecology has approved termination of the coverage). For more information, contact Ecology staff using information provided at the following website: www.ecy.wa.gov/programs/wq/permits/paris/contacts.html. C. Records Retention The Permittee must retain records of all monitoring information (site log book, sampling results, inspection reports/checklists, etc.), Stormwater Pollution Prevention Plan, copy of the permit coverage letter (including Transfer of Coverage documentation) and any other documentation of compliance with permit requirements for the entire life of the construction project and for a minimum of five (5) years following the termination of permit coverage. Such information must include all calibration and maintenance records, and records of all data used to complete the application for this permit. This period of retention must be extended during Construction Stormwater General Permit Page 18 the course of any unresolved litigation regarding the discharge of pollutants by the Permittee or when requested by Ecology. D. Recording Results For each measurement or sample taken, the Permittee must record the following information: 1. Date, place, method, and time of sampling or measurement. 2. The first and last name of the individual who performed the sampling or measurement. 3. The date(s) the analyses were performed. 4. The first and last name of the individual who performed the analyses. 5. The analytical techniques or methods used. 6. The results of all analyses. E. Additional Monitoring by the Permittee If the Permittee samples or monitors any pollutant more frequently than required by this permit using test procedures specified by Special Condition S4 of this permit, the sampling results for this monitoring must be included in the calculation and reporting of the data submitted in the Permittee’s DMR. F. Noncompliance Notification In the event the Permittee is unable to comply with any part of the terms and conditions of this permit, and the resulting noncompliance may cause a threat to human health or the environment (such as but not limited to spills or fuels or other materials, catastrophic pond or slope failure, and discharges that violate water quality standards), or exceed numeric effluent limitations (see S8 – Discharges to 303(d) or TMDL Waterbodies), the Permittee must, upon becoming aware of the circumstance: 1. Notify Ecology within 24 hours of the failure to comply by calling the applicable Regional office ERTS phone number (refer to Special Condition S4.C.5.b.i, or go to https://ecology.wa.gov/About-us/Get-involved/Report-an-environmental-issue to find contact information for the regional offices.) 2. Immediately take action to prevent the discharge/pollution, or otherwise stop or correct the noncompliance, and, if applicable, repeat sampling and analysis of any noncompliance immediately and submit the results to Ecology within five (5) days of becoming aware of the violation (See S5.F.3, below, for details on submitting results in a report). 3. Submit a detailed written report to Ecology within five (5) days of the time the Permittee becomes aware of the circumstances, unless requested earlier by Ecology. The report must be submitted using Ecology’s Water Quality Permitting Portal (WQWebPortal) – Permit Submittals, unless a waiver from electronic reporting has been granted according to S5.B. The report must contain a description of the noncompliance, including exact dates and times, and if the noncompliance has not been corrected, the anticipated time it is expected to continue; and the steps taken or planned to reduce, eliminate, and prevent reoccurrence of the noncompliance. Construction Stormwater General Permit Page 19 The Permittee must report any unanticipated bypass and/or upset that exceeds any effluent limit in the permit in accordance with the 24-hour reporting requirement contained in 40 C.F.R. 122.41(l)(6). Compliance with these requirements does not relieve the Permittee from responsibility to maintain continuous compliance with the terms and conditions of this permit or the resulting liability for failure to comply. Upon request of the Permittee, Ecology may waive the requirement for a written report on a case-by-case basis, if the immediate notification is received by Ecology within 24 hours. G. Access to Plans and Records 1. The Permittee must retain the following permit documentation (plans and records) on site, or within reasonable access to the site, for use by the operator or for on-site review by Ecology or the local jurisdiction: a. General Permit b. Permit Coverage Letter c. Stormwater Pollution Prevention Plan (SWPPP) d. Site Log Book e. Erosivity Waiver (if applicable) 2. The Permittee must address written requests for plans and records listed above (Special Condition S5.G.1) as follows: a. The Permittee must provide a copy of plans and records to Ecology within 14 days of receipt of a written request from Ecology. b. The Permittee must provide a copy of plans and records to the public when requested in writing. Upon receiving a written request from the public for the Permittee’s plans and records, the Permittee must either: i. Provide a copy of the plans and records to the requester within 14 days of a receipt of the written request; or ii. Notify the requester within 10 days of receipt of the written request of the location and times within normal business hours when the plans and records may be viewed; and provide access to the plans and records within 14 days of receipt of the written request; or Within 14 days of receipt of the written request, the Permittee may submit a copy of the plans and records to Ecology for viewing and/or copying by the requester at an Ecology office, or a mutually agreed location. If plans and records are viewed and/or copied at a location other than at an Ecology office, the Permittee will provide reasonable access to copying services for which a reasonable fee may be charged. The Permittee must notify the requester within 10 days of receipt of the request where the plans and records may be viewed and/or copied. Construction Stormwater General Permit Page 20 S6. PERMIT FEES The Permittee must pay permit fees assessed by Ecology. Fees for stormwater discharges covered under this permit are established by Chapter 173-224 WAC. Ecology continues to assess permit fees until the permit is terminated in accordance with Special Condition S10 or revoked in accordance with General Condition G5. S7. SOLID AND LIQUID WASTE DISPOSAL The Permittee must handle and dispose of solid and liquid wastes generated by construction activity, such as demolition debris, construction materials, contaminated materials, and waste materials from maintenance activities, including liquids and solids from cleaning catch basins and other stormwater facilities, in accordance with: A. Special Condition S3, Compliance with Standards. B. WAC 173-216-110. C. Other applicable regulations. S8. DISCHARGES TO 303(d) OR TMDL WATERBODIES A. Sampling and Numeric Effluent Limits For Certain Discharges to 303(d)-Listed Water Bodies 1. Permittees who discharge to segments of water bodies listed as impaired by the State of Washington under Section 303(d) of the Clean Water Act for turbidity, fine sediment, high pH, or phosphorus, must conduct water quality sampling according to the requirements of this section, and Special Conditions S4.C.2.b-f and S4.C.3.b-d, and must comply with the applicable numeric effluent limitations in S8.C and S8.D. 2. All references and requirements associated with Section 303(d) of the Clean Water Act mean the most current listing by Ecology of impaired waters (Category 5) that exists on January 1, 2021, or the date when the operator’s complete permit application is received by Ecology, whichever is later. B. Limits on Coverage for New Discharges to TMDL or 303(d)-Listed Waters Construction sites that discharge to a TMDL or 303(d)-listed waterbody are not eligible for coverage under this permit unless the operator: Construction Stormwater General Permit Page 21 1. Prevents exposing stormwater to pollutants for which the waterbody is impaired, and retains documentation in the SWPPP that details procedures taken to prevent exposure on site; or 2. Documents that the pollutants for which the waterbody is impaired are not present at the site, and retains documentation of this finding within the SWPPP; or 3. Provides Ecology with data indicating the discharge is not expected to cause or contribute to an exceedance of a water quality standard, and retains such data on site with the SWPPP. The operator must provide data and other technical information to Ecology that sufficiently demonstrate: a. For discharges to waters without an EPA-approved or -established TMDL, that the discharge of the pollutant for which the water is impaired will meet in-stream water quality criteria at the point of discharge to the waterbody; or b. For discharges to waters with an EPA-approved or -established TMDL, that there is sufficient remaining wasteload allocation in the TMDL to allow construction stormwater discharge and that existing dischargers to the waterbody are subject to compliance schedules designed to bring the waterbody into attainment with water quality standards. Operators of construction sites are eligible for coverage under this permit only after Ecology makes an affirmative determination that the discharge will not cause or contribute to the existing impairment or exceed the TMDL. C. Sampling and Numeric Effluent Limits for Discharges to Water Bodies on the 303(d) List for Turbidity, Fine Sediment, or Phosphorus 1. Permittees who discharge to segments of water bodies on the 303(d) list (Category 5) for turbidity, fine sediment, or phosphorus must conduct turbidity sampling in accordance with Special Condition S4.C.2 and comply with either of the numeric effluent limits noted in Table 5 below. 2. As an alternative to the 25 NTUs effluent limit noted in Table 5 below (applied at the point where stormwater [or authorized non-stormwater] is discharged off-site), Permittees may choose to comply with the surface water quality standard for turbidity. The standard is: no more than 5 NTUs over background turbidity when the background turbidity is 50 NTUs or less, or no more than a 10% increase in turbidity when the background turbidity is more than 50 NTUs. In order to use the water quality standard requirement, the sampling must take place at the following locations: a. Background turbidity in the 303(d)-listed receiving water immediately upstream (upgradient) or outside the area of influence of the discharge. b. Turbidity at the point of discharge into the 303(d)-listed receiving water, inside the area of influence of the discharge. 3. Discharges that exceed the numeric effluent limit for turbidity constitute a violation of this permit. 4. Permittees whose discharges exceed the numeric effluent limit must sample discharges daily until the violation is corrected and comply with the non-compliance notification requirements in Special Condition S5.F. Construction Stormwater General Permit Page 22 Table 5 Turbidity, Fine Sediment & Phosphorus Sampling and Limits for 303(d)-Listed Waters Parameter identified in 303(d) listing Parameter Sampled Unit Analytical Method Sampling Frequency Numeric Effluent Limit1 • Turbidity • Fine Sediment • Phosphorus Turbidity NTU SM2130 Weekly, if discharging 25 NTUs, at the point where stormwater is discharged from the site; OR In compliance with the surface water quality standard for turbidity (S8.C.2.a) 1 Permittees subject to a numeric effluent limit for turbidity may, at their discretion, choose either numeric effluent limitation based on site-specific considerations including, but not limited to, safety, access and convenience. D. Discharges to Water Bodies on the 303(d) List for High pH 1. Permittees who discharge to segments of water bodies on the 303(d) list (Category 5) for high pH must conduct pH sampling in accordance with the table below, and comply with the numeric effluent limit of pH 6.5 to 8.5 su (Table 6). Table 6 pH Sampling and Limits for 303(d)-Listed Waters Parameter identified in 303(d) listing Parameter Sampled/Units Analytical Method Sampling Frequency Numeric Effluent Limit High pH pH /Standard Units pH meter Weekly, if discharging In the range of 6.5 – 8.5 su 2. At the Permittee’s discretion, compliance with the limit shall be assessed at one of the following locations: a. Directly in the 303(d)-listed waterbody segment, inside the immediate area of influence of the discharge; or b. Alternatively, the Permittee may measure pH at the point where the discharge leaves the construction site, rather than in the receiving water. 3. Discharges that exceed the numeric effluent limit for pH (outside the range of 6.5 – 8.5 su) constitute a violation of this permit. 4. Permittees whose discharges exceed the numeric effluent limit must sample discharges daily until the violation is corrected and comply with the non-compliance notification requirements in Special Condition S5.F. E. Sampling and Limits for Sites Discharging to Waters Covered by a TMDL or another Pollution Control Plan Construction Stormwater General Permit Page 23 1. Discharges to a waterbody that is subject to a Total Maximum Daily Load (TMDL) for turbidity, fine sediment, high pH, or phosphorus must be consistent with the TMDL. Refer to http://www.ecy.wa.gov/programs/wq/tmdl/TMDLsbyWria/TMDLbyWria.html for more information on TMDLs. a. Where an applicable TMDL sets specific waste load allocations or requirements for discharges covered by this permit, discharges must be consistent with any specific waste load allocations or requirements established by the applicable TMDL. i. The Permittee must sample discharges weekly, unless otherwise specified by the TMDL, to evaluate compliance with the specific waste load allocations or requirements. ii. Analytical methods used to meet the monitoring requirements must conform to the latest revision of the Guidelines Establishing Test Procedures for the Analysis of Pollutants contained in 40 CFR Part 136. iii. Turbidity and pH methods need not be accredited or registered unless conducted at a laboratory which must otherwise be accredited or registered. b. Where an applicable TMDL has established a general waste load allocation for construction stormwater discharges, but has not identified specific requirements, compliance with Special Conditions S4 (Monitoring) and S9 (SWPPPs) will constitute compliance with the approved TMDL. c. Where an applicable TMDL has not specified a waste load allocation for construction stormwater discharges, but has not excluded these discharges, compliance with Special Conditions S4 (Monitoring) and S9 (SWPPPs) will constitute compliance with the approved TMDL. d. Where an applicable TMDL specifically precludes or prohibits discharges from construction activity, the operator is not eligible for coverage under this permit. S9. STORMWATER POLLUTION PREVENTION PLAN The Permittee must prepare and properly implement an adequate Stormwater Pollution Prevention Plan (SWPPP) for construction activity in accordance with the requirements of this permit beginning with initial soil disturbance and until final stabilization. A. The Permittee’s SWPPP must meet the following objectives: 1. To identify best management practices (BMPs) which prevent erosion and sedimentation, and to reduce, eliminate or prevent stormwater contamination and water pollution from construction activity. 2. To prevent violations of surface water quality, groundwater quality, or sediment management standards. 3. To control peak volumetric flow rates and velocities of stormwater discharges. Construction Stormwater General Permit Page 24 B. General Requirements 1. The SWPPP must include a narrative and drawings. All BMPs must be clearly referenced in the narrative and marked on the drawings. The SWPPP narrative must include documentation to explain and justify the pollution prevention decisions made for the project. Documentation must include: a. Information about existing site conditions (topography, drainage, soils, vegetation, etc.). b. Potential erosion problem areas. c. The 13 elements of a SWPPP in Special Condition S9.D.1-13, including BMPs used to address each element. d. Construction phasing/sequence and general BMP implementation schedule. e. The actions to be taken if BMP performance goals are not achieved—for example, a contingency plan for additional treatment and/or storage of stormwater that would violate the water quality standards if discharged. f. Engineering calculations for ponds, treatment systems, and any other designed structures. When a treatment system requires engineering calculations, these calculations must be included in the SWPPP. Engineering calculations do not need to be included in the SWPPP for treatment systems that do not require such calculations. 2. The Permittee must modify the SWPPP if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is, or would be, ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The Permittee must then: a. Review the SWPPP for compliance with Special Condition S9 and make appropriate revisions within 7 days of the inspection or investigation. b. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible, addressing the problems no later than 10 days from the inspection or investigation. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when an extension is requested by a Permittee within the initial 10-day response period. c. Document BMP implementation and maintenance in the site log book. The Permittee must modify the SWPPP whenever 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. C. Stormwater Best Management Practices (BMPs) BMPs must be consistent with: 1. Stormwater Management Manual for Western Washington (most current approved edition at the time this permit was issued), for sites west of the crest of the Cascade Mountains; or Construction Stormwater General Permit Page 25 2. Stormwater Management Manual for Eastern Washington (most current approved edition at the time this permit was issued), for sites east of the crest of the Cascade Mountains; or 3. Revisions to the manuals listed in Special Condition S9.C.1 & 2, or other stormwater management guidance documents or manuals which provide an equivalent level of pollution prevention, that are approved by Ecology and incorporated into this permit in accordance with the permit modification requirements of WAC 173-226-230; or 4. Documentation in the SWPPP that the BMPs selected provide an equivalent level of pollution prevention, compared to the applicable stormwater management manuals, including: a. The technical basis for the selection of all stormwater BMPs (scientific, technical studies, and/or modeling) that support the performance claims for the BMPs being selected. b. An assessment of how the selected BMP will satisfy AKART requirements and the applicable federal technology-based treatment requirements under 40 CFR part 125.3. D. SWPPP – Narrative Contents and Requirements The Permittee must include each of the 13 elements below in Special Condition S9.D.1-13 in the narrative of the SWPPP and implement them unless site conditions render the element unnecessary and the exemption from that element is clearly justified in the SWPPP. 1. Preserve Vegetation/Mark Clearing Limits a. Before beginning land-disturbing activities, including clearing and grading, clearly mark all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area. b. Retain the duff layer, native topsoil, and natural vegetation in an undisturbed state to the maximum degree practicable. 2. Establish Construction Access a. Limit construction vehicle access and exit to one route, if possible. b. Stabilize access points with a pad of quarry spalls, crushed rock, or other equivalent BMPs, to minimize tracking sediment onto roads. c. Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. d. If sediment is tracked off site, clean the affected roadway thoroughly at the end of each day, or more frequently as necessary (for example, during wet weather). Remove sediment from roads by shoveling, sweeping, or pickup and transport of the sediment to a controlled sediment disposal area. e. Conduct street washing only after sediment removal in accordance with Special Condition S9.D.2.d. f. Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. Construction Stormwater General Permit Page 26 3. Control Flow Rates a. Protect properties and waterways downstream of construction sites from erosion and the associated discharge of turbid waters due to increases in the velocity and peak volumetric flow rate of stormwater runoff from the project site, as required by local plan approval authority. b. Where necessary to comply with Special Condition S9.D.3.a, construct stormwater infiltration or detention BMPs as one of the first steps in grading. Assure that detention BMPs function properly before constructing site improvements (for example, impervious surfaces). c. If permanent infiltration ponds are used for flow control during construction, protect these facilities from sedimentation during the construction phase. 4. Install Sediment Controls The Permittee must design, install and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. At a minimum, the Permittee must: a. Construct sediment control BMPs (sediment ponds, traps, filters, infiltration facilities, etc.) as one of the first steps in grading. These BMPs must be functional before other land disturbing activities take place. b. Minimize sediment discharges from the site. The design, installation and maintenance of erosion and sediment controls must address factors such as the amount, frequency, intensity and duration of precipitation, the nature of resulting stormwater runoff, and soil characteristics, including the range of soil particle sizes expected to be present on the site. c. Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard of Special Condition S9.D.3.a. d. Locate BMPs intended to trap sediment on site in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages. e. Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to increase sediment removal and maximize stormwater infiltration, unless infeasible. f. Where feasible, design outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment that is still suspended lower in the water column. 5. Stabilize Soils a. The Permittee must stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable BMPs include, but are not limited to: temporary and permanent seeding, sodding, mulching, plastic covering, erosion Construction Stormwater General Permit Page 27 control fabrics and matting, soil application of polyacrylamide (PAM), the early application of gravel base on areas to be paved, and dust control. b. The Permittee must control stormwater volume and velocity within the site to minimize soil erosion. c. The Permittee must control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize erosion at outlets and to minimize downstream channel and stream bank erosion. d. Depending on the geographic location of the project, the Permittee must not allow soils to remain exposed and unworked for more than the time periods set forth below to prevent erosion. West of the Cascade Mountains Crest During the dry season (May 1 - September 30): 7 days During the wet season (October 1 - April 30): 2 days East of the Cascade Mountains Crest, except for Central Basin* During the dry season (July 1 - September 30): 10 days During the wet season (October 1 - June 30): 5 days The Central Basin*, East of the Cascade Mountains Crest During the dry Season (July 1 - September 30): 30 days During the wet season (October 1 - June 30): 15 days *Note: The Central Basin is defined as the portions of Eastern Washington with mean annual precipitation of less than 12 inches. e. The Permittee must stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather forecast. f. The Permittee must stabilize soil stockpiles from erosion, protected with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. g. The Permittee must minimize the amount of soil exposed during construction activity. h. The Permittee must minimize the disturbance of steep slopes. i. The Permittee must minimize soil compaction and, unless infeasible, preserve topsoil. 6. Protect Slopes a. The Permittee must design and construct cut-and-fill slopes in a manner to minimize erosion. Applicable practices include, but are not limited to, reducing continuous length of slope with terracing and diversions, reducing slope steepness, and roughening slope surfaces (for example, track walking). b. The Permittee must divert off-site stormwater (run-on) or groundwater away from slopes and disturbed areas with interceptor dikes, pipes, and/or swales. Off-site stormwater should be managed separately from stormwater generated on the site. c. At the top of slopes, collect drainage in pipe slope drains or protected channels to prevent erosion. Construction Stormwater General Permit Page 28 i. West of the Cascade Mountains Crest: Temporary pipe slope drains must handle the peak 10-minute flow rate from a Type 1A, 10-year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate predicted by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the Western Washington Hydrology Model (WWHM) to predict flows, bare soil areas should be modeled as "landscaped area.” ii. East of the Cascade Mountains Crest: Temporary pipe slope drains must handle the expected peak flow rate from a 6-month, 3-hour storm for the developed condition, referred to as the short duration storm. d. Place excavated material on the uphill side of trenches, consistent with safety and space considerations. e. Place check dams at regular intervals within constructed channels that are cut down a slope. 7. Protect Drain Inlets a. Protect all storm drain inlets made operable during construction so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. b. Clean or remove and replace inlet protection devices when sediment has filled one- third of the available storage (unless a different standard is specified by the product manufacturer). 8. Stabilize Channels and Outlets a. Design, construct and stabilize all on-site conveyance channels to prevent erosion from the following expected peak flows: i. West of the Cascade Mountains Crest: Channels must handle the peak 10- minute flow rate from a Type 1A, 10-year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate indicated by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the WWHM to predict flows, bare soil areas should be modeled as "landscaped area.” ii. East of the Cascade Mountains Crest: Channels must handle the expected peak flow rate from a 6-month, 3-hour storm for the developed condition, referred to as the short duration storm. b. Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent stream banks, slopes, and downstream reaches at the outlets of all conveyance systems. Construction Stormwater General Permit Page 29 9. Control Pollutants Design, install, implement and maintain effective pollution prevention measures to minimize the discharge of pollutants. The Permittee must: a. Handle and dispose of all pollutants, including waste materials and demolition debris that occur on site in a manner that does not cause contamination of stormwater. b. Provide cover, containment, and protection from vandalism for all chemicals, liquid products, petroleum products, and other materials that have the potential to pose a threat to human health or the environment. Minimize storage of hazardous materials on-site. Safety Data Sheets (SDS) should be supplied for all materials stored. Chemicals should be kept in their original labeled containers. On-site fueling tanks must include secondary containment. Secondary containment means placing tanks or containers within an impervious structure capable of containing 110% of the volume of the largest tank within the containment structure. Double-walled tanks do not require additional secondary containment. c. Conduct maintenance, fueling, and repair of heavy equipment and vehicles using spill prevention and control measures. Clean contaminated surfaces immediately following any spill incident. d. Discharge wheel wash or tire bath wastewater to a separate on-site treatment system that prevents discharge to surface water, such as closed-loop recirculation or upland land application, or to the sanitary sewer with local sewer district approval. e. Apply fertilizers and pesticides in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Follow manufacturers’ label requirements for application rates and procedures. f. Use BMPs to prevent contamination of stormwater runoff by pH-modifying sources. The sources for this contamination include, but are not limited to: bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, recycled concrete stockpiles, waste streams generated from concrete grinding and sawing, exposed aggregate processes, dewatering concrete vaults, concrete pumping and mixer washout waters. (Also refer to the definition for "concrete wastewater" in Appendix A – Definitions.) g. Adjust the pH of stormwater or authorized non-stormwater if necessary to prevent an exceedance of groundwater and/or surface water quality standards. h. Assure that washout of concrete trucks is performed off-site or in designated concrete washout areas only. Do not wash out concrete truck drums onto the ground, or into storm drains, open ditches, streets, or streams. Washout of small concrete handling equipment may be disposed of in a formed area awaiting concrete where it will not contaminate surface or groundwater. Do not dump excess concrete on site, except in designated concrete washout areas. Concrete spillage or concrete discharge directly to groundwater or surface waters of the State is Construction Stormwater General Permit Page 30 prohibited. At no time shall concrete be washed off into the footprint of an area where an infiltration BMP will be installed. i. Obtain written approval from Ecology before using any chemical treatment, with the exception of CO2, dry ice or food grade vinegar, to adjust pH. j. Uncontaminated water from water-only based shaft drilling for construction of building, road, and bridge foundations may be infiltrated provided the wastewater is managed in a way that prohibits discharge to surface waters. Prior to infiltration, water from water-only based shaft drilling that comes into contact with curing concrete must be neutralized until pH is in the range of 6.5 to 8.5 (su). 10. Control Dewatering a. Permittees must discharge foundation, vault, and trench dewatering water, which have characteristics similar to stormwater runoff at the site, in conjunction with BMPs to reduce sedimentation before discharge to a sediment trap or sediment pond. b. Permittees may discharge clean, non-turbid dewatering water, such as well-point groundwater, to systems tributary to, or directly into surface waters of the State, as specified in Special Condition S9.D.8, provided the dewatering flow does not cause erosion or flooding of receiving waters. Do not route clean dewatering water through stormwater sediment ponds. Note that “surface waters of the State” may exist on a construction site as well as off site; for example, a creek running through a site. c. Other dewatering treatment or disposal options may include: i. Infiltration ii. Transport off site in a vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute state waters. iii. Ecology-approved on-site chemical treatment or other suitable treatment technologies (See S9.D.9.i, regarding chemical treatment written approval). iv. Sanitary or combined sewer discharge with local sewer district approval, if there is no other option. v. Use of a sedimentation bag with discharge to a ditch or swale for small volumes of localized dewatering. d. Permittees must handle highly turbid or contaminated dewatering water separately from stormwater. 11. Maintain BMPs a. Permittees must maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to assure continued performance of their intended function in accordance with BMP specifications. b. Permittees must remove all temporary erosion and sediment control BMPs within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed. Construction Stormwater General Permit Page 31 12. Manage the Project a. Phase development projects to the maximum degree practicable and take into account seasonal work limitations. b. Inspect, maintain and repair all BMPs as needed to assure continued performance of their intended function. Conduct site inspections and monitoring in accordance with Special Condition S4. c. Maintain, update, and implement the SWPPP in accordance with Special Conditions S3, S4, and S9. 13. Protect Low Impact Development (LID) BMPs The primary purpose of on-site LID Stormwater Management is to reduce the disruption of the natural site hydrology through infiltration. LID BMPs are permanent facilities. a. Permittees must protect all LID BMPs (including, but not limited to, Bioretention and Rain Garden facilities) from sedimentation through installation and maintenance of erosion and sediment control BMPs on portions of the site that drain into the Bioretention and/or Rain Garden facilities. Restore the BMPs to their fully functioning condition if they accumulate sediment during construction. Restoring the facility must include removal of sediment and any sediment-laden bioretention/ rain garden soils, and replacing the removed soils with soils meeting the design specification. b. Permittees must maintain the infiltration capabilities of LID BMPs by protecting against compaction by construction equipment and foot traffic. Protect completed lawn and landscaped areas from compaction due to construction equipment. c. Permittees must control erosion and avoid introducing sediment from surrounding land uses onto permeable pavements. Do not allow muddy construction equipment on the base material or pavement. Do not allow sediment-laden runoff onto permeable pavements or base materials. d. Permittees must clean permeable pavements fouled with sediments or no longer passing an initial infiltration test using local stormwater manual methodology or the manufacturer’s procedures. e. Permittees must keep all heavy equipment off existing soils under LID BMPs that have been excavated to final grade to retain the infiltration rate of the soils. E. SWPPP – Map Contents and Requirements The Permittee’s SWPPP must also include a vicinity map or general location map (for example, a USGS quadrangle map, a portion of a county or city map, or other appropriate map) with enough detail to identify the location of the construction site and receiving waters within one mile of the site. The SWPPP must also include a legible site map (or maps) showing the entire construction site. The following features must be identified, unless not applicable due to site conditions. 1. The direction of north, property lines, and existing structures and roads. 2. Cut and fill slopes indicating the top and bottom of slope catch lines. Construction Stormwater General Permit Page 32 3. Approximate slopes, contours, and direction of stormwater flow before and after major grading activities. 4. Areas of soil disturbance and areas that will not be disturbed. 5. Locations of structural and nonstructural controls (BMPs) identified in the SWPPP. 6. Locations of off-site material, stockpiles, waste storage, borrow areas, and vehicle/equipment storage areas. 7. Locations of all surface water bodies, including wetlands. 8. Locations where stormwater or non-stormwater discharges off-site and/or to a surface waterbody, including wetlands. 9. Location of water quality sampling station(s), if sampling is required by state or local permitting authority. 10. Areas where final stabilization has been accomplished and no further construction-phase permit requirements apply. 11. Location or proposed location of LID facilities. S10. NOTICE OF TERMINATION Partial terminations of permit coverage are not authorized. A. The site is eligible for termination of coverage when it has met any of the following conditions: 1. The site has undergone final stabilization, the Permittee has removed all temporary BMPs (except biodegradable BMPs clearly manufactured with the intention for the material to be left in place and not interfere with maintenance or land use), and all stormwater discharges associated with construction activity have been eliminated; or 2. All portions of the site that have not undergone final stabilization per Special Condition S10.A.1 have been sold and/or transferred (per Special Condition S2.A), and the Permittee no longer has operational control of the construction activity; or 3. For residential construction only, the Permittee has completed temporary stabilization and the homeowners have taken possession of the residences. B. When the site is eligible for termination, the Permittee must submit a complete and accurate Notice of Termination (NOT) form, signed in accordance with General Condition G2, to: Department of Ecology Water Quality Program - Construction Stormwater PO Box 47696 Olympia, WA 98504-7696 Construction Stormwater General Permit Page 33 When an electronic termination form is available, the Permittee may choose to submit a complete and accurate Notice of Termination (NOT) form through the Water Quality Permitting Portal rather than mailing a hardcopy as noted above. The termination is effective on the 31st calendar day following the date Ecology receives a complete NOT form, unless Ecology notifies the Permittee that termination request is denied because the Permittee has not met the eligibility requirements in Special Condition S10.A. Permittees are required to comply with all conditions and effluent limitations in the permit until the permit has been terminated. Permittees transferring the property to a new property owner or operator/Permittee are required to complete and submit the Notice of Transfer form to Ecology, but are not required to submit a Notice of Termination form for this type of transaction. Construction Stormwater General Permit Page 34 GENERAL CONDITIONS G1. DISCHARGE VIOLATIONS All discharges and activities authorized by this general permit must be consistent with the terms and conditions of this general permit. Any discharge of any pollutant more frequent than or at a level in excess of that identified and authorized by the general permit must constitute a violation of the terms and conditions of this permit. G2. SIGNATORY REQUIREMENTS A. All permit applications must bear a certification of correctness to be signed: 1. In the case of corporations, by a responsible corporate officer. 2. In the case of a partnership, by a general partner of a partnership. 3. In the case of sole proprietorship, by the proprietor. 4. In the case of a municipal, state, or other public facility, by either a principal executive officer or ranking elected official. B. All reports required by this permit and other information requested by Ecology (including NOIs, NOTs, and Transfer of Coverage forms) must be signed by a person described above or by a duly authorized representative of that person. A person is a duly authorized representative only if: 1. The authorization is made in writing by a person described above and submitted to Ecology. 2. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility, such as the position of plant manager, superintendent, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters. C. Changes to authorization. If an authorization under paragraph G2.B.2 above is no longer accurate because a different individual or position has responsibility for the overall operation of the facility, a new authorization satisfying the requirements of paragraph G2.B.2 above must be submitted to Ecology prior to or together with any reports, information, or applications to be signed by an authorized representative. D. Certification. Any person signing a document under this section must make the following certification: 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 gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering information, the information 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. Construction Stormwater General Permit Page 35 G3. RIGHT OF INSPECTION AND ENTRY The Permittee must allow an authorized representative of Ecology, upon the presentation of credentials and such other documents as may be required by law: A. To enter upon the premises where a discharge is located or where any records are kept under the terms and conditions of this permit. B. To have access to and copy, at reasonable times and at reasonable cost, any records required to be kept under the terms and conditions of this permit. C. To inspect, at reasonable times, any facilities, equipment (including monitoring and control equipment), practices, methods, or operations regulated or required under this permit. D. To sample or monitor, at reasonable times, any substances or parameters at any location for purposes of assuring permit compliance or as otherwise authorized by the Clean Water Act. G4. GENERAL PERMIT MODIFICATION AND REVOCATION This permit may be modified, revoked and reissued, or terminated in accordance with the provisions of Chapter 173-226 WAC. Grounds for modification, revocation and reissuance, or termination include, but are not limited to, the following: A. When a change occurs in the technology or practices for control or abatement of pollutants applicable to the category of dischargers covered under this permit. B. When effluent limitation guidelines or standards are promulgated pursuant to the CWA or Chapter 90.48 RCW, for the category of dischargers covered under this permit. C. When a water quality management plan containing requirements applicable to the category of dischargers covered under this permit is approved, or D. When information is obtained that indicates cumulative effects on the environment from dischargers covered under this permit are unacceptable. G5. REVOCATION OF COVERAGE UNDER THE PERMIT Pursuant to Chapter 43.21B RCW and Chapter 173-226 WAC, the Director may terminate coverage for any discharger under this permit for cause. Cases where coverage may be terminated include, but are not limited to, the following: A. Violation of any term or condition of this permit. B. Obtaining coverage under this permit by misrepresentation or failure to disclose fully all relevant facts. C. A change in any condition that requires either a temporary or permanent reduction or elimination of the permitted discharge. D. Failure or refusal of the Permittee to allow entry as required in RCW 90.48.090. E. A determination that the permitted activity endangers human health or the environment, or contributes to water quality standards violations. F. Nonpayment of permit fees or penalties assessed pursuant to RCW 90.48.465 and Chapter 173-224 WAC. Construction Stormwater General Permit Page 36 G. Failure of the Permittee to satisfy the public notice requirements of WAC 173-226-130(5), when applicable. The Director may require any discharger under this permit to apply for and obtain coverage under an individual permit or another more specific general permit. Permittees who have their coverage revoked for cause according to WAC 173-226-240 may request temporary coverage under this permit during the time an individual permit is being developed, provided the request is made within ninety (90) days from the time of revocation and is submitted along with a complete individual permit application form. G6. REPORTING A CAUSE FOR MODIFICATION The Permittee must submit a new application, or a supplement to the previous application, whenever a material change to the construction activity or in the quantity or type of discharge is anticipated which is not specifically authorized by this permit. This application must be submitted at least sixty (60) days prior to any proposed changes. Filing a request for a permit modification, revocation and reissuance, or termination, or a notification of planned changes or anticipated noncompliance does not relieve the Permittee of the duty to comply with the existing permit until it is modified or reissued. G7. COMPLIANCE WITH OTHER LAWS AND STATUTES Nothing in this permit will be construed as excusing the Permittee from compliance with any applicable federal, state, or local statutes, ordinances, or regulations. G8. DUTY TO REAPPLY The Permittee must apply for permit renewal at least 180 days prior to the specified expiration date of this permit. The Permittee must reapply using the electronic application form (NOI) available on Ecology’s website. Permittees unable to submit electronically (for example, those who do not have an internet connection) must contact Ecology to request a waiver and obtain instructions on how to obtain a paper NOI. Department of Ecology Water Quality Program - Construction Stormwater PO Box 47696 Olympia, WA 98504-7696 G9. REMOVED SUBSTANCE The Permittee must not re-suspend or reintroduce collected screenings, grit, solids, sludges, filter backwash, or other pollutants removed in the course of treatment or control of stormwater to the final effluent stream for discharge to state waters. G10. DUTY TO PROVIDE INFORMATION The Permittee must submit to Ecology, within a reasonable time, all information that Ecology may request to determine whether cause exists for modifying, revoking and reissuing, or terminating this permit or to determine compliance with this permit. The Permittee must also submit to Ecology, upon request, copies of records required to be kept by this permit [40 CFR 122.41(h)]. Construction Stormwater General Permit Page 37 G11. OTHER REQUIREMENTS OF 40 CFR All other requirements of 40 CFR 122.41 and 122.42 are incorporated in this permit by reference. G12. ADDITIONAL MONITORING Ecology may establish specific monitoring requirements in addition to those contained in this permit by administrative order or permit modification. G13. PENALTIES FOR VIOLATING PERMIT CONDITIONS Any person who is found guilty of willfully violating the terms and conditions of this permit shall be deemed guilty of a crime, and upon conviction thereof shall be punished by a fine of up to ten thousand dollars ($10,000) and costs of prosecution, or by imprisonment at the discretion of the court. Each day upon which a willful violation occurs may be deemed a separate and additional violation. Any person who violates the terms and conditions of a waste discharge permit shall incur, in addition to any other penalty as provided by law, a civil penalty in the amount of up to ten thousand dollars ($10,000) for every such violation. Each and every such violation shall be a separate and distinct offense, and in case of a continuing violation, every day’s continuance shall be deemed to be a separate and distinct violation. G14. UPSET Definition – “Upset” means an exceptional incident in which there is unintentional and temporary noncompliance with technology-based permit effluent limitations because of factors beyond the reasonable control of the Permittee. An upset does not include noncompliance to the extent caused by operational error, improperly designed treatment facilities, inadequate treatment facilities, lack of preventive maintenance, or careless or improper operation. An upset constitutes an affirmative defense to an action brought for noncompliance with such technology-based permit effluent limitations if the requirements of the following paragraph are met. A Permittee who wishes to establish the affirmative defense of upset must demonstrate, through properly signed, contemporaneous operating logs or other relevant evidence that: 1) an upset occurred and that the Permittee can identify the cause(s) of the upset; 2) the permitted facility was being properly operated at the time of the upset; 3) the Permittee submitted notice of the upset as required in Special Condition S5.F, and; 4) the Permittee complied with any remedial measures required under this permit. In any enforcement proceeding, the Permittee seeking to establish the occurrence of an upset has the burden of proof. G15. PROPERTY RIGHTS This permit does not convey any property rights of any sort, or any exclusive privilege. G16. DUTY TO COMPLY The Permittee must comply with all conditions of this permit. Any permit noncompliance constitutes a violation of the Clean Water Act and is grounds for enforcement action; for permit termination, revocation and reissuance, or modification; or denial of a permit renewal application. Construction Stormwater General Permit Page 38 G17. TOXIC POLLUTANTS The Permittee must comply with effluent standards or prohibitions established under Section 307(a) of the Clean Water Act for toxic pollutants within the time provided in the regulations that establish those standards or prohibitions, even if this permit has not yet been modified to incorporate the requirement. G18. PENALTIES FOR TAMPERING The Clean Water Act provides that any person who falsifies, tampers with, or knowingly renders inaccurate any monitoring device or method required to be maintained under this permit shall, upon conviction, be punished by a fine of not more than $10,000 per violation, or by imprisonment for not more than two years per violation, or by both. If a conviction of a person is for a violation committed after a first conviction of such person under this condition, punishment shall be a fine of not more than $20,000 per day of violation, or imprisonment of not more than four (4) years, or both. G19. REPORTING PLANNED CHANGES The Permittee must, as soon as possible, give notice to Ecology of planned physical alterations, modifications or additions to the permitted construction activity. The Permittee should be aware that, depending on the nature and size of the changes to the original permit, a new public notice and other permit process requirements may be required. Changes in activities that require reporting to Ecology include those that will result in: A. The permitted facility being determined to be a new source pursuant to 40 CFR 122.29(b). B. A significant change in the nature or an increase in quantity of pollutants discharged, including but not limited to: a 20% or greater increase in acreage disturbed by construction activity. C. A change in or addition of surface water(s) receiving stormwater or non-stormwater from the construction activity. D. A change in the construction plans and/or activity that affects the Permittee’s monitoring requirements in Special Condition S4. Following such notice, permit coverage may be modified, or revoked and reissued pursuant to 40 CFR 122.62(a) to specify and limit any pollutants not previously limited. Until such modification is effective, any new or increased discharge in excess of permit limits or not specifically authorized by this permit constitutes a violation. G20. REPORTING OTHER INFORMATION Where the Permittee becomes aware that it failed to submit any relevant facts in a permit application, or submitted incorrect information in a permit application or in any report to Ecology, it must promptly submit such facts or information. G21. REPORTING ANTICIPATED NON-COMPLIANCE The Permittee must give advance notice to Ecology by submission of a new application or supplement thereto at least forty-five (45) days prior to commencement of such discharges, of any facility expansions, production increases, or other planned changes, such as process modifications, in the permitted facility or activity which may result in noncompliance with permit limits or conditions. Any maintenance of facilities, which might necessitate unavoidable interruption of Construction Stormwater General Permit Page 39 operation and degradation of effluent quality, must be scheduled during non-critical water quality periods and carried out in a manner approved by Ecology. G22. REQUESTS TO BE EXCLUDED FROM COVERAGE UNDER THE PERMIT Any discharger authorized by this permit may request to be excluded from coverage under the general permit by applying for an individual permit. The discharger must submit to the Director an application as described in WAC 173-220-040 or WAC 173-216-070, whichever is applicable, with reasons supporting the request. These reasons will fully document how an individual permit will apply to the applicant in a way that the general permit cannot. Ecology may make specific requests for information to support the request. The Director will either issue an individual permit or deny the request with a statement explaining the reason for the denial. When an individual permit is issued to a discharger otherwise subject to the construction stormwater general permit, the applicability of the construction stormwater general permit to that Permittee is automatically terminated on the effective date of the individual permit. G23. APPEALS A. The terms and conditions of this general permit, as they apply to the appropriate class of dischargers, are subject to appeal by any person within 30 days of issuance of this general permit, in accordance with Chapter 43.21B RCW, and Chapter 173-226 WAC. B. The terms and conditions of this general permit, as they apply to an individual discharger, are appealable in accordance with Chapter 43.21B RCW within 30 days of the effective date of coverage of that discharger. Consideration of an appeal of general permit coverage of an individual discharger is limited to the general permit’s applicability or nonapplicability to that individual discharger. C. The appeal of general permit coverage of an individual discharger does not affect any other dischargers covered under this general permit. If the terms and conditions of this general permit are found to be inapplicable to any individual discharger(s), the matter shall be remanded to Ecology for consideration of issuance of an individual permit or permits. G24. SEVERABILITY The provisions of this permit are severable, and if any provision of this permit, or application of any provision of this permit to any circumstance, is held invalid, the application of such provision to other circumstances, and the remainder of this permit shall not be affected thereby. G25. BYPASS PROHIBITED A. Bypass Procedures Bypass, which is the intentional diversion of waste streams from any portion of a treatment facility, is prohibited for stormwater events below the design criteria for stormwater management. Ecology may take enforcement action against a Permittee for bypass unless one of the following circumstances (1, 2, 3 or 4) is applicable. 1. Bypass of stormwater is consistent with the design criteria and part of an approved management practice in the applicable stormwater management manual. 2. Bypass for essential maintenance without the potential to cause violation of permit limits or conditions. Construction Stormwater General Permit Page 40 Bypass is authorized if it is for essential maintenance and does not have the potential to cause violations of limitations or other conditions of this permit, or adversely impact public health. 3. Bypass of stormwater is unavoidable, unanticipated, and results in noncompliance of this permit. This bypass is permitted only if: a. Bypass is unavoidable to prevent loss of life, personal injury, or severe property damage. “Severe property damage” means substantial physical damage to property, damage to the treatment facilities which would cause them to become inoperable, or substantial and permanent loss of natural resources which can reasonably be expected to occur in the absence of a bypass. b. There are no feasible alternatives to the bypass, such as the use of auxiliary treatment facilities, retention of untreated wastes, maintenance during normal periods of equipment downtime (but not if adequate backup equipment should have been installed in the exercise of reasonable engineering judgment to prevent a bypass which occurred during normal periods of equipment downtime or preventative maintenance), or transport of untreated wastes to another treatment facility. c. Ecology is properly notified of the bypass as required in Special Condition S5.F of this permit. 4. A planned action that would cause bypass of stormwater and has the potential to result in noncompliance of this permit during a storm event. The Permittee must notify Ecology at least thirty (30) days before the planned date of bypass. The notice must contain: a. A description of the bypass and its cause b. An analysis of all known alternatives which would eliminate, reduce, or mitigate the need for bypassing. c. A cost-effectiveness analysis of alternatives including comparative resource damage assessment. d. The minimum and maximum duration of bypass under each alternative. e. A recommendation as to the preferred alternative for conducting the bypass. f. The projected date of bypass initiation. g. A statement of compliance with SEPA. h. A request for modification of water quality standards as provided for in WAC 173- 201A-110, if an exceedance of any water quality standard is anticipated. i. Steps taken or planned to reduce, eliminate, and prevent reoccurrence of the bypass. 5. For probable construction bypasses, the need to bypass is to be identified as early in the planning process as possible. The analysis required above must be considered during Construction Stormwater General Permit Page 41 preparation of the Stormwater Pollution Prevention Plan (SWPPP) and must be included to the extent practical. In cases where the probable need to bypass is determined early, continued analysis is necessary up to and including the construction period in an effort to minimize or eliminate the bypass. Ecology will consider the following before issuing an administrative order for this type bypass: a. If the bypass is necessary to perform construction or maintenance-related activities essential to meet the requirements of this permit. b. If there are feasible alternatives to bypass, such as the use of auxiliary treatment facilities, retention of untreated wastes, stopping production, maintenance during normal periods of equipment down time, or transport of untreated wastes to another treatment facility. c. If the bypass is planned and scheduled to minimize adverse effects on the public and the environment. After consideration of the above and the adverse effects of the proposed bypass and any other relevant factors, Ecology will approve, conditionally approve, or deny the request. The public must be notified and given an opportunity to comment on bypass incidents of significant duration, to the extent feasible. Approval of a request to bypass will be by administrative order issued by Ecology under RCW 90.48.120. B. Duty to Mitigate The Permittee is required to take all reasonable steps to minimize or prevent any discharge or sludge use or disposal in violation of this permit that has a reasonable likelihood of adversely affecting human health or the environment. Construction Stormwater General Permit Page 42 APPENDIX A – DEFINITIONS AKART is an acronym for “All Known, Available, and Reasonable methods of prevention, control, and Treatment.” AKART represents the most current methodology that can be reasonably required for preventing, controlling, or abating the pollutants and controlling pollution associated with a discharge. Applicable TMDL means a TMDL for turbidity, fine sediment, high pH, or phosphorus, which was completed and approved by EPA before January 1, 2021, or before the date the operator’s complete permit application is received by Ecology, whichever is later. TMDLs completed after a complete permit application is received by Ecology become applicable to the Permittee only if they are imposed through an administrative order by Ecology, or through a modification of permit coverage. Applicant means an operator seeking coverage under this permit. Benchmark means a pollutant concentration used as a permit threshold, below which a pollutant is considered unlikely to cause a water quality violation, and above which it may. When pollutant concentrations exceed benchmarks, corrective action requirements take effect. Benchmark values are not water quality standards and are not numeric effluent limitations; they are indicator values. Best Management Practices (BMPs) means schedules of activities, prohibitions of practices, maintenance procedures, and other physical, structural and/or managerial practices to prevent or reduce the pollution of waters of the State. BMPs include treatment systems, operating procedures, and practices to control stormwater associated with construction activity, spillage or leaks, sludge or waste disposal, or drainage from raw material storage. Buffer means an area designated by a local jurisdiction that is contiguous to and intended to protect a sensitive area. Bypass means the intentional diversion of waste streams from any portion of a treatment facility. Calendar Day A period of 24 consecutive hours starting at 12:00 midnight and ending the following 12:00 midnight. Calendar Week (same as Week) means a period of seven consecutive days starting at 12:01 a.m. (0:01 hours) on Sunday. Certified Erosion and Sediment Control Lead (CESCL) means a person who has current certification through an approved erosion and sediment control training program that meets the minimum training standards established by Ecology (See BMP C160 in the SWMM). Chemical Treatment means the addition of chemicals to stormwater and/or authorized non-stormwater prior to filtration and discharge to surface waters. Clean Water Act (CWA) means the Federal Water Pollution Control Act enacted by Public Law 92-500, as amended by Public Laws 95-217, 95-576, 96-483, and 97-117; USC 1251 et seq. Combined Sewer means a sewer which has been designed to serve as a sanitary sewer and a storm sewer, and into which inflow is allowed by local ordinance. Construction Stormwater General Permit Page 43 Common Plan of Development or Sale means a site where multiple separate and distinct construction activities may be taking place at different times on different schedules and/or by different contractors, 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; 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; and 4) linear projects such as roads, pipelines, or utilities. If the project is part of a common plan of development or sale, the disturbed area of the entire plan must be used in determining permit requirements. Composite Sample means a mixture of grab samples collected at the same sampling point at different times, formed either by continuous sampling or by mixing discrete samples. May be "time-composite" (collected at constant time intervals) or "flow-proportional" (collected either as a constant sample volume at time intervals proportional to stream flow, or collected by increasing the volume of each aliquot as the flow increases while maintaining a constant time interval between the aliquots. Concrete Wastewater means any water used in the production, pouring and/or clean-up of concrete or concrete products, and any water used to cut, grind, wash, or otherwise modify concrete or concrete products. Examples include water used for or resulting from concrete truck/mixer/pumper/tool/chute rinsing or washing, concrete saw cutting and surfacing (sawing, coring, grinding, roughening, hydro- demolition, bridge and road surfacing). When stormwater comingles with concrete wastewater, the resulting water is considered concrete wastewater and must be managed to prevent discharge to waters of the State, including groundwater. Construction Activity means land disturbing operations including clearing, grading or excavation which disturbs the surface of the land (including off-site disturbance acreage related to construction-support activity). Such activities may include road construction, construction of residential houses, office buildings, or industrial buildings, site preparation, soil compaction, movement and stockpiling of topsoils, and demolition activity. Construction Support Activity means off-site acreage that will be disturbed as a direct result of the construction project and will discharge stormwater. For example, off-site equipment staging yards, material storage areas, borrow areas, and parking areas. Contaminant means any hazardous substance that does not occur naturally or occurs at greater than natural background levels. See definition of “hazardous substance” and WAC 173-340-200. Contaminated soil means soil which contains contaminants, pollutants, or hazardous substances that do not occur naturally or occur at levels greater than natural background. Contaminated groundwater means groundwater which contains contaminants, pollutants, or hazardous substances that do not occur naturally or occur at levels greater than natural background. Demonstrably Equivalent means that the technical basis for the selection of all stormwater BMPs is documented within a SWPPP, including: 1. The method and reasons for choosing the stormwater BMPs selected. 2. The pollutant removal performance expected from the BMPs selected. Construction Stormwater General Permit Page 44 3. The technical basis supporting the performance claims for the BMPs selected, including any available data concerning field performance of the BMPs selected. 4. An assessment of how the selected BMPs will comply with state water quality standards. 5. An assessment of how the selected BMPs will satisfy both applicable federal technology-based treatment requirements and state requirements to use all known, available, and reasonable methods of prevention, control, and treatment (AKART). Department means the Washington State Department of Ecology. Detention means the temporary storage of stormwater to improve quality and/or to reduce the mass flow rate of discharge. Dewatering means the act of pumping groundwater or stormwater away from an active construction site. Director means the Director of the Washington State Department of Ecology or his/her authorized representative. Discharger means an owner or operator of any facility or activity subject to regulation under Chapter 90.48 RCW or the Federal Clean Water Act. Domestic Wastewater means water carrying human wastes, including kitchen, bath, and laundry wastes from residences, buildings, industrial establishments, or other places, together with such groundwater infiltration or surface waters as may be present. Ecology means the Washington State Department of Ecology. Engineered Soils means the use of soil amendments including, but not limited, to Portland cement treated base (CTB), cement kiln dust (CKD), or fly ash to achieve certain desirable soil characteristics. Equivalent BMPs means operational, source control, treatment, or innovative BMPs which result in equal or better quality of stormwater discharge to surface water or to groundwater than BMPs selected from the SWMM. Erosion means the wearing away of the land surface by running water, wind, ice, or other geological agents, including such processes as gravitational creep. Erosion and Sediment Control BMPs means BMPs intended to prevent erosion and sedimentation, such as preserving natural vegetation, seeding, mulching and matting, plastic covering, filter fences, sediment traps, and ponds. Erosion and sediment control BMPs are synonymous with stabilization and structural BMPs. Federal Operator is an entity that meets the definition of “Operator” in this permit and is either any department, agency or instrumentality of the executive, legislative, and judicial branches of the Federal government of the United States, or another entity, such as a private contractor, performing construction activity for any such department, agency, or instrumentality. Final Stabilization (same as fully stabilized or full stabilization) means the completion of all soil disturbing activities at the site and the establishment of permanent vegetative cover, or equivalent permanent stabilization measures (such as pavement, riprap, gabions, or geotextiles) which will prevent erosion. See the applicable Stormwater Management Manual for more information on vegetative cover expectations and equivalent permanent stabilization measures. Construction Stormwater General Permit Page 45 Groundwater means water in a saturated zone or stratum beneath the land surface or a surface waterbody. Hazardous Substance means any dangerous or extremely hazardous waste as defined in RCW 70.105.010 (5) and (6), or any dangerous or extremely dangerous waste as designated by rule under chapter 70.105 RCW; any hazardous sub-stance as defined in RCW 70.105.010(14) or any hazardous substance as defined by rule under chapter 70.105 RCW; any substance that, on the effective date of this section, is a hazardous substance under section 101(14) of the federal cleanup law, 42U.S.C., Sec. 9601(14); petroleum or petroleum products; and any substance or category of substances, including solid waste decomposition products, determined by the director by rule to present a threat to human health or the environment if released into the environment. The term hazardous substance does not include any of the following when contained in an underground storage tank from which there is not a release: crude oil or any fraction thereof or petroleum, if the tank is in compliance with all applicable federal, state, and local law. Injection Well means a well that is used for the subsurface emplacement of fluids. (See Well.) Jurisdiction means a political unit such as a city, town or county; incorporated for local self-government. National Pollutant Discharge Elimination System (NPDES) means the national program for issuing, modifying, revoking and reissuing, terminating, monitoring, and enforcing permits, and imposing and enforcing pretreatment requirements, under sections 307, 402, 318, and 405 of the Federal Clean Water Act, for the discharge of pollutants to surface waters of the State from point sources. These permits are referred to as NPDES permits and, in Washington State, are administered by the Washington State Department of Ecology. Notice of Intent (NOI) means the application for, or a request for coverage under this general permit pursuant to WAC 173-226-200. Notice of Termination (NOT) means a request for termination of coverage under this general permit as specified by Special Condition S10 of this permit. Operator means any party associated with a construction project that meets either of the following two criteria: • The party has operational control over construction plans and specifications, including the ability to make modifications to those plans and specifications; or • The party has day-to-day operational control of those activities at a project that are necessary to ensure compliance with a SWPPP for the site or other permit conditions (e.g., they are authorized to direct workers at a site to carry out activities required by the SWPPP or comply with other permit conditions). Permittee means individual or entity that receives notice of coverage under this general permit. pH means a liquid’s measure of acidity or alkalinity. A pH of 7 is defined as neutral. Large variations above or below this value are considered harmful to most aquatic life. pH Monitoring Period means the time period in which the pH of stormwater runoff from a site must be tested a minimum of once every seven days to determine if stormwater pH is between 6.5 and 8.5. Construction Stormwater General Permit Page 46 Point Source means any discernible, confined, and discrete conveyance, including but not limited to, any pipe, ditch, channel, tunnel, conduit, well, discrete fissure, and container from which pollutants are or may be discharged to surface waters of the State. This term does not include return flows from irrigated agriculture. (See the Fact Sheet for further explanation) Pollutant means dredged spoil, solid waste, incinerator residue, filter backwash, sewage, garbage, domestic sewage sludge (biosolids), munitions, chemical wastes, biological materials, radioactive materials, heat, wrecked or discarded equipment, rock, sand, cellar dirt, and industrial, municipal, and agricultural waste. This term does not include sewage from vessels within the meaning of section 312 of the CWA, nor does it include dredged or fill material discharged in accordance with a permit issued under section 404 of the CWA. Pollution means contamination or other alteration of the physical, chemical, or biological properties of waters of the State; including change in temperature, taste, color, turbidity, or odor of the waters; or such discharge of any liquid, gaseous, solid, radioactive or other substance into any waters of the State as will or is likely to create a nuisance or render such waters harmful, detrimental or injurious to the public health, safety or welfare; or to domestic, commercial, industrial, agricultural, recreational, or other legitimate beneficial uses; or to livestock, wild animals, birds, fish or other aquatic life. Process Wastewater means any non-stormwater which, during manufacturing or processing, comes into direct contact with or results from the production or use of any raw material, intermediate product, finished product, byproduct, or waste product. If stormwater commingles with process wastewater, the commingled water is considered process wastewater. Receiving Water means the waterbody at the point of discharge. If the discharge is to a storm sewer system, either surface or subsurface, the receiving water is the waterbody to which the storm system discharges. Systems designed primarily for other purposes such as for groundwater drainage, redirecting stream natural flows, or for conveyance of irrigation water/return flows that coincidentally convey stormwater are considered the receiving water. Representative means a stormwater or wastewater sample which represents the flow and characteristics of the discharge. Representative samples may be a grab sample, a time-proportionate composite sample, or a flow proportionate sample. Ecology’s Construction Stormwater Monitoring Manual provides guidance on representative sampling. Responsible Corporate Officer for the purpose of signatory authority means: (i) a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy- or decision-making functions for the corporation, or (ii) the manager of one or more manufacturing, production, or operating facilities, provided, the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures (40 CFR 122.22). Sanitary Sewer means a sewer which is designed to convey domestic wastewater. Construction Stormwater General Permit Page 47 Sediment means the fragmented material that originates from the weathering and erosion of rocks or unconsolidated deposits, and is transported by, suspended in, or deposited by water. Sedimentation means the depositing or formation of sediment. Sensitive Area means a waterbody, wetland, stream, aquifer recharge area, or channel migration zone. SEPA (State Environmental Policy Act) means the Washington State Law, RCW 43.21C.020, intended to prevent or eliminate damage to the environment. Significant Amount means an amount of a pollutant in a discharge that is amenable to available and reasonable methods of prevention or treatment; or an amount of a pollutant that has a reasonable potential to cause a violation of surface or groundwater quality or sediment management standards. Significant Concrete Work means greater than 1000 cubic yards placed or poured concrete or recycled concrete used over the life of a project. Significant Contributor of Pollutants means a facility determined by Ecology to be a contributor of a significant amount(s) of a pollutant(s) to waters of the State of Washington. Site means the land or water area where any "facility or activity" is physically located or conducted. Source Control BMPs means physical, structural or mechanical devices or facilities that are intended to prevent pollutants from entering stormwater. A few examples of source control BMPs are erosion control practices, maintenance of stormwater facilities, constructing roofs over storage and working areas, and directing wash water and similar discharges to the sanitary sewer or a dead end sump. Stabilization means the application of appropriate BMPs to prevent the erosion of soils, such as, temporary and permanent seeding, vegetative covers, mulching and matting, plastic covering and sodding. See also the definition of Erosion and Sediment Control BMPs. Storm Drain means any drain which drains directly into a storm sewer system, usually found along roadways or in parking lots. Storm Sewer System means a means a conveyance, or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, manmade channels, or storm drains designed or used for collecting or conveying stormwater. This does not include systems which are part of a combined sewer or Publicly Owned Treatment Works (POTW), as defined at 40 CFR 122.2. Stormwater means that portion of precipitation that does not naturally percolate into the ground or evaporate, but flows via overland flow, interflow, pipes, and other features of a stormwater drainage system into a defined surface waterbody, or a constructed infiltration facility. Stormwater Management Manual (SWMM) or Manual means the technical Manual published by Ecology for use by local governments that contain descriptions of and design criteria for BMPs to prevent, control, or treat pollutants in stormwater. Stormwater Pollution Prevention Plan (SWPPP) means a documented plan to implement measures to identify, prevent, and control the contamination of point source discharges of stormwater. Construction Stormwater General Permit Page 48 Surface Waters of the State includes lakes, rivers, ponds, streams, inland waters, salt waters, and all other surface waters and water courses within the jurisdiction of the state of Washington. Temporary Stabilization means the exposed ground surface has been covered with appropriate materials to provide temporary stabilization of the surface from water or wind erosion. Materials include, but are not limited to, mulch, riprap, erosion control mats or blankets and temporary cover crops. Seeding alone is not considered stabilization. Temporary stabilization is not a substitute for the more permanent “final stabilization.” Total Maximum Daily Load (TMDL) means a calculation of the maximum amount of a pollutant that a waterbody can receive and still meet state water quality standards. Percentages of the total maximum daily load are allocated to the various pollutant sources. A TMDL is the sum of the allowable loads of a single pollutant from all contributing point and nonpoint sources. The TMDL calculations must include a "margin of safety" to ensure that the waterbody can be protected in case there are unforeseen events or unknown sources of the pollutant. The calculation must also account for seasonable variation in water quality. Transfer of Coverage (TOC) means a request for transfer of coverage under this general permit as specified by Special Condition S2.A of this permit. Treatment BMPs means BMPs that are intended to remove pollutants from stormwater. A few examples of treatment BMPs are detention ponds, oil/water separators, biofiltration, and constructed wetlands. Transparency means a measurement of water clarity in centimeters (cm), using a 60 cm transparency tube. The transparency tube is used to estimate the relative clarity or transparency of water by noting the depth at which a black and white Secchi disc becomes visible when water is released from a value in the bottom of the tube. A transparency tube is sometimes referred to as a “turbidity tube.” Turbidity means the clarity of water expressed as nephelometric turbidity units (NTUs) and measured with a calibrated turbidimeter. Uncontaminated means free from any contaminant. See definition of “contaminant” and WAC 173-340-200. Upset means an exceptional incident in which there is unintentional and temporary noncompliance with technology-based permit effluent limitations because of factors beyond the reasonable control of the Permittee. An upset does not include noncompliance to the extent caused by operational error, improperly designed treatment facilities, inadequate treatment facilities, lack of preventive maintenance, or careless or improper operation. Waste Load Allocation (WLA) means the portion of a receiving water’s loading capacity that is allocated to one of its existing or future point sources of pollution. WLAs constitute a type of water quality based effluent limitation (40 CFR 130.2[h]). Water-Only Based Shaft Drilling is a shaft drilling process that uses water only and no additives are involved in the drilling of shafts for construction of building, road, or bridge foundations. Water Quality means the chemical, physical, and biological characteristics of water, usually with respect to its suitability for a particular purpose. Waters of the State includes those waters as defined as "waters of the United States" in 40 CFR Subpart 122.2 within the geographic boundaries of Washington State and "waters of the State" as defined in Chapter 90.48 RCW, which include lakes, rivers, ponds, streams, inland waters, underground waters, salt Construction Stormwater General Permit Page 49 waters, and all other surface waters and water courses within the jurisdiction of the state of Washington. Well means a bored, drilled or driven shaft, or dug hole whose depth is greater than the largest surface dimension. (See Injection Well.) Wheel Wash Wastewater means any water used in, or resulting from the operation of, a tire bath or wheel wash (BMP C106: Wheel Wash), or other structure or practice that uses water to physically remove mud and debris from vehicles leaving a construction site and prevent track-out onto roads. When stormwater comingles with wheel wash wastewater, the resulting water is considered wheel wash wastewater and must be managed according to Special Condition S9.D.9. Construction Stormwater General Permit Page 50 APPENDIX B – ACRONYMS AKART All Known, Available, and Reasonable Methods of Prevention, Control, and Treatment BMP Best Management Practice CESCL Certified Erosion and Sediment Control Lead CFR Code of Federal Regulations CKD Cement Kiln Dust cm Centimeters CPD Common Plan of Development CTB Cement-Treated Base CWA Clean Water Act DMR Discharge Monitoring Report EPA Environmental Protection Agency ERTS Environmental Report Tracking System ESC Erosion and Sediment Control FR Federal Register LID Low Impact Development NOI Notice of Intent NOT Notice of Termination NPDES National Pollutant Discharge Elimination System NTU Nephelometric Turbidity Unit RCW Revised Code of Washington SEPA State Environmental Policy Act SWMM Stormwater Management Manual SWPPP Stormwater Pollution Prevention Plan TMDL Total Maximum Daily Load UIC Underground Injection Control USC United States Code USEPA United States Environmental Protection Agency WAC Washington Administrative Code WQ Water Quality WWHM Western Washington Hydrology Model