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Home My WebLink AboutBid Package - Monroe Infiltration Printed on Recycled Paper Award Date: CAG-23-316 Awarded to: City of Renton MONROE AVE NE INFILTRATION FACILITY SWP-27-4080 BIDDING DOCUMENTS Funded in part by the Washington State Department of Ecology City of Renton 1055 South Grady Way Renton WA 98057 Project Manager: Jared McDonald, 425-430-7293 jmcdonald@rentonwa.gov City of Renton Forms, Contract Forms, Conditions of the Contract, and Plans Public Works Department MONROE AVE NE INFILTRATION FACILITY Project: CAG-23-316 CONTRACT DOCUMENT TABLE OF CONTENTS 1. Summary of Fair Practices Policy 2. Summary of Americans with Disability Act Policy 3. Scope & Instructions to Bidders 4. Site Map & Vicinity Maps 5. Call for Bids 6. *Proposal and Combined Affidavit & Certificate Form: Non-Collusion, Anti-Trust Claims, Minimum Wage 7. *Proposal Bid Bond Form 8. *Department of Labor and Industries Certificate Registration 9. *Schedule of Prices 10. *Certification of Compliance with Wage Payment Statutes 11. *Subcontractor List 12. Performance Contract Bond to the City of Renton 13. Fair Practices Policy Affidavit of Compliance 14. Contract Agreement 15. Retainage Selection 16. City of Renton Insurance Requirements 17. Prevailing Wages References 18. Public Works Invoice & Payment Checklist 19. Traffic Control Information 20. Project Special Provisions 21. Construction Plans 22. Standard Details 23. Department of Ecology Specifications Insert 24. Geotechnical Report 25. Draft Easements 26. Existing Easements 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 Public Works Department Scope & Instructions to Bidders Monroe Ave NE Infiltration Facility CAG-23-316 SCOPE OF WORK & INSTRUCTIONS TO BIDDERS Scope The City of Renton Surface Water Utility is seeking bid submittals from contractors interested in furnishing and installing a stormwater infiltration and treatment facility at 301 Monroe Ave NE. The site has already been excavated by others to the approximate elevations required for the fill material under the infiltration and treatment facility to be installed. The work is divided into four sections: Site Preparation, Stage 1 Work, Stage 2 Work, and Restoration. Site Preparation consists of installation of TESC measures, construction entrance and access road. Stage 1 Work consists of installation of geotextile, backfill of infiltration and non-infiltration material, and gravity blockwall. Stage 2 Work consists of installation of infiltration chambers, backfill above chambers, treatment vault, and storm drainage system. Restoration consists of installing the curbs, paving, signage, fencing, gates, and landscaping. The work involved under the terms of the contract documents shall be full and complete project construction, as shown on the plans and as described in the project specifications to include but not be limited to: · Construction surveying, staking, and production of as-built plans, · Traffic control, · Installing and maintaining adequate Temporary Erosion and Sediment Control measures, · Installing approximately 38,400 CY of non-infiltration material, · Installing approximately 27,100 SY of geotextile fabric, · Installing approximately 1,400 Tons of crushed surfacing top course, · Installing approximately 35,600 Tons of select borrow, · Installing approximately 84,100 Tons of infiltration gravel, · Installing approximately 10,000 SF of gravity block wall, · Installing approximately 400 Tons of hot mix asphalt, · Installing additional backfill to grade site to designed elevations, · Trench excavation, including dewatering, shoring, removal of any existing unsuitable material, and disposal of excavated material, · Installing new storm system of approximately 640 linear feet of 24-inch and 36-inch diameter storm sewer pipe, including 19 catch basins, · Installing stormwater infiltration facility, · Installing stormwater flow splitter vault, infiltration chamber manifold vault, hydrodynamic separator vault, treatment vault, and · Trench backfill with suitable material and compaction to required standards, · Installing concrete curbs and gutters, rolled curbs, concrete sidewalks and driveway entrances, Public Works Department Scope & Instructions to Bidders · Installing chain link fence and gates, · Performing landscape and property restoration. The majority of work takes place on 301 Monroe Ave NE, a private property. The City is responsible for securing the necessary easements for this project, and anticipates execution of a permenant and a temporary construction easement in October 2023. Draft versions of the easements are provided in the bid documents for reference. The executed versions of the easements will be provided to the contractor at or prior to the projects pre-construction meeting. In addition to the permanent and temporary construction easement there is an existing temporary drainage easement for surface water drainage overflow from Monroe Ave NE. This existing temporary drainage easement has also been provided in the bid documents for refence. The contractor shall comply with the terms of all easements in accordance with Section 1-07.24 “Rights of Way”. The estimated project cost is $16,000,000 to $19,000,000. A total of 283 working days is allowed for completion of the project. For Bid Item 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. Bid documents will be available September 11th, 2023. Plans, specifications, addenda, and the plan holders list for this project are available on-line through Builders Exchange of Washington, Inc., at http://www.bxwa.com. Click on “bxwa.com”; “Posted Projects”, “Public Works”, “City of Renton”, “Projects Bidding”. (Note: Bidders are encouraged to “Register as a Bidder,” in order to receive automatic email notification of future addenda and to be placed on the “Bidders List”). Bid documents will also be available at http://rentonwa.gov/bids/ under “Calls for Bids”. Should you require further assistance, contact Builder Exchange of Washington at (425) 258-1303. Bidders are not to contact the City of Renton or the Engineer to obtain bidding documents. The City's Fair Practices, Non-Discrimination, and Americans with Disability Act Policies shall apply. Women and Minority Business Enterprises (WMBE) are encouraged to bid. Owner’s Project Manager: All questions regarding this request should be directed to: Jared McDonald, Surface Water Utility City of Renton, Renton City Hall - 5th Floor 1055 South Grady Way, Renton, WA 98057 Public Works Department Scope & Instructions to Bidders Phone: 425-757-7718 Email: jmcdonald@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. The City of Renton will host one (1) optional project site visit for bidders to review the site and ask questions to the project manager prior to the deadline for bids to be submitted. The site visit will take place on September 20th, 2023 from 10:00 am to 11:00am at 301 Monroe Ave NE. Please enter from Jefferson Ave NE. Limited parking will be available onsite. Each bidder is strongly encouraged to limit the number of vehicles to (1) one to ensure adequate parking for all. Submission of Bids 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. At this time, the bids will be publicly opened and read via a Zoom video-conferencing meeting, 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. Consideration of Bids 1. Any omissions, discrepancies or need for interpretation should be brought, in writing, to the attention of the Project Engineer. Written addenda to clarify questions that arise may then be issued. No oral statements by Owner, Engineer, or other representative of the owner shall, in any way, modify the contract documents, whether made before or after letting the contract. Questions received less than 4 business days prior to the date of bid submittal may not be answered. The City will not be responsible for other explanations or interpretations of the bid documents. 2. 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. 3. Bidders shall satisfy themselves as to the local conditions by inspection of the site. Public Works Department Scope & Instructions to Bidders 4. The bid price for any item must include the performance of all work necessary for completion of that item as described in the specifications. 5. 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. 6. 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. 7. 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. 8. 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. 9. The bidder shall, upon request, furnish information to the City as to his financial and practical ability to satisfactorily perform the work. 10. Payment for this work will be made by check or electronic transfer 11. 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”. 12. The contractor, prior to the start of construction, shall provide the City of Renton a detailed bar chart type construction schedule for the project. 13. Before starting work under this contract, the Contractor is required to supply information to the City of Renton on all chemical hazards Contractor is bringing into the work place and potentially exposing City of Renton Employees. 14. Payment of retainage shall be done in accordance with Section 1-09.9(1) "Retainage”. 15. Liquidated damages will be enforced in accordance with Section 1-08.9 “Liquidated Damages”. 16. Basis For Approval Public Works Department Scope & Instructions to Bidders The construction contract will be awarded by the City of Renton to the lowest, responsible, responsive bidder. The bidder shall bid on all bid schedules items of all schedules set forth in the bid forms to be considered responsive for award. The total price of all schedules will be used to determine the successful low responsive bidder. Partial bids will not be accepted. The owner reserves the right to award any or all schedules of the Bid to meet the needs of the City. The intent is to award to only one BIDDER. 17. Trench Excavation Safety Systems As required by RCW 39.04.180, on public works projects in which trench excavation will exceed a depth of four feet, any contract therefore shall require adequate safety systems for the trench excavation that meet the requirements of the Washington Industrial Safety and Health Act, Chapter 49.17 RCW. These requirements shall be included in the Bid Schedule as a separate item. The costs of trench safety systems shall not be considered as incidental to any other contract item and any attempt to include the trench safety systems as an incidental cost is prohibited. 18. Payment of Prevailing Wages In accordance with Revised Code of Washington Chapters 39.12 and 49.28 as amended or supplemented herein, there shall be paid to all laborers, workmen or mechanics employed on this contract the prevailing rate of wage for an hour's work in the same trade or occupation in the area of work regardless of any contractual relationship which may exist, or be alleged to exist, between the CONTRACTOR and any laborers, workmen, mechanics or subconsultants. The most recent issue of the prevailing wage rates are included within these specifications under section titled “Prevailing Minimum Hourly Wage Rates”. The Contractor is Responsible for obtaining updated issues of the prevailing wage rate forms as they become available during the duration of the contract. The wage rates shall be included as part of any subcontracts the Contractor may enter into for work on this project. 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. Public Works Department Scope & Instructions to Bidders 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. 22. 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 any contract or any subcontract resulting from this solicitation for bids. 23. Bidder’s Checklist  It is the responsibility of each bidder to ascertain if all the documents listed on the attached index are included in their copy of the bid specifications. If documents are missing, it is the sole responsibility of the bidder to contact the City of Renton to obtain the missing documents prior to bid opening time.  Have you submitted, as part of your bid, all documents marked in the index as “Submit With Bid”?  Has bid bond or certified check been enclosed?  Is the amount of the bid guaranty at least 5 percent of the total amount of bid including sales tax?  Has the proposal been signed? Public Works Department Scope & Instructions to Bidders  Have you bid on ALL ITEMS and ALL SCHEDULES?  Have you submitted the Subcontractors List?  Have you submitted Certification of Compliance with Wage Payment Statutes Form?  Have you reviewed the Prevailing Wage Requirements?  Have you submitted Dept. of Labor and Industries Certificate of Registration Form?  Have you submitted Proposal and Combined Affidavit & Certificate Form?  Have you certified Receipt of Addenda, if any? 72,224 6,019 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. 7/6/2023 Legend 4,09302,046 THIS MAP IS NOT TO BE USED FOR NAVIGATION Feet Notes 4,093 WGS_1984_Web_Mercator_Auxiliary_Sphere Jared McDonald jmcdonald@Rentonwa.gov City and County Labels City and County Boundary <all other values> Renton Streets Waterbodies 4,800 400 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. 8/16/2023 Legend 2720136 THIS MAP IS NOT TO BE USED FOR NAVIGATION Feet Notes 272 WGS_1984_Web_Mercator_Auxiliary_Sphere Jared McDonald jmcdonald@Rentonwa.gov City and County Labels Parcels City and County Boundary <all other values> Renton Streets Points of Interest Parks Waterbodies 2021.sid Red: Band_1 Green: Band_2 Blue: Band_3 MONROE AVE NE INFILTRATION FACILITY PROJECT SITE MAP NE 4TH ST JEFFERSON AVE NEMONROE AVE NENE 2ND ST PROJECT AREA GREENWOOD MEMORIAL PARK & FUNERAL HOME 'ͲϮϯͲϯϭϲ ĂůůĨŽƌŝĚƐ ϭ /dzK&ZEdKE >>&KZ/^ DŽŶƌŽĞǀĞE/ŶĨŝůƚƌĂƚŝŽŶ&ĂĐŝůŝƚǇ ^tWͲϮϳͲϰϬϴϬ ^ƵďŵŝƚƚĂůĞĂĚůŝŶĞ͗Ϯ͗ϬϬWD͕KĐƚŽďĞƌϯƌĚ͕ϮϬϮϯ ŝĚ^ƵďŵŝƐƐŝŽŶWƌŽĐĞƐƐ͗ ^ĞĂůĞĚďŝĚƐǁŝůůďĞƌĞĐĞŝǀĞĚƵŶƚŝůϮ͗ϬϬƉ͘ŵ͕͘dƵĞƐĚĂǇ͕KĐƚŽďĞƌϯ͕ϮϬϮϯ͕ĂƚƚŚĞůŽďďǇŽĨZĞŶƚŽŶŝƚǇ,Ăůů͕ ϭϬϱϱ^ŽƵƚŚ'ƌĂĚǇtĂǇ͕ZĞŶƚŽŶtϵϴϬϱϳ͘EŽŵĂŝůĞĚ͕&ĞĚĞǆ͕ŽƌhW^ĚĞůŝǀĞƌĞĚǁŝůůďĞĂĐĐĞƉƚĞĚ͘^ĞĂůĞĚ ďŝĚƐǁŝůůďĞŽƉĞŶĞĚĂŶĚƉƵďůŝĐůǇƌĞĂĚǀŝĂƚŚĞŽŽŵǀŝĚĞŽͲĐŽŶĨĞƌĞŶĐŝŶŐǁĞďĂƉƉůŝĐĂƚŝŽŶĂƚϯ͗ϬϬƉ͘ŵ͕͘ 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ĂƐƐŝƐƚĂŶĐĞ͕ ĐŽŶƚĂĐƚ ƵŝůĚĞƌ ǆĐŚĂŶŐĞ ŽĨ tĂƐŚŝŶŐƚŽŶ Ăƚ ;ϰϮϱͿ ϮϱϴͲϭϯϬϯ͘ ŝĚĚĞƌƐĂƌĞŶŽƚƚŽĐŽŶƚĂĐƚƚŚĞŝƚǇŽĨZĞŶƚŽŶŽƌƚŚĞŶŐŝŶĞĞƌƚŽŽďƚĂŝŶďŝĚĚŝŶŐĚŽĐƵŵĞŶƚƐ͘ dŚĞŝƚǇΖƐ&ĂŝƌWƌĂĐƚŝĐĞƐ͕EŽŶͲŝƐĐƌŝŵŝŶĂƚŝŽŶ͕ĂŶĚŵĞƌŝĐĂŶƐǁŝƚŚŝƐĂďŝůŝƚǇĐƚWŽůŝĐŝĞƐƐŚĂůůĂƉƉůǇ͘ tŽŵĞŶĂŶĚDŝŶŽƌŝƚǇƵƐŝŶĞƐƐŶƚĞƌƉƌŝƐĞƐ;tDͿĂƌĞĞŶĐŽƵƌĂŐĞĚƚŽďŝĚ͘ YƵĞƐƚŝŽŶƐĂďŽƵƚƚŚĞƉƌŽũĞĐƚƐŚĂůůďĞĂĚĚƌĞƐƐĞĚƚŽ͗:ĂƌĞĚDĐŽŶĂůĚ͕WƵďůŝĐtŽƌŬƐĞƉĂƌƚŵĞŶƚ͕ϭϬϱϱ ^ŽƵƚŚ 'ƌĂĚǇ tĂǇ͕ &ŝĨƚŚ &ůŽŽƌ͕ ZĞŶƚŽŶ͕ t͕ ϵϴϬϱϳ͕ Žƌ ϰϮϱͲϰϯϬͲϳϮϵϯ͕ ŽƌũŵĐĚŽŶĂůĚΛƌĞŶƚŽŶǁĂ͘ŐŽǀ͘ YƵĞƐƚŝŽŶƐƌĞĐĞŝǀĞĚůĞƐƐƚŚĂŶϰďƵƐŝŶĞƐƐĚĂǇƐƉƌŝŽƌƚŽƚŚĞĚĂƚĞŽĨƐĞĂůĞĚďŝĚƐƵďŵŝƚƚĂůŵĂǇŶŽƚďĞ ĂŶƐǁĞƌĞĚ͘ dŚĞ ŝƚǇ ǁŝůů ŶŽƚ ďĞ ƌĞƐƉŽŶƐŝďůĞ ĨŽƌ ŽƚŚĞƌ ĞǆƉůĂŶĂƚŝŽŶƐ Žƌ ŝŶƚĞƌƉƌĞƚĂƚŝŽŶƐ ŽĨ ƚŚĞ ďŝĚ ĚŽĐƵŵĞŶƚƐ͘ ĐĞƌƚŝĨŝĞĚĐŚĞĐŬŽƌďŝĚďŽŶĚŝŶƚŚĞĂŵŽƵŶƚŽĨĨŝǀĞƉĞƌĐĞŶƚ;ϱйͿŽĨƚŚĞƚŽƚĂůŽĨĞĂĐŚďŝĚŵƵƐƚĂĐĐŽŵƉĂŶǇ ĞĂĐŚďŝĚ͘ :ĂƐŽŶ͘^ĞƚŚ͘DD͕ŝƚǇůĞƌŬ ĂƚĞƐŽĨWƵďůŝĐĂƚŝŽŶ͗ ĂŝůǇ:ŽƵƌŶĂůŽĨŽŵŵĞƌĐĞ ^ĞƉƚĞŵďĞƌϭϭ͕ϮϬϮϯ ĂŝůǇ:ŽƵƌŶĂůŽĨŽŵŵĞƌĐĞ ^ĞƉƚĞŵďĞƌϭϴ͕ϮϬϮϯ ĂŝůǇ:ŽƵƌŶĂůŽĨŽŵŵĞƌĐĞ ^ĞƉƚĞŵďĞƌϮϱ͕ϮϬϮϯ Public Works Department MONROE AVE NE INFILTRATION FACILITY CAG-23-316 Documents to be Submitted with Bid CITY OF RENTON MONROE AVE NE INFILTRATION FACILITY PROJECT CAG-23-316 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. 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: 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: CAG-23-316 Monroe Ave NE Infiltration Facility Project, SWP-27-4080 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 Department of Labor and Industries Certificate of Registration Public Works Department MONROE AVE NE INFILTRATION FACILITY PROJECT CAG-23-316 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 DEPARTMENT Monroe Ave NE Infiltration Facility CAG-23-316 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 INFORMATION ON BID ITEMS. ITEM TECHNICAL APPROX.UNIT TOTAL NO.SPEC. SECTION QUANTITY PRICE AMOUNT A1 1-04 1 Est ________________ Per Est $350,000.00 A2 1-05 1 Lump Sum ________________ Per Lump Sum _____________________ A3 1-07 1 Lump Sum ________________ Per Lump Sum _____________________ A4 1-08 1 Lump Sum ________________ Per Lump Sum _____________________ A5 1-09 1 Lump Sum ________________ Per Lump Sum _____________________ A6 1-10 1 Lump Sum ________________ Per Lump Sum _____________________ A7 2-02 1 Lump Sum ________________ Per Lump Sum _____________________ A8 2-03 38,400 Cu. Yard ________________ Per Cu. Yard _____________________ A9 2-12 27,100 Sq. Yard ________________ Per Sq. Yard _____________________ A10 4-04 1,400 Ton ________________ Per Ton _____________________ A11 8-01 1 Lump Sum ________________ Per Lump Sum _____________________ A12 8-01 1 Lump Sum ________________ Per Lump Sum _____________________ A13 8-01 1 Lump Sum ________________ Per Lump Sum _____________________ A14 8-01 1 Lump Sum ________________ Per Lump Sum _____________________ A15 8-12 65 Linear Foot ________________ Per Linear Foot _____________________ A16 8-12 1 Each ________________ Per Each _____________________ Stormwater Pollution Prevention Plan (SWPPP) & Implementation Erosion Control and Water Pollution Control Removal of Structures and Obstructions Non-Infiltration Material Incl. Haul Geotextile Fabric Crushed Sufacing Top Course Temporary Construction Access Road ITEM WITH UNIT PRICED BID Tire Wash Temporary Chain Link Fence Temporary Double 20-Ft. Wide Chain Link Gate BID SCHEDULE A - COMMON TO STAGE 1 AND STAGE 2 Minor Changes Contractor Surveying SPCC Plan (Minimum Bid $5,000) Type B Progress Schedule (Minimum Bid $10,000) Mobilization Project Temporary Traffic Control CITY OF RENTON PUBLIC WORKS DEPARTMENT Monroe Ave NE Infiltration Facility CAG-23-316 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 INFORMATION ON BID ITEMS. ITEM TECHNICAL APPROX.UNIT TOTAL NO.SPEC. SECTION QUANTITY PRICE AMOUNT ITEM WITH UNIT PRICED BID Subtotal Schedule A _____________________ 10.1% Sales Tax _____________________ Total Schedule A _____________________ CITY OF RENTON PUBLIC WORKS DEPARTMENT Monroe Ave NE Infiltration Facility CAG-23-316 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 INFORMATION ON BID ITEMS. ITEM TECHNICAL APPROX.UNIT TOTAL NO.SPEC. SECTION QUANTITY PRICE AMOUNT ITEM WITH UNIT PRICED BID B1 1-07 5 Each ________________ Per Each _____________________ B2 2-01 1 Lump Sum ________________ Per Lump Sum _____________________ B3 2-03 35,600 Ton ________________ Per Ton _____________________ B4 2-03 84,100 Ton ________________ Per Ton _____________________ B5 8-01 1,100 Linear Foot ________________ Per Linear Foot _____________________ B6 8-24 10,000 Sq. Foot ________________ Per Sq. Foot _____________________ Subtotal Schedule B _____________________ 10.1% Sales Tax _____________________ Total Schedule B _____________________ Utility Potholing BID SCHEDULE B - STAGE 1 Clearing and Grubbing Select Borrow Incl. Haul Infiltration Gravel Incl. Haul High Visibility Fence Gravity Block Wall CITY OF RENTON PUBLIC WORKS DEPARTMENT Monroe Ave NE Infiltration Facility CAG-23-316 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 INFORMATION ON BID ITEMS. ITEM TECHNICAL APPROX.UNIT TOTAL NO.SPEC. SECTION QUANTITY PRICE AMOUNT ITEM WITH UNIT PRICED BID C1 1-05 1 Lump Sum ________________ Per Lump Sum _____________________ C2 2-03 2,700 Cu. Yard ________________ Per Cu. Yard _____________________ C3 2-03 7,400 Ton ________________ Per Ton _____________________ C4 2-09 3,900 Ton ________________ Per Ton _____________________ C5 2-09 1 Lump Sum ________________ Per Lump Sum _____________________ C6 2-09 1 Lump Sum ________________ Per Lump Sum _____________________ C7 5-04 400 Ton ________________ Per Ton _____________________ C8 7-04 80 Linear Foot ________________ Per Linear Foot _____________________ C9 7-04 560 Linear Foot ________________ Per Linear Foot _____________________ C10 7-04 4 Each ________________ Per Each _____________________ C11 7-05 1 Lump Sum ________________ Per Lump Sum _____________________ C12 7-05 4 Each ________________ Per Each _____________________ C13 7-05 5 Each ________________ Per Each _____________________ C14 7-05 10 Each ________________ Per Each _____________________ C15 7-05 1 Lump Sum ________________ Per Lump Sum _____________________ C16 7-05 1 Lump Sum ________________ Per Lump Sum _____________________ C17 7-05 1 Lump Sum ________________ Per Lump Sum _____________________ Record Drawings (Minimum Bid $5,000) Plug and Abandon Existing Storm Sewer Pipes Connection to Drainage Structure Catch Basin Type 2 - 48 In. Diam. Catch Basin Type 2 - 60 In. Diam. Catch Basin Type 2 - 72 In. Diam. Flow Splitter Vault - 10 Ft. X 10 Ft. X 8 Ft. Infiltration Chamber Manifold Vault - 27 Ft. X 7.5 Ft. X 7 Ft. Hydrodynamic Separator Vault - 22 Ft. X 14 Ft. X 12 Ft. BID SCHEDULE C - STAGE 2 Unclassified Excavation Incl. Haul Gravel Borrow Incl. Haul Gravel Backfill for Walls Shoring or Extra Excavation Class A Shoring or Extra Excavation Class B HMA Cl. 1/2" PG 64-22 Polypropylene Storm Sewer Pipe 24 In. Diam. Polypropylene Storm Sewer Pipe 36 In. Diam. CITY OF RENTON PUBLIC WORKS DEPARTMENT Monroe Ave NE Infiltration Facility CAG-23-316 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 INFORMATION ON BID ITEMS. ITEM TECHNICAL APPROX.UNIT TOTAL NO.SPEC. SECTION QUANTITY PRICE AMOUNT ITEM WITH UNIT PRICED BID C18 7-05 1 Lump Sum ________________ Per Lump Sum _____________________ C19 6-03 1 Lump Sum ________________ Per Lump Sum _____________________ C20 7-05 1 Lump Sum ________________ Per Lump Sum _____________________ C21 8-04 760 Linear Foot ________________ Per Linear Foot _____________________ C22 8-04 420 Linear Foot ________________ Per Linear Foot _____________________ C23 8-04 185 Linear Foot ________________ Per Linear Foot _____________________ C24 8-06 65 Sq. Yard ________________ Per Sq. Yard _____________________ C25 8-12 850 Linear Foot ________________ Per Linear Foot _____________________ C26 8-12 65 Linear Foot ________________ Per Linear Foot _____________________ C27 8-12 1 Each ________________ Per Each _____________________ C28 8-14 35 Sq. Yard ________________ Per Sq. Yard _____________________ C29 8-20 4 Each ________________ Per Each _____________________ C30 8-20 1 Lump Sum ________________ Per Lump Sum _____________________ C31 8-26 1 Each ________________ Per Each _____________________ Subtotal Schedule C _____________________ 10.1% Sales Tax _____________________ Total Schedule C _____________________ Double 20-Ft. Wide Chain Link w/ Privacy Slats Gate Cement Conc. Sidewalk Adjust Utility Box Cover Illumination System Swing Gate Cement Conc. Traffic Curb and Gutter Cement Conc. Rolled Curb Cement Conc. Driveway Entrance Type 2 Black Vinyl Chain Link Fence Chain Link Fence w/ Privacy Slats Grated Vault Top Stormwater Infiltration Facility Cement Conc. Traffic Curb Treatment Vault - 224 Ft. X 20 Ft. X 10 Ft. CITY OF RENTON PUBLIC WORKS DEPARTMENT Monroe Ave NE Infiltration Facility CAG-23-316 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 INFORMATION ON BID ITEMS. ITEM TECHNICAL APPROX.UNIT TOTAL NO.SPEC. SECTION QUANTITY PRICE AMOUNT ITEM WITH UNIT PRICED BID D1 8-02 38 Each ________________ Per Each _____________________ D2 8-02 750 Each ________________ Per Each _____________________ D3 8-02 36 Each ________________ Per Each _____________________ D4 8-02 1,450 Each ________________ Per Each _____________________ D5 8-02 215 Each ________________ Per Each _____________________ D6 8-02 305 Each ________________ Per Each _____________________ D7 8-02 145 Each ________________ Per Each _____________________ D8 8-02 11,250 Sq. Yard ________________ Per Sq. Yard _____________________ D9 8-02 3,700 Sq. Yard ________________ Per Sq. Yard _____________________ D10 8-02 11,500 Sq. Yard ________________ Per Sq. Yard _____________________ D11 8-02 4,035 Sq. Yard ________________ Per Sq. Yard _____________________ D12 8-02 330 Linear Foot ________________ Per Linear Foot _____________________ D13 8-02 150 Each ________________ Per Each _____________________ D14 8-02 120 Each ________________ Per Each _____________________ Subtotal Schedule D _____________________ 10.1% Sales Tax _____________________ Total Schedule D _____________________ 4-Man Landscape Boulders PSIPE Juniperus scopulorum 'Gray Gleam' / Gray Gleam Juniper, 5 Gal. PSIPE Calocerdrus decurrens / California Incense Cedar, 6' HT PSIPE Cistus corbariensis / White Rockrose, 2 Gal. PSIPE Juniperus chinensis 'Torulosa' / Hollywood Juniper, 5 Gal. PSIPE Juniperus communis 'Compressa' / Pyramidal Common Juniper, 2 Gal. PSIPE Juniperus horizontalis 'Blue Chip' / Blue Chip Juniper, 2 Gal. PSIPE Juniperus sabina 'Tamarisscifolia' / Tamarix Juniper, 2 Gal. Topsoil Type A - 18 In. Depth Topsoil Type A - 36 In. Depth Hydroseed - Play Field Seed Mix BID SCHEDULE D - LANDSCAPING Landscape Mulch Root Barrier 3-Man Landscape Boulders CITY OF RENTON PUBLIC WORKS DEPARTMENT Monroe Ave NE Infiltration Facility CAG-23-316 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 INFORMATION ON BID ITEMS. ITEM TECHNICAL APPROX.UNIT TOTAL NO.SPEC. SECTION QUANTITY PRICE AMOUNT ITEM WITH UNIT PRICED BID Total Schedule A _____________________ Total Schedule B _____________________ Total Schedule C _____________________ Total Schedule D _____________________ BID TOTAL _____________________ (Total Schedules A, B, C, and D) Template updated 2-12-19 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. Revised 3/31/2021 clb MONROE AVE NE INFILTRATION FACILITY PROJECT CAG-23-316 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 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 MONROE AVE NE INFILTRATION FACILITY PROJECT CAG-23-316 Documents to be Submitted After Notice of Award Monroe Ave NE Infiltration Facility Page 1 of 2 Contract Bond to the CITY of Renton CAG-23-316 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-23-316 providing for construction of the Monroe Ave NE Infiltration Facility 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. Monroe Ave NE Infiltration Facility Page 2 of 2 Contract Bond to the CITY of Renton CAG-23-316 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: ! !" #$%&’#( ) * + , -%.)/ -%.)* %.)’ &’ * 0 1’* 23 15. Fair Practices Policy Affidavit of Compliance Arm o ndo Pavone Mayor AGREEMENT CONTRACT NO. CAG-23-316 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 Monroe Ave NE Infiltration Facility Project, CAG-23-316, 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. Monroe Ave NE Infiltration Facility Project CAG-23-316 October 2023 Contract Template Updated 12/29/2017 IN WITNESS WHEREOF, the City has caused these presents to be signed by its Mayor and attested by its City Clerk and the Contractor has hereunto set his hand and seal the day and year first above-written. CONTRACTOR: CITY OF RENTON: President/Partner/Owner Armondo Pavone, Mayor ATTEST Secretary Jason Seth, City Clerk FIRM INFORMATION d/b/a [Enter Firm name] CHECK ONE: ☐ Limited Liability Company ☐ Partnership ☐ Corporation STATE OF INCORPORATION: [Enter state of incorporation] CONTRACTOR CONTACT INFORMATION: CITY CONTACT INFORMATION: [Address Line 1] City of Renton [Address Line 2] 1055 South Grady Way [City, State and Zip] Renton, WA 98057 [Enter Phone Number] [Enter Phone Number] [Enter Fax Number or Email Address] [Enter Fax Number or Email Address] 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. CITY OF RENTON Monroe Ave NE Infiltration Facility Project CAG-23-316 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 AmRLCERTIFICATEOFLIABILITYINSURANCETHISCERTIFICATEISISSUEDASAMATTEROFINFORMATIONONLYANDCONFERSNORIGHTSUPONTHECERTIFICATEHOLDER.THISCERTIFICATEDOESNOTAFFIRMATIVELYORNEGATIVELYAMEND,EXTENDORALTERTHECOVERAGEAFFORDEDBYTHEPOLICIESBELOW.THISCERTIFICATEOFINSURANCEDOESNOTCONSTITUTEACONTRACTBETWEENTHEISSUINGINSURER(S),AUTHORIZEDREPRESENTATIVEORPRODUCER,ANDTHECERTIFICATEHOLDER.IMPORTANT:IfthecertificateholderisanADDITIONALINSURED,thepolicy(ies)mustbeendorsed.IfSUBROGATIONISWAIVED,subjecttothetermsandconditionsofthepolicy,certainpoliciesmayrequireanendorsement.Astatementonthiscertificatedoesnotconferrightstothecertificateholderinlieuofsuchendorsement(s).PRODUCERCONTACTPHONEFAXtAlC,No,Eat):(AIC,No):E-MAILADDRESS:PRODUCERCUSTOMERID#:INSURER(S)AFFORDINGCOVERAGENAIC#INSUREDINSURERA:INSURERB:INSURERC:INSURERD:INSURERE:INSURERF:COVERAGESCERTIFICATENUMBER:REVISIONNUMBER:THISISTOCERTIFYTHATTHEPOLICIESOFINSURANCELISTEDBELOWHAVEBEENISSUEDTOTHEINSUREDNAMEDABOVEFORTHEPOLICYPERIODINDICATED.NOTWiTHSTANDINGANYREQUIREMENT,TERMORCONDITIONOFANYCONTRACTOROTHERDOCUMENTWiTHRESPECTTOWHICHTHISCERTIFICATEMAYBEISSUEDORMAYPERTAIN,THEINSURANCEAFFORDEDBYTHEPOLICIESDESCRIBEDHEREINISSUBJECTTOALLTHETERMS,EXCLUSIONSANDCONDITIONSOFSUCHPOLICIES.LIMITSSHOWNMAYHAVEBEENREDUCEDBYPAIDCLAIMS.MDDLSUBRPOLICYEFI’poLIcyED’LTRTYPEOFINSURANCEiwvpPOLICYNUMBER{MM/DDIYYYY)(MM!DDIYYYY)LIMITSGENERALLIABILITYEACHOCCURRENCE$1.00i1QQ.QDAMAGETORENTEDCOMMERCIALGENERALLIABILITYCLAIMS-MADEOCCURr—r’”PREMISESlEaoccurrence)$MEDEXP(Anyoneperson)$5000GENERALAGGREGATE$2,000,000PERSONAL&ADVINJURY$1,000,000GENLAGGREGATELIMITAPPLIESPER:PRODUCTS-COMP/OPAGG$1000,000POLICYflr—iLOC—$AUTOMOBILELIABILITYCOMBINEDSINGLELIMIT$1,000,000(Eaaccident)><ANYAUTOBODILYINJURY(Perperson)$ALLOWNEDAUTOS—BODILYINJURY(Peraccident)$SCHEDULEDAUTOSPROPERTYDAMAGE$HIREDAUTOS(Peraccident)NON-OWNEDAUTOS$$UMBRELLALIARLiOCCUR——EACHOCCURRENCE$EXCESSLIABCLAIMS-MADEFJ”’AGGREGATE$DEDUCTIBLE$HRETENTION$—$WORKERSCOMPENSATIONIWCSTATU-0TH-ITORYLIMITSIERANDEMPLOYERS’LIABILITYY!NANYPROPRIETORIPARTNER/EXECUTIVE[‘EL.EACHACCIDENT$OFFICER!MEMBEREXCLUDED?LIN!A(MandatoryinNH)EL.DISEASE-EAEMPLOYCI$Ifyes,describeunderEL,DISEASE-POLICYLIMIT$SPFflIAIPROVISIONSheIrwDESCRIPTIONOFOPERATIONSILOCATIONS!VEHICLES(AttachACORD101,AdditIonalRemarksSchedule,IfmorespaceIsrequired)TheCityDfRentonisPrimaryandNOn-contributoryAdditionalInsured.CERTIFICATEHOLDERCANCELLATIONCityofRentonSHOULDANYOFTHEABOVEDESCRIBEDPOLICIESBECANCELLEDBEFORETHEEXPIRATIONDATETHEREOF,NOTICEWILLBEDELIVEREDINACCORDANCEWITHTHEPOLICYPROVISIONS.Attn:1055SouthGradyWayAUTHORIZEDREPRESENTATIVERenton,WA.98057DATE(MMIDDIYYYY)©1988-2009ACORDCORPORATION.Allrightsreserved.TheACORDnameandlogoareregisteredmarksofACORDACORD25(2009109) Public Works Department MONROE AVE NE INFILTRATION FACILITY PROJECT CAG-23-316 Prevailing Minimum Hourly Wage Rates Washington State Prevailing Minimum Hourly Wage Rates Reference 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://fortress.wa.gov/lni/wagelookup/prvWagelookup.aspx Based on the bid submittal deadline for this project, the applicable effective date for prevailing wages for this project is October 2023. 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. Public Works Invoice & Payment Checklist *In accordance with City of Renton Policy 250‐02 Contractor Name:_____________________________________________ Vendor #:________________________ Staff Contact:________________________________________________ Dept:____________________________ Project Name:________________________________________________ Contract Amount:__________________ CAG #___________________ as assigned by city clerk (provided after submitting eContract checklist) Was the Project Grant Funded? How was the contract procured? Retainage method: If N/A why: *If Escrow, attach a copy of legal approved escrow agreement. If retainage bond, attach a copy of the retainage bond. Intents for prime contractor and subcontractors have been saved to Q:\ Verified certified payroll reports have been filed. For grant funded projects, copies have been saved to Q:\ Invoice with applicable retainage has been entered into Eden Affidavits for prime contractor and subcontractors have been saved to Q:\ Notice of Completion filled out and included in PDF (only if contract exceeds $35,000 before tax – include in PDF behind completed checklist for AP) I hereby certify, as project manager representing the City of Renton, that all work required by the above cited contract was completed on:_________________. No claims/liens have been received against the prime contractor, subcontractors, or anyone who has performed or provided any work or material on the project. All intents to pay prevailing wages and all affidavits of wages paid (including subcontractors) have been provided to finance on the Q:\ ___________________ Date ___________________ ____________________________________________________________________ Project Manager ___________________________________________________________________ Department Administrator Date If original contract was approved by council enter the date that council approved completion and release of retainage. _____________________ *Include in PDF the council approval minutes and put behind notice of completion Date Section 1: Vendor, Contract, & Payment Information (complete prior to first progress payment & save copy of this checklist with first payment’s backup) Section 2: Close Out (complete during final payment, before retainage can be released and submit to AP) Public Works Department MONROE AVE NE INFILTRATION FACILITY PROJECT CAG-23-316 Traffic Control Information Public Works Department MONROE AVE NE INFILTRATION FACILITY PROJECT CAG-23-316 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, 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 in the City’s website at:https://www.rentonwa.gov/city_hall/public_works/transportation_systems/operations/traffic/tr affic_control_plans Typical details for lane closures can be provided upon request. 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 and 1-07.23 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 CITY OF RENTON SPECIAL PROVISIONS Monroe Ave Infiltration Facility FUNDED IN PART BY THE WASHINGTON STATE DEPARTMENT OF ECOLOGY Monroe Ave Infiltration Facility SP-i Special Provisions City of Renton TABLE OF CONTENTS Page INTRODUCTION TO THE SPECIAL PROVISIONS ................................................................................ 1 DIVISION 1 ............................................................................................................................................... 2 1-01 DEFINITIONS AND TERMS........................................................................................................ 2 1-02 BID PROCEDURES AND CONDITIONS .................................................................................... 4 1-03 AWARD AND EXECUTION OF CONTRACT ........................................................................... 11 1-04 SCOPE OF THE WORK ............................................................................................................ 14 1-05 CONTROL OF WORK ................................................................................................................ 16 1-06 CONTROL OF MATERIAL ......................................................................................................... 24 1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC ........................................... 25 1-08 PROSECUTION AND PROGRESS ........................................................................................... 41 1-09 MEASUREMENT AND PAYMENT ............................................................................................ 47 1-10 TEMPORARY TRAFFIC CONTROL .......................................................................................... 77 1-11 RENTON SURVEYING STANDARDS ....................................................................................... 81 DIVISION 2 ............................................................................................................................................. 86 2-01 CLEARING, GRUBBING, AND ROADSIDE CLEANUP ............................................................ 86 2-02 REMOVAL OF STRUCTURES AND OBSTRUCTIONS ............................................................ 86 2-03 ROADWAY EXCAVATION AND EMBANKMENT..................................................................... 87 DIVISION 5 ............................................................................................................................................. 90 5-04 HOT MIX ASPHALT .................................................................................................................. 90 5-06 TEMPORARY RESTORATION IN PAVEMENT AREA .......................................................... 115 DIVISION 6 ........................................................................................................................................... 116 6-02 CONCRETE STRUCTURES .................................................................................................... 116 6-03 STEEL STRUCTURES ............................................................................................................. 118 DIVISION 7 ........................................................................................................................................... 120 7-04 STORM SEWERS .................................................................................................................... 120 7-05 MANHOLES, INLETS, CATCH BASINS, AND DRYWELLS .................................................. 123 7-06 STORMWATER INFILTRATION FACILITY ............................................................................ 127 7-08 GENERAL PIPE INSTALLATION REQUIREMENTS .............................................................. 129 DIVISION 8 ........................................................................................................................................... 131 8-01 EROSION CONTROL AND WATER POLLUTION CONTROL ............................................... 131 8-02 ROADSIDE RESTORATION .................................................................................................... 133 8-12 CHAIN LINK FENCE AND WIRE FENCE ................................................................................ 137 8-14 CEMENT CONCRETE SIDEWALKS ....................................................................................... 138 8-24 ROCK AND GRAVITY BLOCK WALL AND GABION CRIBBING ........................................... 138 DIVISION 9 ........................................................................................................................................... 142 9-03 AGGREGATES ....................................................................................................................... 142 9-05 DRAINAGE STRUCTURES AND CULVERTS ........................................................................ 143 9-14 EROSION CONTROL AND ROADSIDE PLANTING .............................................................. 144 Monroe Ave Infiltration Facility SP-1 Special Provisions City of Renton INTRODUCTION TO THE SPECIAL PROVISIONS (December 10, 2020 APWA GSP) The work on this project shall be accomplished in accordance with the Standard Specifications for Road, Bridge and Municipal Construction, 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 these Special Provisions, all of which are made a part of the Contract Documents, shall govern all of the Work. These Special Provisions are made up of both General Special Provisions (GSPs) from various sources, which may have project-specific fill-ins; and project-specific Special Provisions. Each Provision either supplements, modifies, or replaces the comparable Standard Specification, or is a new Provision. The deletion, amendment, alteration, or addition to any subsection or portion of the Standard Specifications is meant to pertain only to that particular portion of the section, and in no way should it be interpreted that the balance of the section does not apply. The project-specific Special Provisions are not labeled as such. The GSPs are labeled under the headers of each GSP, with the effective date of the GSP and its source. For example: (March 8, 2013 APWA GSP) (April 1, 2013 WSDOT GSP) (June, 2023 Renton GSP) Also incorporated into the Contract Documents by reference are: · City of Renton Standard Details · King County Road Design and Construction Standards, 2016 Edition · Standard Plans for Road, Bridge and Municipal Construction, WSDOT/APWA, current edition · Manual on Uniform Traffic Control Devices for Streets and Highways, currently adopted edition, with Washington State modifications, if any Contractor shall obtain copies of these publications, at Contractor’s own expense. Third-Party Beneficiary: All parties agree that the State of Washington shall be, and is hereby, named as an express third-party beneficiary to this Contract, with full rights as such. Monroe Ave Infiltration Facility SP-2 Special Provisions City of Renton DIVISION 1 GENERAL REQUIREMENTS 1-01 DEFINITIONS AND TERMS DESCRIPTION OF WORK (March 13, 1995 WSDOT GSP) This Contract provides for stormwater management infrastructure and associated maintenance access road located at 301 Monroe Ave NE, Renton WA 98056; including temporary erosion control, temporary traffic control, clearing and grubbing, earthwork, stormwater conveyance and stormwater management facilities, hot mix asphalt paving, landscaping, illumination, utility adjustments, and other work, all in accordance with the attached Contract Plans, these Contract Provisions, and the Standard Specifications. 1-01.3 Definitions (January 19, 2022 APWA GSP) Delete the heading Completion Dates and the three paragraphs that follow it, and replace them with the following: Dates Bid Opening Date The date on which the Contracting Agency publicly opens and reads the Bids. Award Date The date of the formal decision of the Contracting Agency to accept the lowest responsible and responsive Bidder for the Work. Contract Execution Date The date the Contracting Agency officially binds the Agency to the Contract. Notice to Proceed Date The date stated in the Notice to Proceed on which the Contract time begins. Substantial Completion Date The day the Engineer determines the Contracting Agency has full and unrestricted use and benefit of the facilities, both from the operational and safety standpoint, any remaining traffic disruptions will be rare and brief, and only minor incidental work, replacement of temporary substitute facilities, plant establishment periods, or correction or repair remains for the Physical Completion of the total Contract. Physical Completion Date The day all of the Work is physically completed on the project. All documentation required by the Contract and required by law does not necessarily need to be furnished by the Contractor by this date. Completion Date The day all the Work specified in the Contract is completed and all the obligations of the Contractor under the contract are fulfilled by the Contractor. All documentation required Monroe Ave Infiltration Facility SP-3 Special Provisions City of Renton 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. Monroe Ave Infiltration Facility SP-4 Special Provisions City of Renton Notice of Award The written notice from the Contracting Agency to the successful Bidder signifying the Contracting Agency’s acceptance of the Bid Proposal. Notice to Proceed The written notice from the Contracting Agency or Engineer to the Contractor authorizing and directing the Contractor to proceed with the Work and establishing the date on which the Contract time begins. Traffic Both vehicular and non-vehicular traffic, such as pedestrians, bicyclists, wheelchairs, and equestrian traffic. 1-02 BID PROCEDURES AND CONDITIONS 1-02.1 Prequalification of Bidders Delete this section and replace it with the following: 1-02.1 Qualifications of Bidder (June 2023 Renton GSP) Before award of a public works contract, a bidder must meet at least the minimum qualifications of RCW 39.04.350(1) to be considered a responsible bidder and qualified to be awarded a public works project. 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. Add the following new section: 1-02.1(1) Supplemental Qualifications Criteria (July 31, 2017 APWA GSP) In addition, the Contracting Agency has established Contracting Agency-specific and/or project-specific supplemental criteria, in accordance with RCW 39.04.350(3), for determining Bidder responsibility, including the basis for evaluation and the deadline for appealing a determination that a Bidder is not responsible. These criteria are contained in Section 1- 02.14 Option C of these Special Provisions. 1-02.2 Plans and Specifications (June 27, 2011 APWA GSP) Delete this section and replace it with the following: Information as to where Bid Documents can be obtained or reviewed can be found in the Call for Bids (Advertisement for Bids) for the work. After award of the contract, plans and specifications will be issued to the Contractor at no cost as detailed below: Monroe Ave Infiltration Facility SP-5 Special Provisions City of Renton Additional plans and Contract Provisions may be obtained by the Contractor from the source stated in the Call for Bids, at the Contractor’s own expense. 1-02.4 Examination of Plans, Specifications, and Site of Work 1-02.4(1) General (December 30, 2022 APWA GSP Option A) 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 soon enough to allow a written reply to reach all prospective Bidders before the submission of their Bids. 1-02.4(2) Subsurface Information The first two sentences of the first paragraph is revised to read: The Contracting Agency has made subsurface investigation of the site of the proposed Work. The Geotechnical Report, prepared by Aspect Consulting on July 24th, 2023, is included in the bid documents. 1-02.5 Proposal Forms (July 31, 2017 APWA GSP) Delete this section and replace it with the following: The Proposal Form will identify the project and its location and describe the work. It will also list estimated quantities, units of measurement, the items of work, and the materials to be furnished at the unit bid prices. The bidder shall complete spaces on the proposal form that call for, but are not limited to, unit prices; extensions; summations; the total bid amount; signatures; date; and, where applicable, retail sales taxes and acknowledgment of addenda; the bidder’s name, address, telephone number, and signature; the bidder’s UDBE/DBE/M/WBE commitment, if applicable; a State of Washington Contractor’s Registration Number; and a Business License Number, if applicable. Bids shall be completed by typing or shall be printed in ink by hand, preferably in black ink. The required certifications are included as part of the Proposal Form. The Contracting Agency reserves the right to arrange the proposal forms with alternates and additives if such be to the advantage of the Contracting Agency. The bidder shall bid on all alternates and additives set forth in the Proposal Form unless otherwise specified. To Prime Contractor No. of Sets Basis of Distribution Reduced plans (11" x 17") 5 Furnished automatically upon award. Contract Provisions 5 Furnished automatically upon award. Large plans (e.g., 22" x 34") 2 Furnished only upon request. Monroe Ave Infiltration Facility SP-6 Special Provisions City of Renton 1-02.6 Preparation of Proposal (June 2023, Renton GSP) 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. The Bidder shall make no stipulation on the Bid Form, nor qualify the bid in any manner. A bid by a corporation shall be executed in the corporate name, by the president or a vice president (or other corporate officer accompanied by evidence of authority to sign). A bid by a partnership shall be executed in the partnership name, and signed by a partner. A copy of the partnership agreement shall be submitted with the Bid Form if any UDBE requirements are to be satisfied through such an agreement. A bid by a joint venture shall be executed in the joint venture name and signed by a member of the joint venture. A copy of the joint venture agreement shall be submitted with the Bid Form if any UDBE requirements are to be satisfied through such an agreement. 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. Add the following new section: 1-02.6(1) Certification of Compliance with Wage Payment Statutes (June 2023, Renton GSP) The Bidder shall submit with the Bid a completed and sighed “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 the 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. Monroe Ave Infiltration Facility SP-7 Special Provisions City of Renton 1-02.7 Bid Deposit (March 8, 2013 APWA GSP) Supplement this section with the following: Bid bonds shall contain the following: 1. Contracting Agency-assigned number for the project; 2. Name of the project; 3. The Contracting Agency named as obligee; 4. The amount of the bid bond stated either as a dollar figure or as a percentage which represents five percent of the maximum bid amount that could be awarded; 5. Signature of the bidder’s officer empowered to sign official statements. The signature of the person authorized to submit the bid should agree with the 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. Add the following new section: 1-02.7(1) Bid Bond, Cashier’s Check, Postal Money Order (June 2023, Renton GSP) 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 (June 2023, Renton GSP) 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. Monroe Ave Infiltration Facility SP-8 Special Provisions City of Renton Proposals that are received as required will be publicly opened and read as specified in Section 1-02.12. The Contracting Agency will not open or consider any Bid Proposal that is received after the time specified in the Call for Bids for receipt of Bid Proposals, or received in a location other than that specified in the Call for Bids. The Contracting Agency will not open or consider any “Supplemental Information” (DBE confirmations, or GFE documentation) that is received after the time specified above, or received in a location other than that specified in the Call for Bids. If an emergency or unanticipated event interrupts normal work processes of the Contracting Agency so that Proposals cannot be received at the office designated for receipt of bids as specified in Section 1-02.12 the time specified for receipt of the Proposal will be deemed to be extended to the same time of day specified in the solicitation on the first work day on which the normal work processes of the Contracting Agency resume. 1-02.10 Withdrawing, Revising, or Supplementing Proposal (July 23, 2015 APWA GSP) Delete this section, and replace it with the following: After submitting a physical Bid Proposal to the Contracting Agency, the Bidder may withdraw, revise, or supplement it if: 1. The Bidder submits a written request signed by an authorized person and physically delivers it to the place designated for receipt of Bid Proposals, and 2. The Contracting Agency receives the request before the time set for receipt of Bid Proposals, and 3. The revised or supplemented Bid Proposal (if any) is received by the Contracting Agency before the time set for receipt of Bid Proposals. If the Bidder’s request to withdraw, revise, or supplement its Bid Proposal is received before the time set for receipt of Bid Proposals, the Contracting Agency will return the unopened Proposal package to the Bidder. The Bidder must then submit the revised or supplemented package in its entirety. If the Bidder does not submit a revised or supplemented package, then its bid shall be considered withdrawn. 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 (June 2023, Renton GSP) 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 (October 1, 2020 APWA GSP) Delete this section and replace it with the following: 1. A Proposal will be considered irregular and will be rejected if: a. The Bidder is not prequalified when so required; Monroe Ave Infiltration Facility SP-9 Special Provisions City of Renton b. The authorized Proposal form furnished by the Contracting Agency is not used or is altered; c. The completed Proposal form contains any unauthorized additions, deletions, alternate Bids, or conditions; d. The Bidder adds provisions reserving the right to reject or accept the award, or enter into the Contract; e. A price per unit cannot be determined from the Bid Proposal; f. The Proposal form is not properly executed; g. The Bidder fails to submit 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 102.7; 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, if applicable, as required in Section 1-02.6; j. The Bidder fails to submit or properly complete a Disadvantaged Business Enterprise Certification, if applicable, as required in Section 1-02.6; k. The Bidder fails to submit written confirmation from each DBE firm listed on the Bidder’s completed DBE Utilization Certification that they are in agreement with the bidder’s DBE participation commitment, if applicable, as required in Section 1-02.6, or if the written confirmation that is submitted fails to meet the requirements of the Special Provisions; 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 form, if applicable, as required in Section 1-02.6, or if the documentation that is submitted fails to meet the requirements of the Special Provisions; n. The Bidder fails to submit DBE Trucking Credit Forms, if applicable, as required in Section 1-02.6, or if the documentation that is submitted fails to meet the requirements of the Special Provisions; 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. 3. A Proposal will be considered irregular and may be rejected if: Monroe Ave Infiltration Facility SP-10 Special Provisions City of Renton 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 (June 2023 Renton GSP) 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(1l). 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 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, Monroe Ave Infiltration Facility SP-11 Special Provisions City of Renton 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 (2) business days after the Bidder determined to be not responsible has received the Contracting Agency’s final determination. 1-02.15 Pre-Award Information (August 14, 2013 APWA GSP) Revise this section to read: Before awarding any contract, the Contracting Agency may require one or more of these items or actions of the apparent lowest responsible bidder: 1. A complete statement of the origin, composition, and manufacture of any or all materials to be used, 2. Samples of these materials for quality and fitness tests, 3. A progress schedule (in a form the Contracting Agency requires) showing the order of and time required for the various phases of the work, 4. A breakdown of costs assigned to any bid item, 5. Attendance at a conference with the Engineer or representatives of the Engineer, 6. Obtain, and furnish a copy of, a business license to do business in the city or county where the work is located. 7. A copy of State of Washington Contractor’s Registration, or 8. Any other information or action taken that is deemed necessary to ensure that the bidder is the lowest responsible bidder. 1-03 AWARD AND EXECUTION OF CONTRACT 1-03.1 Consideration of Bids (June 02, 2023 Renton GSP) Revise the first paragraph to read: After opening and reading proposals, the Contracting Agency will check them for correctness of extensions of the prices per unit and the total price. If a discrepancy exists between the price per unit and the extended amount of any bid item, the price per unit will control. If a minimum bid amount has been established for any item and the bidder’s unit or lump sum price is less than the minimum specified amount, the Contracting Agency will unilaterally revise the unit or lump sum price, to the minimum specified amount and Monroe Ave Infiltration Facility SP-12 Special Provisions City of Renton 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 section1-02.12, 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. 1-03.3 Execution of Contract (January 19, 2022 APWA GSP) Revise this section to read: Within 3 calendar days of Award date (not including Saturdays, Sundays and Holidays), the successful Bidder shall provide the information necessary to execute the Contract to the Contracting Agency. The Bidder shall send the contact information, including the full name, email address, and phone number, for the authorized signer and bonding agent to the Contracting Agency. Copies of the Contract Provisions, including the unsigned Form of Contract, will be available for signature by the successful bidder on the first business day following award. The number of copies to be executed by the Contractor will be determined by the Contracting Agency. Within ten (10) calendar days after the award date, the successful bidder shall return the signed Contracting Agency-prepared contract, an insurance certification as required by Section 1-07.18 and a satisfactory bond as required by law. 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- Monroe Ave Infiltration Facility SP-13 Special Provisions City of Renton furnished sites. The Contractor shall bear all risks for any work begun outside such areas and for any materials ordered before the contract is executed by the Contracting Agency. If the bidder experiences circumstances beyond their control that prevents return of the contract documents within the calendar days after the award date stated above, the Contracting Agency may grant up to a maximum of three (3) additional calendar days for return of the documents, provided the Contracting Agency deems the circumstances warrant it. Section 1-03.3 is supplemented with the following: 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. Third-Party Beneficiary: All parties agree that the State of Washington shall be, and is hereby, named as an express third-party beneficiary of this contract, with full rights as such. 1-03.4 Contract Bond (July 23, 2015 APWA GSP) Delete the first paragraph and replace it with the following: The successful bidder shall provide executed payment and performance bond(s) for the full contract amount. The bond may be a combined payment and performance bond; or be separate payment and performance bonds. In the case of separate payment and performance bonds, each shall be for the full contract amount. The bond(s) shall: 1. Be on Contracting Agency-furnished form(s); 2. Be signed by an approved surety (or sureties) that: a. Is registered with the Washington State Insurance Commissioner, and b. Appears on the current Authorized Insurance List in the State of Washington published by the Office of the Insurance Commissioner, 3. Guarantee that the Contractor will perform and comply with all obligations, duties, and conditions under the Contract, including but not limited to the duty and obligation to indemnify, defend, and protect the Contracting Agency against all losses and claims related directly or indirectly from any failure: a. Of the Contractor (or any of the employees, subcontractors, or lower tier subcontractors of the Contractor) to faithfully perform and comply with all contract obligations, conditions, and duties, or b. Of the Contractor (or the subcontractors or lower tier subcontractors of the Contractor) to pay all laborers, mechanics, subcontractors, lower tier subcontractors, material person, or any other person who provides supplies or provisions for carrying out the work; 4. Be conditioned upon the payment of taxes, increases, and penalties incurred on the project under titles 50, 51, and 82 RCW; and 5. Be accompanied by a power of attorney for the Surety’s officer empowered to sign the bond; and 6. Be signed by an officer of the Contractor empowered to sign official statements (sole proprietor or partner). If the Contractor is a corporation, the bond(s) must be signed Monroe Ave Infiltration Facility SP-14 Special Provisions City of Renton by the president or vice president, unless accompanied by written proof of the authority of the individual signing the bond(s) to bind the corporation (i.e., corporate resolution, power of attorney, or a letter to such effect signed by the president or vice president). 1-03.7 Judicial Review (November 30, 2018 APWA GSP) Revise this section to read: Any decision made by the Contracting Agency regarding the Award and execution of the Contract or Bid rejection shall be conclusive subject to the scope of judicial 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 THE WORK 1-04.2 Coordination of Contract Documents, Plans, Special Provisions, Specifications, and Addenda (December 10, 2020 APWA GSP) Revise the second paragraph to read: Any inconsistency in the parts of the contract shall be resolved by following this order of precedence (e.g., 1 presiding over 2, 2 over 3, 3 over 4, and so forth): 1. Addenda, 2. Proposal Form, 3. Special Provisions, 4. Contract Plans, 5. Standard Specifications, 6. Contracting Agency’s Standard Plans or Details (if any), and 7. WSDOT Standard Plans for Road, Bridge, and Municipal Construction. Add the following new section: 1-04.2(1) Contractor-Discovered Discrepancies (June 2023, Renton GSP) 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 Monroe Ave Infiltration Facility SP-15 Special Provisions City of Renton 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(1) Minor Changes (May 30, 2019 APWA GSP) Delete the first paragraph and replace it with the following: Payments or credits for changes amounting to $350,000 or less may be made under the Bid item “Minor Changes”. At the discretion of the Contracting Agency, this procedure for Minor Changes may be used in lieu of the more formal procedure as outlined in Section 1-04.4, Changes. All “Minor Changes” work will be within the scope of the Contract Work and will not change Contract Time. 1-04.5 Procedure, Protest, and Dispute by the Contractor (January 19, 2022 APWA GSP) Revise item 1 of the first paragraph to read: 1. Give a signed written notice of protest to the Engineer or the Engineer’s field Inspectors within three (3) calendar days of receiving a change order or an Engineer’s Written Determination. 1-04.6 Variation in Estimated Quantities (June 2023, Renton GSP) 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 the final quantity. These items shall not be subject to the provisions of 1-04.6 of the Standard Specifications: · “Resolution of Utility Conflicts” · “Select Borrow” 1-04.8 Progress Estimates and Payments (June 2023, Renton GSP) 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 (June 2023, Renton GSP) Revise the first paragraph in this section as follows: 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, any disturbed areas within the temporary construction easement, and all ground the Contractor occupied to do the Work shall be left neat and presentable. The Contractor shall: Monroe Ave Infiltration Facility SP-16 Special Provisions City of Renton Remove all rubbish, surplus materials, discarded materials, falsework, camp buildings, temporary structures, equipment, geogrid, and debris; and Deposit in embankments, or remove from project, all unneeded, oversized rock left from grading, surfacing and paving. 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 Contract and to other pay item and no further compensation shall 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 items and no further compensation shall be made. City to approve Final Cleanup based on a comparison of the pre-project site condition walk performed with City and Contractor prior to start of Site Mobilization and Contractor restoration after demobilization. City may provide additional direction to have site restored to pre-project level, at no additional payment. 1-05 CONTROL OF WORK Section 1-05.4 is supplemented with the following: 1-05.4 Conformity With and Deviation from Plans and Stakes (June 2023, Renton GSP) If the project calls for the Contractor supplied surveying, the Contractor shall provide all required survey Work, including such Work as mentioned in Sections 1-05, 1-11 and elsewhere in these Specifications as being provided by the Engineer. All costs for this survey Work shall be included in " Contractor Surveying" per lump sum. The Engineer or the Contractor supplied surveyor will provide construction stakes and marks establishing lines, slopes, and grades as stipulated in Sections 1-05.4 and will perform such Work per Section 1-11. The Contractor shall assume full responsibility for detailed dimensions, elevations, and excavation slopes measured from the Engineer or the Contractor supplied surveyor furnished stakes and marks. The Contractor shall provide a work site, which has been prepared to permit construction staking to proceed in a safe and orderly manner. The Contractor shall keep the Engineer or the Contractor supplied surveyor informed of staking requirements and provide at least 48 hour notice to allow the Engineer or the Contractor supplied surveyor adequate time for setting stakes. The Contractor shall carefully preserve stakes, marks, and other reference points, including existing monumentation, set by Contracting Agency forces. The Contractor will be charged for the costs of replacing stakes, markers and monumentation that were not to be disturbed but were destroyed or damaged by the Contractor's operations. This charge will be deducted from monies due or to become due to the Contractor. Monroe Ave Infiltration Facility SP-17 Special Provisions City of Renton 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. Add the following new section: 1-05.4(3) Contractor Surveying (June 2023, Renton GSP) When the Contract provides for Contractor Surveying, the Contractor shall supply the survey Work required for the project. The Contractor shall retain as a part of the Contractor Organization an experienced team of surveyors under the direct supervision of a professional land surveyor licensed by the State of Washington. All survey Work shall be done in accordance with Sections 1-05.4 and 1-11. The Contractor and/or the Surveyor shall inform the Engineer in writing of any errors, discrepancies, and omissions to the Plans that prevent the Contractor and/or the Surveyor from constructing the project in a manner satisfactory to the Engineer. All errors, discrepancies, and omissions must be corrected to the satisfaction of the Engineer before the survey Work may be continued. The Contractor shall coordinate his Work with the Surveyor and perform his operations in a manner to protect all survey stakes from harm. The Contractor shall inform the Surveyor of the Contractor's intent to remove any survey stakes and/or points before physically removing them. The Surveyor shall be responsible for maintaining As-Built records for the project. The Contractor shall coordinate his operations and assist the Surveyor in maintaining accurate As-Built records for the project. Monroe Ave Infiltration Facility SP-18 Special Provisions City of Renton 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. Add the following new section: 1-05.4(4) Contractor Provided As-Built Information (June 2023, Renton GSP) 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. Payment Payment will be made for the following bid item when included in the proposal: "Contractor Surveying", lump sum. The lump sum contract price for "Contractor Surveying" shall be full pay for all labor, equipment, materials, and supervision utilized to perform the Work specified, including any resurveying, checking, correction of errors, replacement of missing or damaged stakes, and coordination efforts. 1-05.7 Removal of Defective and Unauthorized Work (October 1, 2005 APWA GSP) Supplement this section with the following: If the Contractor fails to remedy defective or unauthorized work within the time specified in a written notice from the Engineer, or fails to perform any part of the work required by the Contract Documents, the Engineer may correct and remedy such work as may be identified in the written notice, with Contracting Agency forces or by such other means as the Contracting Agency may deem necessary. If the Contractor fails to comply with a written order to remedy what the Engineer determines to be an emergency situation, the Engineer may have the defective and unauthorized work Monroe Ave Infiltration Facility SP-19 Special Provisions City of Renton corrected immediately, have the rejected work removed and replaced, or have work the Contractor refuses to perform completed by using Contracting Agency or other forces. An emergency situation is any situation when, in the opinion of the Engineer, a delay in its remedy could be potentially unsafe, or might cause serious risk of loss or damage to the public. Direct or indirect costs incurred by the Contracting Agency attributable to correcting and remedying defective or unauthorized work, or work the Contractor failed or refused to perform, shall be paid by the Contractor. Payment will be deducted by the Engineer from monies due, or to become due, the Contractor. Such direct and indirect costs shall include in particular, but without limitation, compensation for additional professional services required, and costs for repair and replacement of work of others destroyed or damaged by correction, removal, or replacement of the Contractor’s unauthorized work. No adjustment in contract time or compensation will be allowed because of the delay in the performance of the work attributable to the exercise of the Contracting Agency’s rights provided by this Section. The rights exercised under the provisions of this section shall not diminish the Contracting Agency’s right to pursue any other avenue for additional remedy or damages with respect to the Contractor’s failure to perform the work as required. 1-05.10 Removal of Defective and Unauthorized Work (June 2023 Renton GSP) Supplement this section with the following: If within one year after the Acceptance Date of the Work by the Contracting Agency, defective and/or unauthorized Work is discovered, the Contractor shall promptly, upon written order by the Contracting Agency, return and in accordance with the Engineer’s instructions, either correct such Work, or if such Work has been rejected by the Engineer, remove it from the project site and replace it with non-defective and authorized Work, all without cost to the Contracting Agency. If the Contractor does not promptly comply with the written order to correct defective and/or unauthorized Work, or if an emergency exists, the Contracting Agency reserves the right to have defective and/or unauthorized Work corrected or removed and replaced pursuant to Section 1-05.7 “Removal of Defective and/or Unauthorized Work.” The Contractor agrees the above one year limitation shall not exclude or diminish the Contracting Agency’s rights under any law to obtain damages and recover costs resulting from defective and/or unauthorized Work discovered after one year but prior to the expiration of the legal time period set forth in RCW 4.16.040 limiting actions upon a contract in writing, or liability expressed of implied arising out of a written agreement. The Contractor shall warrant good title to all materials, supplies, and equipment purchased for, or incorporated in the Work. Nothing contained in this paragraph, however, shall defeat or impair the right of persons furnishing materials or labor, to recover under any bond given by the Contractor for their protection, or any rights under any law permitting such persons to look to funds due the Contractor in the hands of the Contracting Agency. Monroe Ave Infiltration Facility SP-20 Special Provisions City of Renton The provisions of this paragraph shall be inserted in all subcontracts and material contracts, and notice of its provisions shall be given to all persons furnishing materials for the Work when no formal contract is entered into for such materials. 1-05.11 Final Inspection Delete this section and replace it with the following: 1-05.11 Final Inspections and Operational Testing (October 1, 2005 APWA GSP) 1-05.11(1) Substantial Completion Date When the Contractor considers the work to be substantially complete, the Contractor shall so notify the Engineer and request the Engineer establish the Substantial Completion Date. The Contractor’s request shall list the specific items of work that remain to be completed in order to reach physical completion. The Engineer will schedule an inspection of the work with the Contractor to determine the status of completion. The Engineer may also establish the Substantial Completion Date unilaterally. 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. If, after this inspection, the Engineer concurs with the Contractor that the work is substantially complete and ready for its intended use, the Engineer, by written notice to the Contractor, will set the Substantial Completion Date. If, after this inspection the Engineer does not consider the work substantially complete and ready for its intended use, the Engineer will, by written notice, so notify the Contractor giving the reasons therefor. Upon receipt of written notice concurring in or denying substantial completion, whichever is applicable, the Contractor shall pursue vigorously, diligently and without unauthorized interruption, the work necessary to reach Substantial and Physical Completion. The Contractor shall provide the Engineer with a revised schedule indicating when the Contractor expects to reach substantial and physical completion of the work. The above process shall be repeated until the Engineer establishes the Substantial Completion Date and the Contractor considers the work physically complete and ready for final inspection. 1-05.11(2) Final Inspection and Physical Completion Date When the Contractor considers the work physically complete and ready for final inspection, the Contractor by written notice, shall request the Engineer to schedule a final inspection. The Engineer will set a date for final inspection. The Engineer and the Contractor will then make a final inspection and the Engineer will notify the Contractor in writing of all particulars in which the final inspection reveals the work incomplete or unacceptable. The Contractor shall immediately take such corrective measures as are necessary to remedy the listed deficiencies. Corrective work shall be pursued vigorously, diligently, and without interruption until physical completion of the listed deficiencies. This process will continue until the Engineer is satisfied the listed deficiencies have been corrected. Monroe Ave Infiltration Facility SP-21 Special Provisions City of Renton If action to correct the listed deficiencies is not initiated within 7 days after receipt of the written notice listing the deficiencies, the Engineer may, upon written notice to the Contractor, take whatever steps are necessary to correct those deficiencies pursuant to Section 1-05.7. The Contractor will not be allowed an extension of contract time because of a delay in the performance of the work attributable to the exercise of the Engineer’s right hereunder. Upon correction of all deficiencies, the Engineer will notify the Contractor and the Contracting Agency, in writing, of the date upon which the work was considered physically complete. That date shall constitute the Physical Completion Date of the contract, but shall not imply acceptance of the work or that all the obligations of the Contractor under the contract have been fulfilled. 1-05.11(3) Operational Testing Unless otherwise noted in the Contract Documents, the Contractor shall give the Engineer a minimum of 3 working days notice of the time for each test and inspection. If the inspection is by another authority than the Engineer, the Contractor shall give the Engineer a minimum of 3 working days notice of the date fixed for such inspection. Required certificates of inspection by other authority than the Engineer shall be secured by the Contractor. It is the intent of the Contracting Agency to have at the Physical Completion Date a complete and operable system. Therefore when the work involves the installation of machinery or other mechanical equipment; street lighting, electrical distribution or signal systems; irrigation systems; buildings; or other similar work it may be desirable for the Engineer to have the Contractor operate and test the work for a period of time after final inspection but prior to the physical completion date. Whenever items of work are listed in the Contract Provisions for operational testing they shall be fully tested under operating conditions for the time period specified to ensure their acceptability prior to the Physical Completion Date. During and following the test period, the Contractor shall correct any items of workmanship, materials, or equipment which prove faulty, or that are not in first class operating condition. Equipment, electrical controls, meters, or other devices and equipment to be tested during this period shall be tested under the observation of the Engineer, so that the Engineer may determine their suitability for the purpose for which they were installed. The Physical Completion Date cannot be established until testing and corrections have been completed to the satisfaction of the Engineer. The costs for power, gas, labor, material, supplies, and everything else needed to successfully complete operational testing, shall be included in the unit contract prices related to the system being tested, unless specifically set forth otherwise in the proposal. Operational and test periods, when required by the Engineer, shall not affect a manufacturer’s guaranties or warranties furnished under the terms of the contract. 1-05.12 Final Acceptance (June 02, 2023 Renton GSP) The third and fourth sentences in paragraph 1 are deleted and replaced with: Monroe Ave Infiltration Facility SP-22 Special Provisions City of Renton The Final Acceptance date shall be that date in which the Renton City Council formally approves the acceptance of the Contract. 1-05.13 Superintendents, Labor and Equipment of Contractor (August 14, 2013 APWA GSP) Delete the sixth and seventh paragraphs of this section. 1-05.14 Cooperation with Other Contractors (June 2023 Renton GSP) 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. 1-05.15 Method of Serving Notices (March 25, 2009 APWA GSP) Revise the second paragraph to read: All correspondence from the Contractor shall be directed to the Project Engineer. All correspondence from the Contractor constituting any notification, notice of protest, notice of dispute, or other correspondence constituting notification required to be furnished under the Contract, must be in paper format, hand delivered or sent via mail delivery service to the Project Engineer's office. Electronic copies such as e-mails or electronically delivered copies of correspondence will not constitute such notice and will not comply with the requirements of the Contract. Add the following new section: 1-05.16 Water and Power (October 1, 2005 APWA GSP) The Contractor shall make necessary arrangements, and shall bear the costs for power and water necessary for the performance of the work, unless the contract includes power and water as a pay item. Add the following new section: 1-05.17 Oral Agreements (June 2023, Renton GSP) 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. Add the following new section: 1-05.18 Record Drawings (March 8, 2013 APWA GSP) Monroe Ave Infiltration Facility SP-23 Special Provisions City of Renton The Contractor shall maintain one set of full size plans for Record Drawings, updated with clear and accurate red-lined field revisions on a daily basis, and within 2 business days after receipt of information that a change in Work has occurred. The Contractor shall not conceal any work until the required information is recorded. This Record Drawing set shall be used for this purpose alone, shall be kept separate from other Plan sheets, and shall be clearly marked as Record Drawings. These Record Drawings shall be kept on site at the Contractor’s field office, and shall be available for review by the Contracting Agency at all times. The Contractor shall bring the Record Drawings to each progress meeting for review. The preparation and upkeep of the Record Drawings is to be the assigned responsibility of a single, experienced, and qualified individual. The quality of the Record Drawings, in terms of accuracy, clarity, and completeness, is to be adequate to allow the Contracting Agency to modify the computer-aided drafting (CAD) Contract Drawings to produce a complete set of Record Drawings for the Contracting Agency without further investigative effort by the Contracting Agency. The Record Drawing markups shall document all changes in the Work, both concealed and visible. Items that must be shown on the markups include but are not limited to: · Actual dimensions, arrangement, and materials used when different than shown in the Plans. · Changes made by Change Order or Field Order. · Changes made by the Contractor. · Accurate locations of storm sewer, sanitary sewer, water mains and other water appurtenances, structures, conduits, light standards, vaults, width of roadways, sidewalks, landscaping areas, building footprints, channelization and pavement markings, etc. Include pipe invert elevations, top of castings (manholes, inlets, etc.). If the Contract calls for the Contracting Agency to do all surveying and staking, the Contracting Agency will provide the elevations at the tolerances the Contracting Agency requires for the Record Drawings. When the Contract calls for the Contractor to do the surveying/staking, the applicable tolerance limits include, but are not limited to the following: Vertical Horizontal As-built sanitary & storm invert and grate elevations ± 0.01 foot ± 0.01 foot As-built monumentation ± 0.001 foot ± 0.001 foot As-built waterlines, inverts, valves, hydrants ± 0.10 foot ± 0.10 foot As-built ponds/swales/water features ± 0.10 foot ± 0.10 foot As-built buildings (fin. Floor elev.) ± 0.01 foot ± 0.10 foot As-built gas lines, power, TV, Tel, Com ± 0.10 foot ± 0.10 foot As-built signs, signals, etc. N/A ± 0.10 foot Making Entries on the Record Drawings: Monroe Ave Infiltration Facility SP-24 Special Provisions City of Renton · Use erasable colored pencil (not ink) for all markings on the Record Drawings, conforming to the following color code: o Additions – Red o Deletions – Green o Comments – Blue o Dimensions – Graphite · Provide the applicable reference for all entries, such as the change order number, the request for information (RFI) number, or the approved shop drawing number. · Date all entries. · Clearly identify all items in the entry with notes similar to those in the Contract Drawings (such as pipe symbols, centerline elevations, materials, pipe joint abbreviations, etc.). The Contractor shall certify on the Record Drawings that said drawings are an accurate depiction of built conditions, and in conformance with the requirements detailed above. The Contractor shall submit final Record Drawings to the Contracting Agency. Contracting Agency acceptance of the Record Drawings is one of the requirements for achieving Physical Completion. Payment will be made for the following bid item: “Record Drawings (Minimum Bid $5,000),” per Lump Sum Payment for this item will be made on a prorated monthly basis for work completed in accordance with this section up to 75% of the lump sum bid. The final 25% of the lump sum item will be paid upon submittal and approval of the completed Record Drawings set prepared in conformance with these Special Provisions. A minimum bid amount has been entered in the Bid Proposal for this item. The Contractor must bid at least that amount. 1-06 CONTROL OF MATERIAL 1-06.1 Approval of Materials Prior to Use (June 2023 Renton GSP) Supplement this section with the following: 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. Monroe Ave Infiltration Facility SP-25 Special Provisions City of Renton 1-06.1(2) Request for Approval of Materials (June 2023 Renton GSP) Supplement Section 1-06.1(2) with the following: The Engineer will require up to 7 calendar days from the date each RAM is submitted until its 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. 1-06.1(4) Fabrication Inspection Expense (June 27, 2011 APWA GSP) Delete this section in its entirety. 1-06.2(1) Samples and Tests for Acceptance (June 2023 Renton GSP) Supplement Section 1-06.2(1) with the following: 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 (June 2023 Renton GSP) Supplement Section 1-06.2(2) with the following: Unless stated otherwise in the special provisions, statistical evaluation will not be used by the City of Renton. 1-06.6 Recycled Materials (January 4, 2016 APWA GSP) Delete this section, including its subsections, and replace it with the following: Recycled materials will not be allowed on this project. 1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC 1-07.1 Laws to be Observed (October 1, 2005 APWA GSP) Supplement this section with the following: In cases of conflict between different safety regulations, the more stringent regulation shall apply. The Washington State Department of Labor and Industries shall be the sole and paramount administrative agency responsible for the administration of the provisions of the Washington Industrial Safety and Health Act of 1973 (WISHA). Monroe Ave Infiltration Facility SP-26 Special Provisions City of Renton The Contractor shall maintain at the project site office, or other well-known place at the project site, all articles necessary for providing first aid to the injured. The Contractor shall establish, publish, and make known to all employees, procedures for ensuring immediate removal to a hospital, or doctor’s care, persons, including employees, who may have been injured on the project site. Employees should not be permitted to work on the project site before the Contractor has established and made known procedures for removal of injured persons to a hospital or a doctor’s care. The Contractor shall have sole responsibility for the safety, efficiency, and adequacy of the Contractor’s plant, appliances, and methods, and for any damage or injury resulting from their failure, or improper maintenance, use, or operation. The Contractor shall be solely and completely responsible for the conditions of the project site, including safety for all persons and property in the performance of the work. This requirement shall apply continuously, and not be limited to normal working hours. The required or implied duty of the Engineer to conduct construction review of the Contractor’s performance does not, and shall not, be intended to include review and adequacy of the Contractor’s safety measures in, on, or near the project site. 1-07.2 State Taxes Delete this section, including its sub-sections, in its entirety and replace it with the following: 1-07.2 State Sales Tax (June 27, 2011 APWA GSP) The Washington State Department of Revenue has issued special rules on the State sales tax. Sections 1-07.2(1) through 1-07.2(3) are meant to clarify those rules. The Contractor should contact the Washington State Department of Revenue for answers to questions in this area. The Contracting Agency will not adjust its payment if the Contractor bases a bid on a misunderstood tax liability. The Contractor shall include all Contractor-paid taxes in the unit bid prices or other contract amounts. In some cases, however, state retail sales tax will not be included. Section 1- 07.2(2) describes this exception. The Contracting Agency will pay the retained percentage (or release the Contract Bond if a FHWA-funded Project) only if the Contractor has obtained from the Washington State Department of Revenue a certificate showing that all contract-related taxes have been paid (RCW 60.28.051). The Contracting Agency may deduct from its payments to the Contractor any amount the Contractor may owe the Washington State Department of Revenue, whether the amount owed relates to this contract or not. Any amount so deducted will be paid into the proper State fund. 1-07.2(1) State Sales Tax — Rule 171 WAC 458-20-171, and its related rules, apply to building, repairing, or improving streets, roads, etc., which are owned by a municipal corporation, or political subdivision of the state, or by the United States, and which are used primarily for foot or vehicular traffic. This includes storm or combined sewer systems within and included as a part of the street or road drainage system and power lines when such are part of the roadway lighting system. For work performed in such cases, the Contractor shall include Washington State Retail Monroe Ave Infiltration Facility SP-27 Special Provisions City of Renton Sales Taxes in the various unit bid item prices, or other contract amounts, including those that the Contractor pays on the purchase of the materials, equipment, or supplies used or consumed in doing the work. 1-07.2(2) State Sales Tax — Rule 170 WAC 458-20-170, and its related rules, apply to the constructing and repairing of new or existing buildings, or other structures, upon real property. This includes, but is not limited to, the construction of streets, roads, highways, etc., owned by the state of Washington; water mains and their appurtenances; sanitary sewers and sewage disposal systems unless such sewers and disposal systems are within, and a part of, a street or road drainage system; telephone, telegraph, electrical power distribution lines, or other conduits or lines in or above streets or roads, unless such power lines become a part of a street or road lighting system; and installing or attaching of any article of tangible personal property in or to real property, whether or not such personal property becomes a part of the realty by virtue of installation. For work performed in such cases, the Contractor shall collect from the Contracting Agency, retail sales tax on the full contract price. The Contracting Agency will automatically add this sales tax to each payment to the Contractor. For this reason, the Contractor shall not include the retail sales tax in the unit bid item prices, or in any other contract amount subject to Rule 170, with the following exception. Exception: The Contracting Agency will not add in sales tax for a payment the Contractor or a subcontractor makes on the purchase or rental of tools, machinery, equipment, or consumable supplies not integrated into the project. Such sales taxes shall be included in the unit bid item prices or in any other contract amount. 1-07.2(3) Services The Contractor shall not collect retail sales tax from the Contracting Agency on any contract wholly for professional or other services (as defined in Washington State Department of Revenue Rules 138 and 244). Section 1-07.2 is supplemented with the following: The project includes work which requires compliance with Rule 171. 1-07.5(3) State Department of Ecology Section 1-07.5(3) is supplemented with the following: 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 Department of Ecology. 1-07.6 Permits and Licenses This Section is supplemented with the following: (January 2, 2018, WSDOT GSP) Monroe Ave Infiltration Facility SP-28 Special Provisions City of Renton The Contracting Agency has obtained the below-listed permit(s) for this project. A copy of the permit(s) is attached as an appendix for informational purposes. Copies of these permits, including a copy of the Transfer of Coverage form, when applicable, are required to be onsite at all times. Contact with the permitting agencies, concerning the below-listed permit(s), shall be made through the Engineer. The Contractor shall be responsible for obtaining Ecology’s approval for any Work requiring additional approvals (e.g. Request for Chemical Treatment Form). The Contractor shall obtain additional permits as necessary. All costs to obtain and comply with additional permits shall be included in the applicable Bid items for the Work involved. King County Special Use Permit Section 1-07.6 is supplemented as follows: (April 3, 2023 Renton GSP) The prime contractor shall provide proof of State L & I contractors’ registration and City business license prior to contract execution. All subcontractors shall provide proof with the Request to Sublet and prior to beginning work on-site. 1-07.7 Load Limits (June 2023, Renton GSP) 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 (June 2023, Renton GSP) 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 Add the following new section: 1-07.11(11) City of Renton Affidavit of Compliance (June 2023, Renton GSP) 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 (June 2023, Renton GSP) Section 1-07.13(1) is supplemented as follows: See 8-01 for additional construction requirements regarding implementation of the SWPPP and TESC Plan. Monroe Ave Infiltration Facility SP-29 Special Provisions City of Renton During unfavorable weather and other conditions, the Contractor shall pursue only such portions of the Work as shall not be damaged thereby. No portion of the Work whose satisfactory quality or efficiency will be affected by unfavorable conditions shall be constructed while these conditions exist, unless the Contractor shall be able to overcome said unfavorable conditions by special means or precautions acceptable to the Engineer. 1-07.15 Temporary Water Pollution/Erosion Control (June 2023, Renton GSP) Section 1-07.15 is supplemented with the following: The Contractor shall perform all Work in strict accordance with all Federal, State, and local laws and regulations governing waters of the State, as well as permits acquired for the project. The Contractor shall prepare a final Temporary Water Pollution/Erosion Control Plan (TWPECP) and a final Stormwater Pollution Prevention Plan (SWPPP). The TWPECP and SWPPP shall be developed in accordance with the erosion control standards contained in the Current City of Renton Surface Water Design Manual. The plan shall include any assumptions, detailed calculations, sketches and sequencing. The plan shall be signed and stamped by a Washington State Professional Engineer. A TESC supervisor shall be designated by the Contractor, whose name and phone number shall be given to the Engineer at the Preconstruction Conference. The TESC supervisor must be CESCL certified in accordance with NPDES permit requirements. The plan shall be submitted for approval to the City within 10 days of the Notice of Award. The TWPECP shall include the various configurations that may be necessary to adequately control erosion and sediment at the site during the various stages of construction. Design of dewatering, water control, bypass systems, and temporary erosion and sediment control 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 Monroe Ave Infiltration Facility SP-30 Special Provisions City of Renton groundwater and surface seepage. Each pump area location shall be equipped with two pumps meeting the capacity requirement, in case one is non-operational. e. Source of power for pumps, description of schedule and fueling requirements, storage location, and methods. 4. Manufacturer’s literature and test results (certificates) on the temporary silt fence, erosion control matting, riprap gradations, and any other necessary erosion control materials. 5. Planned installation and maintenance schedule for temporary erosion and sedimentation control facilities. Indicate locations and outlets of dewatering systems. 6. The boundaries of the clearing limits, sensitive areas and their buffers, and areas of vegetation preservation and tree retention. The Contractor shall also prepare a final SWPPP. The SWPPP must meet the requirements of the Department of Ecology’s NPDES and State Waste Discharge General Permit for Stormwater Discharges Associated with Construction Activity (General Permit). The SWPPP shall include and modify as necessary the Site Preparation and Erosion Control Plan drawings provided as part of the Contract Plans. The Contractor shall prepare, review, and modify the SWPPP as necessary to be consistent with the actual work schedule, sequencing, and construction methods that will be used on the project. The Contractor’s SWPPP shall meet the requirements of the general permit. The Contractor shall: · Furnish, install, operate, and maintain necessary machinery, appurtenances, and equipment to keep excavations free of water during construction; · Dewater and dispose of water in a manner that will not cause injury to public and private property, as well as keep sediment-laden water from entering the City surface water system or violate applicable water standards; · Keep sufficient pumping equipment and machinery on hand at all times for emergencies, including electric power failures; · Keep experienced personnel available at all times to operate pumping equipment, machinery and appliances; · Not shut down dewatering systems between shifts, on holidays and weekends, nor during work stoppages without prior authorization by the Engineer; · Control groundwater to prevent softening of bottoms of excavations, or formation of “quick” conditions or “boils”; · 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. Monroe Ave Infiltration Facility SP-31 Special Provisions City of Renton At all times, there must be material on the job site to handle any spills caused by the Contractor, such as tack, oils, diesel, etc. Materials would include, but not be limited to, oil absorbent pads and “kitty litter.” The Contractor must supply said materials at his expense and, in the event of a spill, be responsible for cleanup and disposal of contaminated materials. In addition, the SWPPP shall outline the procedures to be used to prevent high pH stormwater or dewatering water from entering surface waters. The plan shall include how the pH of the water will be maintained between pH 6.5 and pH 8.5 prior to being discharged from the project or entering surface waters. Prior to beginning any concrete or grinding work, the Contractor shall submit the plan, for the Engineer’s review and approval. An Ecology template is available to the Contractor for producing the SWPPP, using project- specific information added by the Contractor. The template and instructions are available at: http://www.ecy.wa.gov/programs/wq/stormwater/construction. The Engineer’s review and any resulting approval of the Contractor’s SWPPP and TESCP will be only regarding conformance with the specification requirement that the Contractor have the plans prepared by a CPESC or professional Civil Engineer who has expertise in the type of facilities and that the SWPPP and TESCP include the items specified for such plans. The Contractor shall be solely responsible for the adequacy of the SWPPP and TESCP and if erosion sediment, and other pollutant control measures in deviation or addition to those described in the SWPPP become necessary to minimize erosion and prevent storm water contamination from sediment and other pollutants, the Contractor shall prepare and submit a revised SWPPP to the Engineer for review as specified for the original plan. The Owner will not be liable to the Contractor for failure to accept all or any portion of an originally submitted or revised SWPPP, nor for any delays to the Work due to the Contractor’s failure to submit and implement an acceptable SWPPP. 1-07.17 Utilities and Similar Facilities This Section is supplemented with the following: Locations and dimensions shown in the Plans for existing facilities are in accordance with available information obtained without uncovering, measuring, or other verification. The following addresses and telephone numbers of utility companies known or suspected of having facilities within the project limits are supplied for the Contractor's convenience: Call-Before-You-Dig number: 1-800-424-5555 Puget Sound Energy (Electric) Attention: Dustin Weller Telephone: (206) 379-4347 Dustin.Weller@PSE.com Lumen Attention: Jesse Patjens Telephone: (425) 429 - 5722 Jesse.Patjens@lumen.com City of Renton (Fiber Optic) Attention: Brett Tietjen 1055 S Grady Way City of Renton (Public Works Dept) Attention: Jared McDonald 1055 S Grady Way Monroe Ave Infiltration Facility SP-32 Special Provisions City of Renton Renton, Wa 98057 Telephone:(425) 430-6873 BTiejen@rentonwa.gov Renton, Wa 98057 Telephone: (425) 757-7718 jmcdonald@rentonwa.gov 1-07.17(1) Utility Construction, Removal, or Relocation by the Contractor This Section is supplemented with the following: The Contractor shall perform the construction, removal, protection, or relocation of the following utilities, as shown in the Plans: · Lumen – pothole to verify conduits extents at storm pipe crossing at storm pipe crossing under west shoulder of Monroe Ave NE, approx. 25’ west from Monroe Ave NE centerline; protect existing conduits at storm pipe crossings and proximity under Monroe Ave NE. · Lumen – pothole to verify duct bank bury depth at storm pipe crossing on Monroe Ave NE (pothole within one week after mobilization); protect duct bank and conduits at storm crossing under Monroe Ave NE. · Lumen – Protect existing junction box at access road entrance, replace existing junction box cover with cover rated for H-25 loading. · Puget Sound Energy (PSE) – relocate existing illumination pole (PSE ID #318077- 166861) and associated junction. · Puget Sound Energy (PSE) – protect overhead regional transmission power lines. · City of Renton (Sewer) – pothole to verify sewer depth, and protect existing sewer at storm pipe crossing under Monroe Ave NE. · King County Communications – pothole to verify depth of communication conduit and structure to west side of Monroe Ave NE and protect existing conduits at storm pipe crossing. · City of Renton (Fiber Optic) – pothole to verify depth of fiber optic conduit in west shoulder of Monroe Ave NE, approx. 6-feet from face of curb; and protect existing conduits at storm pipe crossing. Add the following new section: 1-07.17(3) Utility Potholing Where indicated on the Plans, the Contractor shall pothole utilities within one week of mobilization. The Contractor may also pothole existing utilities in advance of the Work at their discretion. Potholing will be paid for when shown on the Plans. Within areas open to traffic or public use, potholing shall be performed using a vactor or similar method to minimize the area disturbed. The hole shall be backfilled with crushed surfacing aggregate to fill all voids. Within areas that are not reconstructed as part of this project, surfacing shall match existing. Within areas to be reconstructed, the Contractor shall propose a surfacing method to be approved by the Engineer, with the intent that the surfacing will endure until final restoration. Payment Payment will be made for the following Bid Item when listed in the Proposal: “Utility Potholing”, per each location called out on the plans. Monroe Ave Infiltration Facility SP-33 Special Provisions City of Renton Add the following new section: 1-07.17(4) Resolution of Utility Conflicts (June 2023, Renton GSP) In no way shall the work described under Resolution of Utility Conflicts relieve Contractor of any of the responsibilities described in Section 1-07.17 of the Standard Specifications and Special Provisions, and elsewhere in the Contract Documents. If or when utility conflicts occur, Contractor shall continue the construction process on other aspects of the project whenever possible. In the event that a conflict arises between the proposed improvements and an existing utility, the Resolution of Utility Conflicts item will compensate the Contractor for standby time and additional work in the following manner: 1. Standby time resulting from existing utility conflicts a. Standby time is defined as time the Contractor is unable to proceed with progression of a specific work item (i.e. storm drainage, underground utility installation etc.) due to conflicts with existing facilities. However, payment for standby time shall be limited to: 1) For each agreed upon conflict, a maximum of four (4) hours of standby time will be paid for actual delay of labor and equipment due to a utility conflict. The Contractor shall be responsible to adjust their work schedule and/or reassign their 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 any new identified utility conflicts not otherwise shown on the Contract Drawing or Specifications that are identified during the course of construction. 1-07.18 Public Liability and Property Damage Insurance Delete this section in its entirety, and replace it with the following: 1-07.18 Insurance (December 30, 2022 APWA GSP) 1-07.18(1) General Requirements A. The Contractor shall procure and maintain the insurance described in all subsections of section 1-07.18 of these Special Provisions, from insurers with a current A. M. Best rating of not less than A-: VII and licensed to do business in the State of Washington. Monroe Ave Infiltration Facility SP-34 Special Provisions City of Renton 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-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 · Otak, Inc. and its officers, employees, and agents · Washington State Department of Ecology, and its officers, employees, and agents 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 Monroe Ave Infiltration Facility SP-35 Special Provisions City of Renton Certificate of Insurance provided by the Contractor pursuant to 1-07.18(4) describes limits lower than those maintained by the Contractor. For Commercial General Liability insurance coverage, the required additional insured endorsements shall be at least as broad as ISO forms CG 20 10 10 01 for ongoing operations and CG 20 37 10 01 for completed operations. 1-07.18(3) Subcontractors The Contractor shall cause each subcontractor of every tier to provide insurance coverage that complies with all applicable requirements of the Contractor-provided insurance as set forth herein, except the Contractor shall have sole responsibility for determining the limits of coverage required to be obtained by subcontractors. The Contractor shall ensure that all subcontractors of every tier add all entities listed in 1 07.18(2) as additional insureds, and provide proof of such on the policies as required by that section as detailed in 1-07.18(2) using an endorsement as least as broad as ISO CG 20 10 10 01 for ongoing operations and CG 20 37 10 01 for completed operations. Upon request by the Contracting Agency, the Contractor shall forward to the Contracting Agency evidence of insurance and copies of the additional insured endorsements of each subcontractor of every tier as required in 1-07.18(4) Verification of Coverage. 1-07.18(4) Verification of Coverage The Contractor shall deliver to the Contracting Agency a Certificate(s) of Insurance and endorsements for each policy of insurance meeting the requirements set forth herein when the Contractor delivers the signed Contract for the work. Failure of Contracting Agency to demand such verification of coverage with these insurance requirements or failure of Contracting Agency to identify a deficiency from the insurance documentation provided shall not be construed as a waiver of Contractor’s obligation to maintain such insurance. Verification of coverage shall include: 1. An ACORD certificate or a form determined by the Contracting Agency to be equivalent. 2. Copies of all endorsements naming Contracting Agency and all other entities listed in 1 07.18(2) as additional insured(s), showing the policy number. The Contractor may submit a copy of any blanket additional insured clause from its policies instead of a separate endorsement. 3. Any other amendatory endorsements to show the coverage required herein. 4. A notation of coverage enhancements on the Certificate of Insurance shall not satisfy these requirements – actual endorsements must be submitted. Upon request by the Contracting Agency, the Contractor shall forward to the Contracting Agency a full and certified copy of the insurance policy(s). If Builders Risk insurance is required on this Project, a full and certified copy of that policy is required when the Contractor delivers the signed Contract for the work. 1-07.18(5) Coverages and Limits The insurance shall provide the minimum coverages and limits set forth below. Contractor’s maintenance of insurance, its scope of coverage, and limits as required herein shall not be Monroe Ave Infiltration Facility SP-36 Special Provisions City of Renton 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 injury, and liability assumed under an insured contract. There shall be no exclusion for liability arising from explosion, collapse or underground property damage. The Commercial General Liability insurance shall be endorsed to provide a per project general aggregate limit, using ISO form CG 25 03 05 09 or an equivalent endorsement. Contractor shall maintain Commercial General Liability Insurance arising out of the Contractor’s completed operations for at least three years following Substantial Completion of the Work. Such policy must provide the following minimum limits: $1,000,000 Each Occurrence $2,000,000 General Aggregate $2,000,000 Products & Completed Operations Aggregate $1,000,000 Personal & Advertising Injury each offence $1,000,000 Stop Gap / Employers’ Liability each accident 1-07.18(5)B Automobile Liability Automobile Liability shall cover owned, non-owned, hired, and leased vehicles; and shall be written on a coverage form at least as broad as ISO form CA 00 01. If the work involves the transport of pollutants, the automobile liability policy shall include MCS 90 and CA 99 48 endorsements. Such policy must provide the following minimum limit: $1,000,000 Combined single limit each accident 1-07.18(5)C Workers’ Compensation The Contractor shall comply with Workers’ Compensation coverage as required by the Industrial Insurance laws of the State of Washington. 1-07.18(5)D Excess or Umbrella Liability 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 at least as broad in coverage as the Contractor’s Commercial General and Auto Liability insurance. Monroe Ave Infiltration Facility SP-37 Special Provisions City of Renton 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 1-07.18(5)E 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)F 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 not later than the effective date of this Contract. 1-07.22 Use of Explosives (June 02, 2023 Renton GSP) Section 1-07.22 is supplemented by the following: Monroe Ave Infiltration Facility SP-38 Special Provisions City of Renton Explosives shall not be used without specific authority of the Engineer, and then only under such restrictions as may be required by the property authorities. Explosives shall be handled and used in strict compliance with WAC 296-52 and such local laws, rules and regulations that may apply. The individual in charge of the blasting shall have a current Washington State Blaster Users License. The Contractor shall obtain, comply with, and pay for such permits and costs as are necessary in conjunction with blasting operations. 1-07.23 Public Convenience and Safety (June 02, 2023 Renton GSP) 1-07.23(1) Construction Under Traffic This Section is supplemented with the following: Lane closures are subject to the following restrictions: · Full road closures will not be allowed. · Lane closures are not permitted on NE 4th Street. · No lane closure or work will be allowed on any of the following: o A holiday, o A holiday weekend; holidays that occur on Friday, Saturday, Sunday or Monday are considered a holiday weekend. A holiday weekend includes Saturday, Sunday, and the holiday. If the Engineer determines the permitted closure hours adversely affect traffic, the Engineer may adjust the hours accordingly. The Engineer will notify the Contractor in writing of any change in the closure hours. Exceptions to these restrictions may be considered by the Engineer on a case-by-case basis following a written request by the Contractor. Pedestrian Access The Contractor shall keep all pedestrian routes and access points (including sidewalks, and crosswalks when located within the project limits) open and clear at all times unless permitted otherwise by the Engineer in an approved traffic control plan or as shown in the Plans. Hours of Darkness The Contractor shall, at no additional cost to the Contracting Agency, make all arrangements for operations during hours of darkness. Flagger stations shall be illuminated using a minimum 150 watt floodlight. Lighting used for nighttime work shall, whenever possible, be directed away from, or shielded from, residences and oncoming traffic. Local and Emergency Access All traffic control actions shall allow school buses and emergency vehicles to proceed without any delay. Local access shall be maintained at all times unless otherwise permitted by the City and advanced notification to property owners is provided. Notifications Monroe Ave Infiltration Facility SP-39 Special Provisions City of Renton Traffic Control Plans shall be submitted for review and approval in accordance with Section 1-10.2(2). After traffic control plans have been reviewed and approved by the Engineer, the Contractor may notify the Engineer in writing 5 working days in advance of any lane closure, sidewalk closure, or both. The Contractor shall notify the Engineer in writing 5 working days in advance of any full roadway closure. The Contractor shall notify the local fire, police, emergency service, and city engineering departments; Medic 1 and Metro Transit (206-684-2732) when applicable; transit companies; and the affected school district(s) in writing a minimum of 5 working days prior to each closure. The Contractor shall furnish copies of these notifications to the Engineer. 1-07.24 Rights of Way (July 23, 2015 APWA GSP) Delete this section and replace it with the following: Street Right of Way lines, limits of easements, and limits of construction permits are indicated in the Plans. The Contractor’s construction activities shall be confined within these limits, unless arrangements for use of private property are made. Generally, the Contracting Agency will have obtained, prior to bid opening, all rights of way and easements, both permanent and temporary, necessary for carrying out the work. Exceptions to this are noted in the Bid Documents or will be brought to the Contractor’s attention by a duly issued Addendum. Whenever any of the work is accomplished on or through property other than public Right of Way, the Contractor shall meet and fulfill all covenants and stipulations of any easement agreement obtained by the Contracting Agency from the owner of the private property. Copies of the easement agreements may be included in the Contract Provisions or made available to the Contractor as soon as practical after they have been obtained by the Engineer. Whenever easements or rights of entry have not been acquired prior to advertising, these areas are so noted in the Plans. The Contractor shall not proceed with any portion of the work in areas where right of way, easements or rights of entry have not been acquired until the Engineer certifies to the Contractor that the right of way or easement is available or that the right of entry has been received. If the Contractor is delayed due to acts of omission on the part of the Contracting Agency in obtaining easements, rights of entry or right of way, the Contractor will be entitled to an extension of time. The Contractor agrees that such delay shall not be a breach of contract. Each property owner shall be given 48 hours notice prior to entry by the Contractor. This includes entry onto easements and private property where private improvements must be adjusted. The Contractor shall be responsible for providing, without expense or liability to the Contracting Agency, any additional land and access thereto that the Contractor may desire Monroe Ave Infiltration Facility SP-40 Special Provisions City of Renton 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. Supplement Section 1-07.24 with the following: The City of Renton has obtained a temporary construction easement for the following purposes: · Earthwork, grading, installation of infiltration facility, installation of stormwater infrastructure, paving permanent access road, and landscaping activities · The Contractor shall be responsible for maintaining the covered stockpile embankment. Stockpiled material may become unworkable if improperly covered. Improper maintenance of stockpile embankment · The Contractor shall be responsible for maintaining temporary overflow pipes and temporary stormwater infiltration pond for off-site stormwater runoff. Add the following new section: 1-07.29 Confined Space Entry (June 2023, Renton GSP) 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 programs followed during confined space entry. 7. Debrief the City on any hazards confronted or created at the completion of entry operations. 8. Place signs stating, “Danger, Follow Confined Space Entry Procedure before Entering” at each confined space to be entered. Never leave the confined space open and unattended. Monroe Ave Infiltration Facility SP-41 Special Provisions City of Renton 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 Add the following new section: 1-08.0 Preliminary Matters (May 25, 2006 APWA GSP) 1-08.0(1) Preconstruction Conference (October 10, 2008 APWA GSP) Prior to the Contractor beginning the work, a preconstruction conference will be held between the Contractor, the Engineer and such other interested parties as may be invited. The purpose of the preconstruction conference will be: 1. To review the initial progress schedule; 2. To establish a working understanding among the various parties associated or affected by the work; 3. To establish and review procedures for progress payment, notifications, approvals, submittals, etc.; 4. To establish normal working hours for the work; 5. To review safety standards and traffic control; and 6. To discuss such other related items as may be pertinent to the work. The Contractor shall prepare and submit at the preconstruction conference the following: 1. A breakdown of all lump sum items; 2. A preliminary schedule of working drawing submittals; and 3. A list of material sources for approval if applicable. 1-08.0(2) Hours of Work (December 8, 2014 APWA GSP) Except in the case of emergency or unless otherwise approved by the Engineer, the normal working hours for the Contract shall be any consecutive 8-hour period 7:00AM and 5:00PM, Monday through Friday, exclusive of a lunch break. If the Contractor desires different than the normal working hours stated above, the request must be submitted in writing prior to the preconstruction conference, subject to the provisions below. The working hours for the Contract shall be established at or prior to the preconstruction conference. All working hours and days are also subject to local permit and ordinance conditions (such as noise ordinances). If the Contractor wishes to deviate from the established working hours, the Contractor shall submit a written request to the Engineer for consideration. This request shall state what hours are being requested, and why. Requests shall be submitted for review no later than three (3) working days prior to the day(s) the Contractor is requesting to change the hours. If the Contracting Agency approves such a deviation, such approval may be subject to certain other conditions, which will be detailed in writing. For example: Monroe Ave Infiltration Facility SP-42 Special Provisions City of Renton 1. On non-Federal aid projects, requiring the Contractor to reimburse the Contracting Agency for the costs in excess of straight-time costs for Contracting Agency representatives who worked during such times. (The Engineer may require designated representatives to be present during the work. Representatives who may be deemed necessary by the Engineer include, but are not limited to: survey crews; personnel from the Contracting Agency’s material testing lab; inspectors; and other Contracting Agency employees or third party consultants when, in the opinion of the Engineer, such work necessitates their presence.) 2. Considering the work performed on Saturdays, Sundays, and holidays as working days with regard to the contract time. 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. 3. If a 4-10 work schedule is requested and approved the non-working day for the week will be charged as a working day. 4. If Davis Bacon wage rates apply to this Contract, all requirements must be met and recorded properly on certified payroll. Add the following new section: 1-08.0(3) Reimbursement of Overtime Work of Contracting Agency Employees (June 2023, Renton GSP) 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 (June 2023, Renton GSP) Section 1-08.1 is supplemented as follows: Written requests for change in subcontractors shall be submitted by the Contractor to the Engineer at least 7 calendar days prior to start of a subcontractor's Work. The Contractor agrees that they 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. 1-08.1(7)A Payment Certification (June 2023, Renton GSP) Monroe Ave Infiltration Facility SP-43 Special Provisions City of Renton Revise this section to read “Vacant”. 1-08.2 Assignment (June 2023, Renton GSP) 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 (June 2023, Renton GSP) Section 1-08.3 is supplemented as follows: The progress schedule for the entire project shall be submitted 7 calendar days prior to the Preconstruction Conference. The schedule shall be prepared using the critical path method (CPM), preferably using Microsoft Project or equivalent software. The schedule shall contain this information, at a minimum: 1. Construction activities, in sufficient detail that all activities necessary to construct a complete and functional project are considered. Any activity that has a scheduled duration exceeding 30 calendar days shall be subdivided until no sub-element has a duration exceeding 30 calendar days. 2. The schedule shall clearly indicate the activities that comprise the critical path. For each activity not on the critical path, the schedule shall show the float, or slack, time. 3. Procurement of material and equipment. 4. Submittals requiring review by the Engineer. Submittal by the Contractor and review by the Engineer shall be shown as separate activities. 5. Work to be performed by a subcontractor, agent, or any third party. 6. Allowances for delays that could result from normal inclement weather (time extensions due to inclement weather will not be allowed). 7. Allowances for the time required by utilities (Owner’s and others) to locate, monitor, and adjust their facilities as required. The Engineer may request the Contractor to alter the progress schedule when deemed necessary in the opinion of the Engineer, in the interest of public safety and welfare of the Owner, or for coordination with any other activity of other contractors, the availability of all or portions of the job site, or special provisions of this Contract, or to reasonably meet the completion date of the project. The Contractor shall provide such revised schedule within 10 days of request. If, at any time, in the opinion of the Engineer, the progress of construction falls significantly behind schedule, the Contractor may be required to submit a plan for regaining progress and a revised schedule indicating how the remaining Work items will be completed within the authorized contract time. The Contractor shall promptly report to the Engineer any conditions that the Contractor feels will require revision of the schedule and shall promptly submit proposed revisions in the progress schedule for acceptance by the Engineer. When such changes are accepted by the Engineer, the revised schedule shall be followed by the Contractor. Monroe Ave Infiltration Facility SP-44 Special Provisions City of Renton Weekly Schedule. The Contractor shall submit a weekly progress schedule to the Engineer which sets forth specific Work to be performed the following week, and a tentative schedule for the second week. Failure to Maintain Progress Schedule. The Engineer will check actual progress of the Work against the progress schedule a minimum of two times per month. Failure, without just cause, to maintain progress in accordance with the approved schedule shall constitute a breach of Contract. If, through no fault of the Contractor, the proposed construction schedule cannot be met, the Engineer will require the Contractor to submit a revised schedule to the Engineer for acceptance. The approved revisions will thereafter, in all respects, apply in lieu of the original schedule. Failure of the Contractor to follow the progress schedule submitted and accepted, including revisions thereof, shall relieve the Owner of any and all responsibility for furnishing and making available all or any portion of the job site, and will relieve the Owner of any responsibility for delays to the Contractor in the performance of the Work. The cost of preparing the progress schedule, any supplementary progress schedules, and weekly schedules shall be considered incidental to the Contract and no other compensation shall be made. 1-08.4 Prosecution of Work Delete this section and replace it with the following: 1-08.4 Notice to Proceed and Prosecution of Work (July 23, 2015 APWA GSP) Notice to Proceed will be given after the contract has been executed and the contract bond and evidence of insurance have been approved and filed by the Contracting Agency. The Contractor shall not commence with the work until the Notice to Proceed has been given by the Engineer. The Contractor shall commence construction activities on the project site within ten days of the Notice to Proceed Date, unless otherwise approved in writing. The Contractor shall diligently pursue the work to the physical completion date within the time specified in the contract. Voluntary shutdown or slowing of operations by the Contractor shall not relieve the Contractor of the responsibility to complete the work within the time(s) specified in the contract. When shown in the Plans, the first order of work shall be the installation of high visibility fencing to delineate all areas for protection or restoration, as described in the Contract. Installation of high visibility fencing adjacent to the roadway shall occur after the placement of all necessary signs and traffic control devices in accordance with 1-10.1(2). Upon construction of the fencing, the Contractor shall request the Engineer to inspect the fence. No other work shall be performed on the site until the Contracting Agency has accepted the installation of high visibility fencing, as described in the Contract. Add the following new section: 1-08.4(2) Weekly Meetings Monroe Ave Infiltration Facility SP-45 Special Provisions City of Renton Weekly meetings will be held to discuss the work, resolve any quantity or payment issues, review the Contractor’s Progress Schedule, discuss weekly look-ahead schedules and review the Record Drawings. 1-08.5 Time for Completion (January 19, 2022 APWA GSP, Option A) 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 any partial or whole day 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. Revise the sixth paragraph to read: The Engineer will give the Contractor written notice of the completion date of the contract after all the Contractor’s obligations under the contract have been performed by the Contractor. The following events must occur before the Completion Date can be established: 1. The physical work on the project must be complete; and 2. The Contractor must furnish all documentation required by the contract and required by law, to allow the Contracting Agency to process final acceptance of the contract. The following documents must be received by the Project Engineer prior to establishing a completion date: a. Certified Payrolls (per Section 1-07.9(5)). b. Material Acceptance Certification Documents c. Monthly Reports of Amounts Credited as DBE Participation, as required by the Contract Provisions. d. Final Contract Voucher Certification e. Copies of the approved “Affidavit of Prevailing Wages Paid” for the Contractor and all Subcontractors f. Property owner releases per Section 1-07.24 Supplement this section with the following: This project shall be physically completed within 283 working days. Monroe Ave Infiltration Facility SP-46 Special Provisions City of Renton 1-08.6 Suspension of Work (June 2023 Renton GSP) 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 (June 2023 Renton GSP) Revise the second paragraph as follows: 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 (June 2023, Renton GSP) Revise the second and third paragraphs to read: Accordingly, the Contractor agrees: 1. To pay liquidated damages in the amount of $500 for each working day beyond the number of working days established for Physical Completion, and 2. In addition to the terms outlined under item 1, To pay liquidated damages in the amount of $74,687.00 if Physical Completion is not achieved by April 15, 2025 and to pay an additional $74,687.00 every thirty (30) calendar days after April 15, 2025, and 3. To authorize the Engineer to deduct these liquidated damages from any money due or coming due to the Contractor. When the Contract Work has progressed to Substantial Completion as defined in the Contract, the Engineer may determine the Contract Work is Substantially Complete. The Engineer will notify the Contractor in writing of the Substantial Completion Date. For overruns in Contract time occurring after the date so established, liquidated damages identified above will not apply. For overruns in Contract time occurring after the Substantial Completion Date, liquidated damages shall be assessed on the basis of direct engineering and related costs assignable to the project until the actual Physical Completion Date of all the Contract Work. The Contractor shall complete the remaining Work as promptly as possible. Upon request by the Project Engineer, the Contractor shall furnish a written schedule for completing the physical Work on the Contract. Monroe Ave Infiltration Facility SP-47 Special Provisions City of Renton 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 provisions 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. Add the following new section: 1-08.12 Attention to Work (June 2023, Renton GSP) The Contractor shall give their personal attention to and shall supervise the Work to the end that it shall be prosecuted faithfully, and when they are 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 them or to their authorized representative. 1-09 MEASUREMENT AND PAYMENT 1-09.1 Measurement of Quantities (June 2023 Renton GSP) Section 1-09.1 is supplemented by adding the following: Lump Sum. The percentage of lump sum Work completed, and payment will be based on the cost percentage breakdown of the lump sum bid price(s) submitted at the preconstruction conference. The Contractor shall submit a breakdown of costs for each lump sum bid item. The breakdown shall list the items included in the lump sum together with a unit price of labor, materials, and equipment for each item. The summation of the detailed unit prices for each item shall add up to the lump sum bid. The unit price values may be used as a guideline for determining progress payments or deductions or additions in payment for ordered Work changes. Cubic Yard Quantities. The Contractor shall provide truck trip tickets for progress payments only in the following manner. Where items are specified to be paid by the cubic yard, the following tally system shall be used. All trucks to be employed on this Work will be measured to determine the volume of each truck. Each truck shall be clearly numbered, to the satisfaction of the Engineer, and there shall be no duplication of numbers. Duplicate tally tickets shall be prepared to accompany each truckload of material delivered on the project. All tickets received that do not contain the following information will not be processed for payment: 1. Truck number 2. Quantity and type of material delivered in cubic yards Monroe Ave Infiltration Facility SP-48 Special Provisions City of Renton 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. 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(1) General Requirements for Weighing Equipment (July 23, 2015 APWA GSP, Option 2) Revise item 4 of the fifth paragraph to read: 4. Test results and scale weight records for each day’s hauling operations are provided to the Engineer daily. Reporting shall utilize WSDOT form 422-027, Scaleman’s Daily Report, unless the printed ticket contains the same information that is on the Scaleman’s Daily Report Form. The scale operator must provide AM and/or PM tare weights for each truck on the printed ticket. 1-09.2(5) Measurement (May 2, 2017 APWA GSP) Revise the first paragraph to read: Monroe Ave Infiltration Facility SP-49 Special Provisions City of Renton 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 (June 2023 Renton GSP) Section 1-09.3 is supplemented by adding the following: The bid items listed in Section 1-09.14 will be the only items for which compensation will be made for the Work described in each section of the Standard Specifications when the Contractor performs the specified Work. Should a bid item be listed in a “Payment” clause but not in the Proposal Form, and Work for that item is performed by the Contractor and the Work is not stated as included in or incidental to a pay item in the Contract and is not Work that would be required to complete the intent of the Contract per Section 1-04.1, then payment for that Work will be made as for Extra Work pursuant to a Change Order. The words “Bid Item,” “Contract Item,” and “Pay Item,” and similar terms used throughout the Contract Documents are synonymous. If the “payment” clause in the Specifications relating to any unit bid item price in the Proposal Form requires that said unit bid item price cover and be considered compensation for certain Work or material essential to the item, then the Work or material will not be measured or paid for under any other unit bid item which may appear elsewhere in the Proposal Form or Specifications. Pluralized unit bid items appearing in these Specifications are changed to singular form. Payment for bid items listed or referenced in the “Payment” clause of any particular section of the Specifications shall be considered as including all of the Work required, specified, or described in that particular section. Payment items will generally be listed generically in the Specifications, and specifically in the bid form. When items are to be “furnished” under one payment item and “installed” under another payment item, such items shall be furnished FOB project site, or, if specified in the Special Provisions, delivered to a designated site. Materials to be “furnished,” or “furnished and 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 (October 10, 2008 APWA GSP) Supplement this section with the following: The Contracting Agency has estimated and included in the Proposal, dollar amounts for all items to be paid per force account, only to provide a common proposal for Bidders. All such dollar amounts are to become a part of Contractor's total bid. However, the Contracting Agency does not warrant expressly or by implication, that the actual amount of work will correspond with those estimates. Payment will be made on the basis of the amount of work actually authorized by Engineer. Monroe Ave Infiltration Facility SP-50 Special Provisions City of Renton 1-09.7 Mobilization (June 2023 Renton GSP) Section 1-09.7 is supplemented by as follows: Mobilization shall also include, but not be limited to, the following items: pre-mobilization site walk with City to determine and document existing site conditions within site for comparison at end of project for Final Cleanup, 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. Mobilization shall also include all activities required to demobilize from site and provide Final Cleanup, per Special Provisions Section 1-04.11, including a final site walk with City. Payment will be made for the following bid item(s): “Mobilization,” Lump Sum. 1-09.9 Payments (March 13, 2012 APWA GSP) Supplement this section with the following: Lump sum item breakdowns are not required when the bid price for the lump sum item is less than $20,000. (January 19, 2022 APWA GSP) Section 1-09.9 is revised to read: The basis of payment will be the actual quantities of Work performed according to the Contract and as specified for payment. The Contractor shall submit a breakdown of the cost of lump sum bid items at the Preconstruction Conference, to enable the Project Engineer to determine the Work performed on a monthly basis. A breakdown is not required for lump sum items that include a basis for incremental payments as part of the respective Specification. Absent a lump sum breakdown, the Project Engineer will make a determination based on information available. The Project Engineer’s determination of the cost of work shall be final. Progress payments for completed work and material on hand will be based upon progress estimates prepared by the Engineer. A progress estimate cutoff date will be established at the preconstruction conference. The initial progress estimate will be made not later than 30 days after the Contractor commences the work, and successive progress estimates will be made every month thereafter until the Completion Date. Progress estimates made during progress of the work are tentative, and made only for the purpose of determining progress payments. The progress estimates are subject to change at any time prior to the calculation of the final payment. The value of the progress estimate will be the sum of the following: Monroe Ave Infiltration Facility SP-51 Special Provisions City of Renton 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 any of the 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). 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 Monroe Ave Infiltration Facility SP-52 Special Provisions City of Renton 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. 1-09.9(1) Retainage (June 2023, Renton GSP) Supplement this section with the following: The retained amount shall be released as stated in the Standard Specifications if no claims have been filed against such funds as provided by law, and if the Owner has no unsatisfied claims against the Contractor. In the event claims are filed, the Owner shall withhold, until such claims are satisfied, a sum sufficient to satisfy all claims and to pay attorney's fees. In addition, the Owner shall withhold such amount as is required to satisfy any claims by the Owner against the Contractor, until such claims have been finally settled. Neither the final payment nor any part of the retained percentage shall become due until the Contractor, if requested, delivers to the Owner a complete release of all liens arising out of this Contract, or receipts in full in lieu thereof, and, if required in either case, an affidavit that so far as the Contractor has knowledge or information, the release and receipts include all labor and materials for which a lien could be filed: but the Contractor may, if any subcontractor refuses to furnish a release or receipt in full, furnish a bond satisfactorily to the Engineer to indemnify the Owner against the lien. If any lien remains unsatisfied after all payments are made, the Contractor shall reimburse to the Owner all monies that the latter may be compelled to pay in discharging such lien, including all costs and reasonable engineer's and attorney's fees. Add the following new section: 1-09.9(2) Contracting Agency’s Right to Withhold and Disburse Certain Amounts (June 2023, Renton GSP) In addition to monies retained pursuant to RCW 60.28 and subject to RCW 39.04.250, RCW 39.12 and RCW 39.76, the Contractor authorizes the Engineer to withhold progress payments due or deduct an amount from any payment or payments due the Contractor which, in the Engineer’s opinion, may be necessary to cover the Contracting Agency’s costs for or to remedy the following situations: 1. Damage to another contractor when there is evidence thereof and a claim has been filed. 2. Where the Contractor has not paid fees or charges to public authorities of municipalities, which the Contractor is obligated to pay. 3. Utilizing material tested and inspected by the Engineer, for purposes not connected with the Work (Section 1-05.6). 4. Landscape damage assessments per Section 1-07.16. 5. For overtime Work performed by City personnel per Section 1-08.1(4). 6. Anticipated or actual failure of the Contractor to complete the Work on time: a. Per Section 1-08.9 Liquidated Damages; or b. Lack of construction progress based upon the Engineer’s review of the Contractor’s approved progress schedule, which indicates the Work will not be complete within the contract time. When calculating an anticipated time overrun, the Engineer will make allowances for weather delays, approved Monroe Ave Infiltration Facility SP-53 Special Provisions City of Renton 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 1-05.5. c. Failure of the Contractor to correct defective or unauthorized Work (Section 1-05.8). d. Failure of the Contractor to furnish a Manufacture’s Certificate of Compliance in lieu of material testing and inspection as required by Section 1-06.3. e. Failure to submit weekly payrolls, Intent to Pay Prevailing Wage forms, or correct underpayment to employees of the Contractor or subcontractor of any tier as required by Section 1-07.9. f. Failure of the Contractor to pay worker’s benefits (Title 50 and Title 51 RCW) as required by Section 1-07.10. g. Failure of the Contractor to submit and obtain approval of a progress schedule per Section 1-08.3. The Contractor authorizes the Engineer to act as agent for the Contractor disbursing such funds as have been withheld pursuant to this Section to a party or parties who are entitled to payment. Disbursement of such funds, if the Engineer elects to do so will be made only after giving the Contractor 15 calendar days prior written notice of the Contracting Agency’s intent to do so, and if prior to the expiration of the 15-calendar day period, 1. No legal action has commenced to resolve the validity of the claims, and 2. The Contractor has not protested such disbursement. A proper accounting of all funds disbursed on behalf of the Contractor in accordance with this Section will be made. A payment made pursuant to this section shall be considered as payment made under the terms and conditions of the Contract. The Contracting Agency shall not be liable to the Contractor for such payment made in good faith. Add the following new section: 1-09.9(3) Final Payment (June 2023, Renton GSP) 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 Monroe Ave Infiltration Facility SP-54 Special Provisions City of Renton requirements of the Contract; nor shall such payment preclude the Contracting Agency from recovering damages, setting penalties, or obtaining such other remedies as may be permitted by law. Before the Work will be accepted by the Contracting Agency, the Contractor shall submit an affidavit, on the form provided by the Engineer, of amounts paid to certified disadvantaged (DB), minority (MBE) or women business enterprises (WBE) participating in the Work. Such affidavit shall certify the amounts paid to the DB, MBE or WBE subcontractors regardless of tier. On federally funded projects the Contractor may also be required to execute and furnish the Contracting Agency an affidavit certifying that the Contractor has not extended any loans, gratuity or gift and money pursuant to Section 1-07.19 of these Specifications. If the Contractor fails, refuses, or is unable to sign and return the Final Progress Estimate or any other documents required for the final acceptance of the Contract, the Contracting Agency reserves the right to establish a completion date and unilaterally accept the Contract. Unilateral acceptance will occur only after the Contractor has been provided the opportunity, by written request from the Engineer, to voluntarily submit such documents. If voluntary compliance is not achieved, formal notification of the impending unilateral acceptance will be provided by certified letter from the Engineer to the Contractor that will provide 30 calendar days for the Contractor to submit the necessary documents. The 30- calendar day deadline shall begin on the date of the postmark of the certified letter from the Engineer requesting the necessary documents. This reservation by the Contracting Agency to unilaterally accept the Contract will apply to contracts that are completed in accordance with Section 1-08.5 for contracts that are terminated in accordance with Section 1-08.10. Unilateral acceptance of the Contract by the Contracting Agency does not in any way relieve the Contractor of the provisions under contract or of the responsibility to comply with all laws, ordinances, and federal, state, and local regulations that affect the Contract. The date the Contracting Agency unilaterally signs the Final Progress Estimate constitutes the final acceptance date (Section 1-05.12). 1-09.11(2) Claims (June 2023, Renton GSP) Revise paragraph 5 to read: 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 Limitation and Jurisdiction (November 30, 2018 APWA GSP) Revise this section to read: For the convenience of the parties to the Contract it is mutually agreed by the parties that any claims or causes of action which the Contractor has against the Contracting Agency arising from the Contract shall be brought within 180 calendar days from the date of final acceptance (Section 1-05.12) of the Contract by the Contracting Agency; and it is further agreed that any such claims or causes of action shall be brought only in the Superior Court of the county where the Contracting Agency headquarters is located, provided that where an action is asserted against a county, RCW 36.01.050 shall control venue and jurisdiction. The parties understand and agree that the Contractor’s failure to bring suit within the time Monroe Ave Infiltration Facility SP-55 Special Provisions City of Renton period provided, shall be a complete bar to any such claims or causes of action. It is further mutually agreed by the parties that when any claims or causes of action which the Contractor asserts against the Contracting Agency arising from the Contract are filed with the Contracting Agency or initiated in court, the Contractor shall permit the Contracting Agency to have timely access to any records deemed necessary by the Contracting Agency to assist in evaluating the claims or action. 1-09.13 Claims Resolution 1-09.13(1) General (January 19, 2022 APWA GSP) Revise this section to read: Prior to seeking claims resolution through arbitration or litigation, the Contractor shall proceed in accordance with Sections 1-04.5 and 1-09.11. The provisions of Sections 1-04.5 and 1-09.11 must be complied with in full as a condition precedent to the Contractor’s right to seek claim resolution through binding arbitration or litigation. Any claims or causes of action which the Contractor has against the Contracting Agency arising from the Contract shall be resolved, as prescribed herein, through binding arbitration or litigation. The Contractor and the Contracting Agency mutually agree that those claims or causes of action which total $1,000,000 or less, which are not resolved by mediation, shall be resolved through litigation unless the parties mutually agree in writing to resolve the claim through binding arbitration. The Contractor and the Contracting Agency mutually agree that those claims or causes of action in excess of $1,000,000, which are not resolved by mediation, shall be resolved through litigation unless the parties mutually agree in writing to resolve the claim through binding arbitration. 1-09.13(3)A Arbitration General (January 19, 2022 APWA GSP) Revise the third paragraph to read: The Contracting Agency and the Contractor mutually agree to be bound by the decision of the arbitrator, and judgment upon the award rendered by the arbitrator may be entered in the Superior Court of the county in which the Contracting Agency’s headquarters is located, provided that where claims subject to arbitration are asserted against a county, RCW 36.01.050 shall control venue and jurisdiction of the Superior Court. The decision of the arbitrator and the specific basis for the decision shall be in writing. The arbitrator shall use the Contract as a basis for decisions. 1-09.13(3)B Procedures to Initiate Arbitration (June 2023 Renton GSP) Section 1-09.13(3)B is supplemented by adding: The findings and decision of the board of arbitrators shall be final and binding on the parties, unless the aggrieved party, within 10 days, challenges the findings and decision by serving Monroe Ave Infiltration Facility SP-56 Special Provisions City of Renton and filing a petition for review by the superior court of King County, Washington. The grounds for the petition for review are limited to showing that the findings and decision: 1. Are not responsive to the questions submitted; 2. Is contrary to the terms of the contract or any component thereof; 3. Is arbitrary and/or is not based upon the applicable facts and the law controlling the issues submitted to arbitration. The board of arbitrators shall support its decision by setting forth in writing their findings and conclusions based on the evidence adduced at any such hearing. The arbitration shall be conducted in accordance with the statutes of the State of Washington and court decisions governing such procedure. The costs of such arbitration shall be borne equally by the City and the Contractor unless it is the board's majority opinion that the Contractor's filing of the protest or action is capricious or without reasonable foundation. In the latter case, all costs shall be borne by the Contractor. 1-09.13(4) Venue for Litigation (January 19, 2022 APWA GSP) 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 any records deemed necessary by the Contracting Agency to assist in evaluating the claims or action. Add the following new section: 1-09.14 Payment Schedule (June 2023, Renton GSP) Measurement and Payment Schedule for Bid Items in This Project Proposal 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. Monroe Ave Infiltration Facility SP-57 Special Provisions City of Renton 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. Add the following new section: 1-09.14(2) Bid Items (June 2023, Renton GSP) The project is defined as following two stages of work. All bid items under “Schedule A Bid Items - Common to Stage 1 and Stage 2” shall be shared items under both Stage 1 and Stage 2 of work. All bid items under “Schedule B Bid Items - Stage 1” shall be items associated with Stage 1 of work, as indicated in the Plans. All bid items under “Schedule C Bid Items - Stage 2” shall be non-landscaping items associated with Stage 2 of work, as indicated in the Plans. All bid items under “Schedule D Bid Items - Landscaping” shall be landscaping items associated with Stage 2 of work, as indicated in the Plans. 1-09.14(2)A Bid Items Common to Stage 1 and Stage 2 1-09.14(2)A1 Minor Changes (Bid Item A1) - 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. 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)A2 Contractor Surveying (Bid Item A2) – Lump Sum There will be no specific measurement for the lump sum bid item “Contractor Surveying.” Payment for the bid item “Contractor Surveying” will be per the lump sum bid price and based on the percentage of total Work complete at the time of measurement. Payment may be prorated over the construction period based on the amount of work completed for construction surveying and staking. Monroe Ave Infiltration Facility SP-58 Special Provisions City of Renton Survey will be per Special Provision Section 1-05.4 and City of Renton Surveying Standards in Special Provision Section 1-11. Payment will be complete compensation for all labor, materials, equipment, tools, all incidental work needed to provide construction surveying and survey of the finished 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, elevations of proposed access road along centerline, fittings and dimensions of existing and proposed stormwater facilities, inverts of proposed stormwater facilities, location of proposed power junction boxes and conduit, measurement of existing onsite stockpile prior to Contractor excavation, and measurement of onsite stockpile after Contractor excavation, and preparation of cut- sheets. Said payment will be complete compensation for all labor, materials, equipment, tools all incidental work needed to provide for the Contractor prepared Record Drawings, which is paid per Bid Item C1. 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 SPCC Plan (Minimum Bid $5,000) (Bid Item A3) – Lump Sum Measurement and payment shall be per WSDOT Standard Specification 1-07.15. 1-09.14(2)A4 Type B Progress Schedule (Minimum Bid $10,000) (Bid Item A4) – Lump Sum There will be no specific measurement for the lump sum bid item “Type B Progress Schedule (Minimum Bid $10,000).” The lump sum price shown will cover the complete cost of a Type B Progress Schedule and weekly look ahead schedules. The Type B Progress Schedule will be inclusive of all major items of work. Payment for the bid item “Type B Progress Schedule (Minimum Bid $10,000)” 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 preparation, maintenance, and updates of a Type B Progress Schedule. 1-09.14(2)A5 Mobilization (Bid Item A5) – Lump Sum There will be no specific unit of measurement for the lump sum bid item “Mobilization.” Payment for the bid item “Mobilization” 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 Cleanup 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, demobilization, Final Site Cleanup, safety plan, and other plans/submittals not specifically covered in bid items, etc. all in conformance with the Contract Documents. Monroe Ave Infiltration Facility SP-59 Special Provisions City of Renton This bid item may not be more than 9% of the total bid for all the schedules. 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. The Contractor shall schedule a pre-mobilization site walk with the City prior to bringing materials and equipment onsite to establish and document a pre-site condition. The pre-site condition will be used to determine whether Final Cleanup has been sufficiently performed per Special Provision 1-04.11. For any proposed storage on private property outside the easement or work area, the Contractor shall obtain a Temporary Use Permit for storage areas on private property. The Contractor shall be responsible for all fees, applications, and work needed to obtain the permit. The Contractor shall allow 3 to 4 weeks to obtain the Temporary Use Permit from the City. The Contractor shall prepare a Work Plan that shall include the following: A. Proposed Construction Sequence and Schedule including a Type B Progress Schedule for all major items of work. B. Mobilization Plan showing the proposed location for storage of all equipment and materials. C. Temporary Erosion and Sediment Control Plan for all stages of the project D. Traffic Control Plan, including truck routing, frequency, and staging; provisions for cleaning and sweeping of any impacted roadways. Traffic Control plan must including maintaining at least 1 open lane, and limit impacts to traffic along NE 4th St. E. Identify Disposal Sites for various waste materials and provide copies of the site’s permits, licenses, and approvals. F. Pedestrian Handling Plan. The Work Plan shall be submitted to the City for review and approval within 10 days of the contract award. 1-09.14(2)A6 Project Temporary Traffic Control (Bid Item A6) – Lump Sum There will be no specific measurement for the lump sum bid item “Project Temporary Traffic Control.” Monroe Ave Infiltration Facility SP-60 Special Provisions City of Renton Payment for bid item “Project Temporary Traffic Control” will be per lump sum and shall be based on the percentage of total work complete, at the time of measurement in conformance with the Contract Documents. Payment for “Project Temporary Traffic Control” Work will be based on the percentage of total work complete, at time of measurement in conformance with the Contract Documents. 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 1-10.3, and in the Traffic Control Information. Payment shall include but not be limited to providing for public convenience and safety, flaggers, traffic control supervisor, construction signs, detours, barricades, sequential arrow boards, a minimum of two Portable Changeable Message Signs, traffic control devices, truck-mounted attenuator, temporary striping, cleanup, etc. required to complete this item of Work in conformance with the Contract Documents and the Manual on Uniform Traffic Control Devices (MUTCD) and as directed by the Engineer and by the City’s Transportation Department. Also, included in the contract price is the cost to furnish traffic control services and equipment for construction surveying, staking, and as-built plans. All adjustments to the Traffic Control Plan are considered incidental, and no additional payment will be made for adjustments. 1-09.14(2)A7 Removal of Structures and Obstructions (Bid Items A7) – Lump Sum Measurement and payment shall be per WSDOT Standard Specification 2-02. All costs related to the removal and disposal of structures and obstructions including saw cutting, excavation, backfilling, and temporary asphalt shall be considered incidental to and included in other items unless designated as specific bid items in the proposal. If pavements, sidewalks, or curbs lie within an excavation area and are not mentioned as separate pay items, their removal will be paid for as part of the quantity removed in excavation. If they are mentioned as a separate item in the proposal, they will be measured and paid for as provided under Section 2-02.5, and will not be included in the quantity calculated for excavation. “Removal of Structures and Obstructions” shall not be specifically measured. However, the following approximate quantities have been estimated for items to be removed, abandoned, salvaged, reset or relocated. Items to be Removed Approximate Quantity of Work Sidewalk 20.0 SY Existing Chain Link W/ Wood Slat Privacy Fence 65.0 LF Curb and gutter 90.0 LF Sawcutting 140.0 LF Monroe Ave Infiltration Facility SP-61 Special Provisions City of Renton 1-09.14(2)A8 Non-Infiltration Material Incl. Haul (Bid Item A8) – Cubic Yard “Non-Infiltration Material Incl. Haul” will be measured by the cubic yard. Measurement by cubic yard will be made for the installed volume in-place after compaction. Computation of Non-Infiltration Material Quantities Only one determination of the original ground elevation (lower pay limit) will be made on this project for the Non-Infiltration Zone based on the original ground elevation recorded previous to the award of this contract. As shown in the Plans, a digital terrain surface was also created for the top (upper pay limit) of the Non-Infiltration Zone. The Non-Infiltration Material Incl. Haul quantities will be computed by means of electronic data processing equipment by the finite element analysis method utilizing digital terrain modeling techniques. The digital terrain model surfaces and calculations will be available to the successful Bidder. The Contractor may choose to conduct their own survey of original ground, at no additional cost to the City, prior to placing Non-Infiltration Material and submit to the Engineer for review. Any Contractor performed survey to verify Non-Infiltration Material Incl. Haul quantities shall conform to Section 1-11 of the Special Provisions and shall meet the following requirements: 1. Survey shall performed by a license surveyor. 2. Survey shall be provided to the Contracting Agency as an electronic digital terrain surface. 3. Density of surveyed elevation points shall be equivalent to the density of survey points shown in the original ground digital terrain surface provided by the Contracting Agency. If discrepancies are discovered in the ground elevations which will materially affect the quantities of earthwork, the original computations of earthwork quantities will be adjusted accordingly. Adjustments to Non-Infiltration Material quantity will be computed, either manually or by means of electronic data processing equipment, by use of the average end area method or by the finite element analysis method utilizing digital terrain modeling techniques. Except in the case of discrepancies found or the work is modified as directed by the Engineer, the quantity paid will be as shown in this section of the Special Provisions. Calculations will be provided to the successful Bidder. Payment for the Non-Infiltration Material Incl. Haul will be based on the percentage of total bid quantity in cubic yards that has been installed, at the time of measurement in conformance with the Contract Documents. For the purposes of bid preparation, it can be assumed that the existing on-site stockpile shown on plan sheet C103 will provide 20,000 cubic yards of compacted volume for the Non-Infiltration Material Incl. Haul Item. Excavation of the existing on-site stockpile will not be measured and paid separately and shall be considered incidental to the “Non-Infiltration Material Incl. Haul” Item. The on-site stockpile shall be protected from weather per Special Provision 2-03.3(14)N. “Non-Infiltration Material Incl. Haul” shall conform to the gradation and requirements presented in Section 2-03 of these Special Provisions. Monroe Ave Infiltration Facility SP-62 Special Provisions City of Renton “Non-Infiltration Material Incl. Haul” will be paid per cubic yard. The unit Contract price per cubic yard for “Non-Infiltration Material Incl. Haul” shall be full compensation for all costs incurred for the excavation, loading, hauling, placing, and compacting of the material. If suitable material excavated on-site under the Item “Unclassified Excavation Material Incl. Haul” is re-used as backfill in the Non-Infiltration Zone, at the approval of the Engineer, it will be measured and paid a second instance as part of the “Non-Infiltration Material Incl. Haul” Item per this section of the Special Provisions. If crushed surfacing top course material installed under the Item “Temporary Construction Access Road” is re-used as backfill in the Non-Infiltration Zone, it will be measured and paid a second instance as part of the “Non-Infiltration Material Incl. Haul” Item per this section of the Special Provisions. If quarry spalls material installed under the Item “Temporary Slope Protection” is re-used as backfill in the Non-Infiltration Zone, it will be measured and paid a second instance as part of the “Non-Infiltration Material Incl. Haul” Item per this section of the Special Provisions. For further Description and Construction Requirements for “Non-Infiltration Material Incl. Haul”, see Special Provisions 2-03. 1-09.14(2)A9 Geotextile Fabric (Bid Item A9) – Square Yard Measurement and payment will be per WSDOT Standard Specification 2-12. Geotextile Fabric shall be Non-Woven Geotextile for Underground Drainage, Moderate Survivability Class C Per WSDOT 9-33.2(1) Tables 1 and 2. 1-09.14(2)A10 Crushed Surfacing Top Course (Bid Item A10) – Ton Measurement and payment will be per WSDOT Standard Specification 4-04. This bid item includes the Crushed Surfacing Top Course associated with Gravity Block Wall Leveling Pad; leveling pads for the: Treatment Vault, Infiltration Chamber Manifold Vault, Hydrodynamic Separator, Flow Splitter Vault; permanent roadway sub-base; Monroe Ave pavement restoration; landscape strips at driveway; and shoulder top dressing. Any Crushed Surfacing Top Course used for the Temporary Construction Access Road is not paid for by this bid item, but instead paid for under 1-09.14(2)A11 Bid Item A11 “Temporary Construction Access Road”. 1-09.14(2)A11 Temporary Construction Access Road (Bid Item A11)– Lump Sum There will be no specific unit of measurement for the lump sum bid item “Temporary Construction Access Road”. Payment will be made for the bid item “Temporary Construction Access Road” per Lump Sum. Payment for the Temporary Construction Access Road Work will be made at the lump sum contract price (NOT to exceed 80% of bid price prior to completion of construction) and shall be based on the percentage of total work complete, at time of measurement in conformance Monroe Ave Infiltration Facility SP-63 Special Provisions City of Renton with the Contract Documents. Payment of the remaining 20% will be made upon completion and final clean-up of the construction site. Payment will be complete compensation for the furnishment, installation, and maintenance of the temporary construction access road. This payment shall include, but not be limited, to furnishing and installation, and continual maintenance of a biaxial geogrid, and 6” depth CSTC wearing course during the duration of the project as required to protect the site and infiltration zone per Special Provisions section 8-01.1. The lump sum for “Temporary Construction Access Road” shall also include all Work associated with the manufacture, installation, and maintenance of the Public Information Sign, as shown in the Plans. The Public Information Sign is to be shown in location indicated in the Plans, installed per the Site Preparation Notes included in the Plans, and maintained for the duration of the project. See Special Provisions Section 8-01 for Description and Construction Requirements. 1-09.14(2)A12 Stormwater Pollution Prevention Plan (SWPPP) and Implementation (Bid Item A12) – Lump Sum There will be no specific measurement for the lump sum bid item “Stormwater Pollution Prevention Plan (SWPPP) and Implementation.” Payment will be made for the bid item “Stormwater Pollution Prevention Plan (SWPPP) and Implementation” per Lump Sum. The lump sum price for “Stormwater Pollution Prevention Plan (SWPPP) and Implementation” 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 Plan as describe in Section 1-07.15 and implement the temporary erosion and sediment control BMPs described in Section 8-01 including but not limited to installation, monitoring, and maintenance of catch basin inserts, filter fabric fencing, sediment ponds, straw wattles, pumping of construction water, temporary storm drain diversions including temporary piping, check dams, cover measures including plastic covering, street sweeping, collection and disposal of wastewater from asphalt and concrete cutting operations and other work necessary to meet the contract and permit requirements, not otherwise shown as a separate payment item. Payment shall also include the Contractor’s use of Baker Tanks, as needed during construction and associated labor, tools, equipment and incidental costs including 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. Work shall include coordination, permitting, fees, approval and treatment required by the City of Renton as required in 1-07.15 if discharging to the sanitary sewer. 1-09.14(2)A13 Erosion Control and Water Pollution Control (Bid Item A13) – Lump Sum Measurement and payment for Erosion Control and Water Pollution Control will be per WSDOT Standard Specifications 8-01. 1-09.14(2)A14 Tire Wash (Bid Item A14) – Lump Sum There will be no specific measurement for the lump sum bid item “Tire Wash.” Monroe Ave Infiltration Facility SP-64 Special Provisions City of Renton Payment will be made for the bid item “Tire Wash” per Lump Sum. Payment for the bid item “Tire Wash” will be based on the percentage of total work complete at the time of measurement in conformance with the Contract Documents. Payment will be complete compensation for the furnishment, installation, and maintenance of the tire wash. This payment shall include, but not be limited, to installing a recycling spray tire wash station, including any ongoing maintenance such as collection and removal from site of tire wash water. See WSDOT Standard Specifications 8-01 for additional information. 1-09.14(2)A15 Temporary Chain Link Fence (Bid Item A15) – Linear foot Measurement of 6-ft high “Temporary Chain Link Fence” shall be per linear foot of completed fence, along the ground line, exclusive of openings. Payment for 6-ft high “Temporary Chain Link Fence” shall be per Linear Foot, and shall be full compensation for all labor, materials, tools, equipment, and incidentals necessary to complete the work as defined in the plans, specifications and special provisions. Ends, corners, posts, footings, placement and deconstruction and removal are considered incidental to and included in the unit price of the fence, and no separated payment will be made. 1-09.14(2)A16 Temporary Double 20-Ft. Wide Chain Link Gate (Bid Item A16) – Each Measurement of “Temporary Double 20-Ft. Wide Chain Link Gate” shall be per each. Payment for “Temporary Double 20-Ft. Wide Chain Link Gate” shall be per each, and shall be full compensation for all labor, materials, tools, equipment, and incidentals necessary to complete the work as defined in the plans, specifications and special provisions. Ends, corners, posts, footings, placement and deconstruction and removal are considered incidental to and included in the unit price of the fence, and no separated payment will be made. 1-09.14(2)B Bid Items Specific to Schedule B – Stage 1 Schedule B – Stage 1 includes all work associated with the following items: General Requirements: Utility Potholing, confirming location of utilities along Monroe Ave Earthwork: Clearing and Grubbing; High Visibility Fence; haul and place of Select Borrow Incl Haul; haul and place Infiltration Gravel Incl. Haul, haul and place Non-Infiltration Material Miscellaneous Construction: Furnish and Install Gravity Block Wall intended as separation measure between the infiltration rock and the backfill outside of the infiltration area. 1-09.14(2)B1 Utility Potholing (Bid Item B1) – Each Measurement and payment for “Utility Potholing” shall be per each for each pothole completed in conformance with the Contract Documents. “Utility Potholing” is intended to be additional potholing as shown on the plans and/or directed by the Engineer, which is in addition to potholing included as incidental for utility installation. Other than potholes specifically called out in the plans, only potholes approved Monroe Ave Infiltration Facility SP-65 Special Provisions City of Renton by the City provided inspector or Engineer will be approved for payment. All other potholes will be considered a benefit to the Contractor and included in the contract price for the utility to be installed. 1-09.14(2)B2 Clearing and Grubbing (Bid Item B2) – Lump Sum Measurement and payment shall be per WSDOT Standard Specification 2-01. 1-09.14(2)B3 Select Borrow Incl. Haul (Bid Item B3) – Ton “Select Borrow Incl. Haul” will be measured by the ton. “Select Borrow Incl. Haul” shall conform to the gradation presented in Special Provisions Section 9-03.14(2) Select Borrow. “Select Borrow Incl. Haul” will be paid per ton. The unit Contract price per ton for “Select Borrow Incl. Haul” shall be full compensation for all costs incurred for the loading, hauling, placing, material testing, and compacting of the material. Material testing shall be provided by the Contractor and shall be in the form of supplying a gradation report from the material source for Engineer approval twice a week during the installation of the Select Borrow to verify ongoing conformity of supplied material to required gradation. 1-09.14(2)B4 Infiltration Gravel Incl. Haul (Bid Item B4) – Ton “Infiltration Gravel Incl. Haul” will be measured by the ton. “Infiltration Gravel Incl. Haul” shall meet the construction methods presented in these Special Provisions Section 2-03.3(14)F Infiltration Gravel. “Infiltration Gravel Incl. Haul” shall conform to the gradation presented in Special Provisions Section 9-03.16. “Infiltration Gravel Incl. Haul” will be paid per ton. The unit Contract price per ton for “Infiltration Gravel Incl. Haul” shall be full compensation for all costs incurred for the loading, hauling, placing, material testing, and compacting of the material. Material testing shall be provided by the Contractor and shall be in the form of supplying a gradation report from the material source for Engineer approval twice a week during the installation of the Infiltration Gravel to verify ongoing conformity of supplied material to required gradation. 1-09.14(2)B5 High Visibility Fence (Bid Item B5) – Linear Foot Measurement for “High Visibility Fence” will be measured per Linear Foot installed length. Payment for “High Visibility Fence” shall be full pay for the furnishment, installation, and maintenance of High Visibility Fence per WSDOT STD Plan I-10.10-01. 1-09.14(2)B6 Gravity Block Wall (Bid Item B6) – Square Foot Measurement and Payment for “Gravity Block Wall” will be per Square Foot, per WSDOT Standard Specification 8-24. The Crushed Surfacing Top Course leveling pad will be paid separately, under Bid Item 1- 09.14(2)A10 “Crushed Surfacing Top Course”. See Special Provision 8-24 for Description, Materials and Construction Requirements. 1-09.14(2)C Bid Items Specific to Schedule C – Stage 2 Schedule C – Stage 2 includes all work associated with the following items: General Requirements: Record Drawings, Property Restoration; Monroe Ave Infiltration Facility SP-66 Special Provisions City of Renton Earthwork: including placement and compaction of Non-Infiltration Material, Gravel Borrow Incl Haul, Shoring or Extra Excavation Class A, Shoring or Extra Excavation Class B; Bases work: work involving the furnishing, placing, and compacting Crushed Surfacing Top Course; Surface Treatments and Pavements: HMA CL. ½” PG 64-22 Structures: Grated Vault Top – fabricated steel supports and grates for the top of the Treatment Vault Drainage Structures, Storm Sewers, Sanitary Sewers, Water Mains and Conduits: involved in the furnishing and installation of Treatment Vault, Polypropylene Storm Sewer Pipe, Hydrodynamic Separator Vault, Flow Splitter Vault, Stormwater Infiltration Facility, Catch Basin Type 2 - __-IN. Diam., Connection to Drainage Structure, Plug and Abandon Existing Storm Sewer Pipes Miscellaneous Construction: Concrete work including the installation of Cement Concrete Traffic Curb, Cement Concrete Traffic Curb and Gutter, Cement Concrete Rolled Curb, Cement Concrete Driveway Entrance Type 2, Cement Concrete Sidewalk. Furnish and installation of Black Vinyl Chain Link Fence and Chain Link Fence with Privacy Slats, Furnish and Installation of Swing Gate and Chain Link Fence with Privacy Slats Gate. Adjustment of Utility Box Covers to finished grade. Illumination System (removal of existing luminaire and the installation of new junction boxes, conduit, luminaire and concrete luminaire pad). 1-09.14(2)C1 Record Drawings (Minimum Bid $5,000) (Bid Item C1) – Lump Sum There will be no specific unit of measurement for the lump sum bid item “Record Drawings (Minimum Bid $5,000).” Payment will be made for the bid item “Record Drawings (Minimum Bid $5,000)” per Lump Sum and based on the percentage of total Work complete at the time of measurement in conformance with the Contract Documents. The pay item for “Record Drawings (Minimum Bid $5,000)” shall be complete compensation for all labor, materials, equipment, tools, all incidental work needed to provide “red line” as- built drawings for pay estimate submittal with fittings and dimensions of existing and proposed stormwater 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. Survey shall be per Special Provision Section 1-05.4 and City of Renton Surveying Standards in Special Provision Section 1-11. The as-built survey shall 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. All work associated with Surveying is paid for solely per Bid Item A2. Monroe Ave Infiltration Facility SP-67 Special Provisions City of Renton 1-09.14(2)C2 Unclassified Excavation Incl. Haul (Bid Items C2) – Cubic Yard “Unclassified Excavation Incl. Haul” will be measured by the cubic yard in the position it occupied before the excavation was performed. Computation of Excavation Quantities One determination of the original ground elevation will be made on this project based on the original ground elevation recorded previous to the award of this contract. For Unclassified Excavation, the original ground will be compared with the planned subgrade or by the pay limits shown in the Plans, or as defined by Section 2-09.4, whichever results in the least quantity. If discrepancies are discovered in the ground elevations which will materially affect the quantities of earthwork, the original computations of earthwork quantities will be adjusted accordingly. Earthwork quantities will be computed, either manually or by means of electronic data processing equipment, by use of the average end area method or by the finite element analysis method utilizing digital terrain modeling techniques. Except in the case of discrepancies found or the work is modified as directed by the Engineer, the quantity paid will be as shown in this section of the Special Provisions. Calculations will be provided to the successful Bidder. “Unclassified Excavation Incl. Haul,” will be paid per cubic yard. The unit Contract price per cubic yard for “Unclassified Excavation Incl. Haul” shall be full compensation for all costs incurred for the excavating, loading, stockpiling, hauling, placing, compacting, or otherwise disposing of the material. See Special Provision section 1- 09.14(2)A8 and section 2-03.3(14)N for Unclassified Excavation material that may be re- used under the “Non-Infiltration Material Incl. Haul” Item. Unclassified Excavation Incl. Haul shall include excavation for the items of work listed in the following table: Description Approximate Quantity (CY) Maintenance Road Pavement, Curbs, Gutters, Shoulders 958 NW Corner of Chamber Gallery 90 South Side of Play Field 1582 Unidentified Excavation 70 Total 2700 1-09.14(2)C3 Gravel Borrow Incl. Haul (Bid Item C3) – Ton “Gravel Borrow Incl. Haul” will be measured by the ton. “Gravel Borrow Incl. Haul” will be paid per ton. The unit Contract price per ton for “Gravel Borrow Incl. Haul” shall be full compensation for all costs incurred for the furnishing, hauling, placing, compacting, or otherwise disposing of the material. Work included in the bid item “Gravel Borrow Incl. Haul” includes the furnishing, hauling, placing, compacting the Gravel Borrow associated with embankments, as indicated in the plans. Monroe Ave Infiltration Facility SP-68 Special Provisions City of Renton Gravel Borrow Incl. Haul shall include items of work listed in the following table: Description Approximate Quantity (TN) Embankment around Stormwater Infiltration Facility 5450 Storm Sewer Trench Backfill 1240 See WSDOT Standard Specification 2-03 for Description, Materials, and Construction Requirements. 1-09.14(2)C4 Gravel Backfill for Walls (Bid Item C4) – Ton “Gravel Backfill for Walls” will be measured by the ton only for the 12” depth layer of Gravel Backfill for Walls within the Play Field area from toe to toe of Play Field perimeter slopes over the Stormwater Infiltration Facility. “Gravel Backfill for Walls” will be paid per ton. The unit Contract price per ton for “Gravel Backfill for Walls” shall be full compensation for all costs incurred for the supplying, loading, hauling, placing, and compacting of the material. “Gravel Backfill for Walls” will be paid only for the 12” depth layer of Gravel Backfill for Walls within the Play Field area from toe to toe of Play Field perimeter slopes over the Stormwater Infiltration Facility. Gravel Backfill for Walls installed outside of this 12” depth layer shall be included in other bid items. See WSDOT Standard Specification 2-09 for description, methods, and materials. 1-09.14(2)C5 Shoring or Extra Excavation Class A (Bid Item C5) – Lump Sum There will be no specific unit of measurement for the lump sum bid item “Shoring or Extra Excavation Class A.” Payment of “Shoring or Extra Excavation Class A” shall be per the lump sum bid price and based on the percentage of total work completed at time of measurement in conformance with the Contract Documents. Payment of “Shoring or Extra Excavation Class A” shall include all work associated with the shoring and extra excavation associated with the Flow Splitter Vault- 10 Ft.x 10 Ft. x 10 Ft., Infiltration Chamber Manifold Vault – 27 Ft. x 7.5 Ft. x 7 Ft., Treatment Vault – 224 Ft. x 20 Ft. x 10 Ft., and Hydrodynamic Separator Vault – 22 Ft. x 14 Ft. x12 Ft. See WSDOT Standard Specification 2-09 for Description, Materials, and Construction Requirements. 1-09.14(2)C6 Shoring or Extra Excavation Class B (Bid Item C6) – Lump Sum There will be no specific unit of measurement for the lump sum bid item “Shoring or Extra Excavation Class B.” Payment of “Shoring or Extra Excavation Class B” shall be per the lump sum bid price and based on the percentage of total work completed at time of measurement in conformance with the Contract Documents. Monroe Ave Infiltration Facility SP-69 Special Provisions City of Renton Payment of “Shoring or Extra Excavation Class B” shall include all work associated with the shoring and extra excavation associated with the Polypropylene Storm Sewer Pipe __ In. Diam. and Catch Basin structures. See WSDOT Standard Specification 2-09 for Description, Materials, and Construction Requirements. 1-09.14(2)C7 HMA Cl. 1/2” PG 64-22 (Bid Item C7) – Ton Measurement for “HMA Cl. 1/2” PG 64-22” will be by the ton in accordance with Section 1- 09.2, with no deduction being made for the weight of asphalt binder, blending sand, mineral filler, or any other component of the HMA. Payment for “HMA Cl. 1/2” PG 64-22”, per ton shall include but not necessarily be limited to all necessary materials, labor, and equipment to satisfactorily complete furnishing, hauling and placement of HMA, compaction, preparation of existing roadway surfaces, sawcutting 2” in depth to prepare the asphalt surface for overlay preparation of existing roadway surfaces along Monroe Ave, applying tack coat and all other necessary materials, labor and equipment to satisfactorily complete the work as defined in the Standard Specifications and Special Provisions. See Special Provision 5-04 for Description, Materials, and Construction Requirements. 1-09.14(2)C8 Polypropylene Storm Sewer Pipe, ___ In. Diam. (Bid Items C8–C9) – Linear Foot Measurement for “Polypropylene Storm Sewer Pipe, __ In. Diam.” will be based on linear foot measured horizontally over the centerline of the installed pipe from the center of structures in conformance with the Contract Documents. Payment for furnishing and installing “Polypropylene Storm Sewer Pipe, __ In. Diam.” will be made per linear foot. The unit contract price for “Polypropylene Storm Sewer Pipe, __ In. Diam.” shall be complete compensation for: · All labor, materials, equipment and hauling · Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, protecting and providing temporary support of existing utilities · Dewatering, temporary bypass pumping and control of water · Structure Excavation, Class B · Removal and disposal of waste material in the excavation necessary to construct the improvements including but not limited to: existing pipes; catch basins; manholes; structures; and abandoned utilities o Excavated material shall be stockpiled onsite · Pipe of the size and material type required, gaskets, fittings and adaptors · Installation, laying and jointing pipe and fittings · Furnishing and placing pipe zone bedding material conforming to City of Renton Standard Plan 220.0. · 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 Monroe Ave Infiltration Facility SP-70 Special Provisions City of Renton storm installation, and providing end caps were shown on the plans. These items shall not be limited to those mentioned on the Plans or specified herein. · Replacing, protecting and/or maintaining existing utilities · Furnishing and placing temporary pavement patching. · CCTV inspection of installed pipes per Section 7-04 of these Special Provisions See Special Provision 7-04 for Description, Materials, and Construction Requirements. 1-09.14(2)C9 Plug and Abandon Existing Storm Sewer Pipes (Bid Item C10) – Each Measurement for “Plug and Abandon Existing Storm Sewer Pipes” will be made per each, the location of each plug is indicated in the Contract Documents. Payment for “Plug and Abandon Existing Storm Sewer Pipes” will be made per each. The unit contract price for “Plug and Abandon Existing Storm Sewer Pipes” shall be inclusive of all labor, equipment, and materials required to plug the storm sewer pipes as indicated in the Contract Documents. See Special Provisions 7-04 for Description, Materials, and Construction Requirements. 1-09.14(2)C10 Connection to Drainage Structure (Bid Item C11) – Lump Sum There will be no specific measurement for the lump sum bid item “Connection to Drainage Structure”. The lump sum Contract price for “Connection to Drainage Structure” shall be full pay for all costs necessary to perform the connection of the existing storm sewer pipe to the north and south sides of the new catch basin structure within Monroe Ave. NE including but not limited to: shop drawings, cutting and removing existing pipe, pipe couplers and fittings, and replacement pipe segments. See Special Provisions 7-05 for Description, Materials, and Construction Requirements. 1-09.14(2)C11 Catch Basin Type 2 - __ In. Diam. (Bid Items C12-14) – Each Measurement for furnishing and installing “Catch Basin Type 2 - __In. Diam.” will be per each for each catch basin installed in conformance with the Contract Documents. Payment for furnishing and installing “Catch Basin Type 2 - __In. Diam” will be made at the unit bid price per each, which will be complete compensation for: · All labor, equipment, materials, and hauling · Locating all existing utilities and potholing in advance to determine their horizontal and vertical location, protecting and providing temporary support of existing utilities · Excavation and shoring · Dewatering, temporary bypass pumping and control of water · Removal and disposal of waste material including existing pipes and structures in the excavation and any abandoned utilities · Structure Excavation, Class B · Furnishing and placing foundation material · Precast concrete catch basin, gaskets, catch basin frame and grate or lid, installation, adjustment of frames to grade, appurtenances, Kor-N-Seal boots (or approved equal), connections to new pipes, reconnections to existing pipes including Monroe Ave Infiltration Facility SP-71 Special Provisions City of Renton pipe and couplings, placement of subsequent backfill materials, compaction, water, cleaning, and testing, etc. required in conformance with the Contract Documents. · Furnishing and placing temporary pavement patching See Special Provision 7-05 for Description, Materials, and Construction Requirements. 1-09.14(2)C12 Flow Splitter Vault – 10 Ft. X 10 Ft. X 8 Ft. (Bid Item C15) – Lump Sum No specific unit of measurement shall apply to the lump sum item of “Flow Splitter Vault – 10 Ft. X 10 Ft. X 8 Ft.” Payment will be made for the bid item “Flow Splitter Vault – 10 Ft. X 10 Ft. X 8 Ft.” per Lump Sum. The lump sum contract price for “Flow Splitter Vault – 10 Ft. X 10 Ft. X 8 Ft.” shall be inclusive of the Contractor submitted Type 3E Working Drawings, furnishing, delivery, and installation of the Flow Splitter Vault and all associated excavation, bedding, backfill, orifice plates, ladders, risers, access hatches, grout, connections, and appurtenances, and incidentals necessary to satisfactorily complete the work in accordance to the Plans, Standard Specifications, and the Special Provisions. See Special Provision 7-05 for Description, Materials, and Construction Requirements. 1-09.14(2)C13 Infiltration Chamber Manifold Vault – 27 Ft. X 7.5 Ft. X 7 Ft. (Bid Item C16) – Lump Sum No specific unit of measurement shall apply to the lump sum item of “Infiltration Chamber Manifold Vault – 27 Ft. X 7.5 Ft. X 7 Ft.” Payment will be made for the bid item “Infiltration Chamber Manifold Vault – 27 Ft. X 7.5 Ft. X 7 Ft.” per Lump Sum. The lump sum contract price for “Infiltration Chamber Manifold Vault – 27 Ft. X 7.5 Ft. X 7 Ft.” shall be inclusive of the Contractor submitted Type 3E Working Drawings, furnishing, delivery, and installation of the Infiltration Chamber Manifold Vault and all associated excavation, backfill, risers, access hatches, ladders, grout, connections, appurtenances, and incidentals necessary to satisfactorily complete the work in accordance to the Plans, Standard Specifications, and the Special Provisions. See Special Provision 7-05 for Description, Materials, and Construction Requirements. 1-09.14(2)C14 Hydrodynamic Separator Vault – 22 Ft. X 14 Ft. X 12 Ft. (Bid Item C17) – Lump Sum No specific unit of measurement shall apply to the lump sum item of “Hydrodynamic Separator Vault - 22 Ft. X 14 Ft. X 12 Ft.” Payment will be made for the bid item “Hydrodynamic Separator Vault - 22 Ft. X 14 Ft. X 12 Ft.” per Lump Sum. The lump sum contract price for “Hydrodynamic Separator Vault - 22 Ft. X 14 Ft. X 12 Ft.” shall be inclusive of the Contractor submitted Type 3E Working Drawings, furnishing, delivery, and installation of the Hydrodynamic Separator Vault and all associated excavation, backfill, risers, ladders, access hatches, grout, connections, and appurtenances, Monroe Ave Infiltration Facility SP-72 Special Provisions City of Renton and incidentals necessary to satisfactorily complete the work in accordance to the Plans, Standard Specifications, Special Provisions, and manufacturer’s recommendations. See Special Provision 7-05 for Description, Materials, and Construction Requirements. 1-09.14(2)C15 Treatment Vault – 224 Ft. X 20 Ft. X 10 Ft. (Bid Item C18) – Lump Sum No specific unit of measurement shall apply to the lump sum item of “Treatment Vault – 224 Ft. X 20 Ft. X 10 Ft.” Payment will be made for the bid item “Treatment Vault – 224 Ft. X 20 Ft. X 10 Ft.” per Lump Sum. The lump sum contract price for “Treatment Vault – 224 Ft. X 20 Ft. X 10 Ft.” shall be inclusive of the Contractor submitted Type 3E Working Drawings, furnishing, delivery, and installation of the Treatment Vault and all associated excavation, backfill, treatment media, internal vault structures and components, risers, ladders, grout, connections, wall drain slotted pipe and drain rock, geotextile, gravel backfill for drains, appurtenances, and incidentals necessary to satisfactorily complete the work in accordance to the Plans, Standard specifications, Special Provisions, and manufacturer’s recommendations. The Grated Vault Top shall be measured and paid for separately, as a part of 1- 09.14(2)C16, Grated Vault Top. See Special Provision 7-05 for Description, Materials, and Construction Requirements. 1-09.14(2)C16 Grated Vault Top (Bid Item C19) – Lump Sum No specific unit of measurement shall apply to the lump sum item of “Grated Vault Top”. The Grated Vault Top shall meet section 6-03 of these Special Provisions. Payment will be made for the bid item “Grated Vault Top” per lump sum. The lump sum contract price shall include all work associated with the submittal and approval of Shop Plans (Type 2 Drawings), fabrication, delivery, installation, and all other Work necessary to construct the “Grated Vault Top” associated with the Project Documents. See Special Provision 6-02 and 6-03 for Description, Materials, and Construction Requirements. 1-09.14(2)C17 Stormwater Infiltration Facility (Bid Item C20) – Lump Sum No specific unit of measurement shall apply to the lump sum item of “Stormwater Infiltration Facility.” Payment will be made for the bid item “Stormwater Infiltration Facility” per Lump Sum. The lump sum contract price for “Stormwater Infiltration Facility” shall be full compensation for all labor, material, tools, and equipment to furnish and install the Stormwater Infiltration Facility including, but not limited to, inspection ports and cover boxes; geotextiles; plastic chambers and end caps, including preparation of structural submittals; 24-inch diameter pipe stubs and pipe connections to Infiltration Chamber Manifold Vault and manifold catch Monroe Ave Infiltration Facility SP-73 Special Provisions City of Renton basins; 24-inch diameter manifold pipe system between chambers; installing and compacting embedment and backfill materials; and all incidentals necessary to completed the installation in accordance to the Plans, Special Provisions, and manufacturer’s recommendations. The Catch Basins Type 2 associated with the manifold are paid separately, as a part of 1- 09.14(2)C11 Catch Basin Type 2 __-In. Diam. See Special Provision 7-06 for Description, Materials, and Construction Requirements. 1-09.14(2)C18 Cement Conc. Traffic Curb (Bid Item C21) – Linear Foot Measurement and payment shall be per WSDOT Standard Specification 8-04. See Special Provisions Section 8-04 for Description, Materials, and Construction Requirements. 1-09.14(2)C19 Cement Conc. Traffic Curb and Gutter (Bid Item C22) – Linear Foot Measurement and payment shall be per WSDOT Standard Specification 8-04. See Special Provisions Section 8-04 for Description, Materials, and Construction Requirements. 1-09.14(2)C20 Cement Conc. Rolled Curb (Bid Item C23) – Linear Foot Measurement will be per WSDOT Standard Specification 8-04. Payment will be made for “Cement Conc. Rolled Curb”, per linear foot. See Special Provisions Section 8-04 for Description, Materials, and Construction Requirements. 1-09.14(2)C21 Cement Conc. Driveway Entrance Type 2 (Bid Item C24) – Square Yard Cement concrete pavement for driveways will be measured per square yard for all driveway types and will be paid under the unit bid price for “Cement Conc. Driveway Entrance Type 2”. “Cement Conc. Driveway Entrance Type 2” will be measured to include the ramps/wings on either side of the driveway as indicated on the Plans. Payment for “Cement Conc. Driveway Entrance Type 2” shall be full compensation for all labor, materials, tools and equipment necessary to satisfactorily complete the work as defined in the Plans, the Standard Specifications and these Special Provisions. See Special Provisions Section 8-06 for Description, Materials, and Construction Requirements. 1-09.14(2)C22 Black Vinyl Chain Link Fence (Bid Item C25) – Linear foot Measurement and payment will be per WSDOT Standard Specification 8-12. See Special Provisions Section 8-12 for Description, Materials, and Construction Requirements. Monroe Ave Infiltration Facility SP-74 Special Provisions City of Renton 1-09.14(2)C23 Chain Link Fence w/ Privacy Slats (Bid Item C26) – Linear foot Measurement and payment will be per WSDOT Standard Specification 8-12. “Chain Link Fence w/ Privacy Slats” to match the existing Chain Link Fence w/ Privacy Slats onsite. See Special Provisions Section 8-12 for Description, Materials, and Construction Requirements. 1-09.14(2)C24 Double 20-Ft. Wide Chain Link w/ Privacy Slats Gate (Bid Item C27) – Each Measurement and payment will be per WSDOT Standard Specification 8-12. See Special Provisions Section 8-04 for Description, Materials, and Construction Requirements. 1-09.14(2)C25 Cement Conc. Sidewalk (Bid Item C28) – Square Yard Measurement and payment will be per WSDOT Standard Specification 8-04. See Special Provisions Section 8-14 for Description, Materials, and Construction Requirements. 1-09.14(2)C26 Adjust Utility Box Cover (Bid Item C29) – Each Measurement and payment will be per each, see Special Provisions Section 8-20. Work included in “Adjust Utility Box Cover” is adjusting the frame and lid of the Utility Box Covers to the finished grade of new Cement Concrete Driveway installed as a part of the “Cement Concrete Driveway Entrance”. 1-09.14(2)C27 Illumination System (Bid Item C30) – Lump Sum There will be no specific measurement for the lump sum bid item "Illumination System”. Payment will be made for bid item “Illumination System” per lump sum. All costs for resolving utility conflicts will be paid for by force account in accordance with Section 1-09.6. To provide a common proposal for all bidders, the Contracting Agency has estimated the amount for “Illumination System” 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. The lump sum contract price for “Illumination System” shall include all work associated with the furnishing, labor, installation, and any necessary tools and materials to install the following items: · 2 new electrical Type 1 Junction boxes, · Connection to existing power junction box on east side of Monroe Ave · approximately 55 linear feet of new 4-in diameter schedule 80 PVC conduit, · approximately 55 linear feet of cable, · new 40-ft high decorative luminaire pole per City of Renton Standard Plan-117.1, · concrete pole foundation per plans, and · luminaire concrete pad, per City of Renton Standard Plan-120. Monroe Ave Infiltration Facility SP-75 Special Provisions City of Renton · Any ancillary hardware, fittings, adaptors, base covers, wires See Special Provisions Section 8-20 for Description, Materials, and Construction Requirements. 1-09.14(2)C28 Swing Gate (Bid Item C31) – Each Measurement for “Swing Gate” shall be per each installed and accepted. Payment for “Swing Gate” will be made at the contract unit price per each and will constitute full compensation for all labor, materials and equipment required to complete the specified Work. The payment for “Swing Gate” will be full payment for the manufacture, furnishment, and installation of the maintenance access sign, including any required installation hardware. See Special Provisions Section 8-26 for Description, Materials, and Construction Requirements. 1-09.14(2)D Bid Items Specific to Schedule D – Landscaping Schedule D – Landscaping includes all work associated with the following landscaping items installed during Stage 2: Miscellaneous Construction: Landscaping Including PSIPE plants, Topsoil Type A, hydroseeding, Landscape Mulch, Root Barrier, and Landscaping Boulders. 1-09.14(2)D1 PSIPE__________ (Bid Items D1-D7) – Each Measurement for “PSIPE________” will be per each plant installed, established and accepted. Payment for “PSIPE_________” will be made at the contract unit price and will constitute full compensation for all labor, materials and equipment required to complete the specified Work. See Special Provisions Section 8-02 for Description, Materials, and Construction Requirements. 1-09.14(2)D2 Topsoil Type A- __ In. Depth (Bid Items D8-D9) – Square Yard Measurement for “Topsoil Type A - __In. Depth” will be made per square yard along the grade and slope of the area covered after placement and compaction. Measurement for “Topsoil Type A - 18 In. Depth” will be per the Play Field Seed Mix area as indicated on Sheet L701 of the Plans. Measurement for “Topsoil Type A - 36 In. Depth” will be per the Drought Tolerant Shrub Planting area as indicated on Sheet L701 of the Plans. Only materials placed within the pay limits shown will be considered for payment. Payment will be made for each of the following listed Bid Items: “Topsoil Type A - 18 In. Depth”, per square yard. Monroe Ave Infiltration Facility SP-76 Special Provisions City of Renton “Topsoil Type A - 36 In. Depth”, per square yard. The unit bid price for “Topsoil Type A - 18 In. Depth” and “Topsoil Type A – 36 In. Depth” shall constitute full compensation for all labor, materials and equipment required to complete the specified Work including the furnishment, placement, and compaction of the Topsoil Type A as shown in these Contract Documents. See Special Provisions Section 8-02 for Description, Materials, and Construction Requirements. 1-09.14(2)D3 Hydroseed – Play Field Seed Mix (Bid Item D10) – Square Yard Measurement for “Hydroseed – Play Field Seed Mix” shall be per square yard along the ground slope line of actual area hydroseeded completed, established, and accepted. Payment for “Hydroseed – Play Field Seed Mix” will be made at the contract unit price and will constitute full compensation for all labor, materials and equipment required to complete the specified Work. Per section 8-02 of these Special Provisions, lawn establishment is included in the payment for “Hydroseed – Play Field Seed Mix.” See Special Provisions Section 8-02 for Description, Materials, and Construction Requirements. 1-09.14(2)D4 Landscape Mulch (Bid Item D11) – Square Yard Measurement for “Landscape Mulch” shall be per square yard along the actual area. Wasted materials will not be included in the measurement or payment. All “Landscape Mulch” shall meet the depth and extents shown in the Plans. 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 “Landscape Mulch” will be made at the contract unit price and will constitute full compensation for all labor, materials and equipment required to complete the specified Work. See Special Provisions Section 8-02 for Description, Materials, and Construction Requirements. 1-09.14(2)D5 Root Barrier (Bid Item D12) – Linear Foot Measurement for “Root Barrier” shall be per each linear foot installed and accepted. Payment for Root barrier will be made at the contract unit price and will constitute full compensation for all labor, materials and equipment required to complete the specified Work. See Special Provisions Section 8-02 for Description, Materials, and Construction Requirements. 1-09.14(2)D6 __- Man Landscape Boulders (Bid Items D13-D14) – Each Measurement for “__- Man Landscape Boulders” shall be per each installed and accepted. Monroe Ave Infiltration Facility SP-77 Special Provisions City of Renton Payment for “__- Man Landscape Boulders” shall be made at the contract unit price and will constitute full compensation for all labor, materials and equipment required to complete the specified Work. See Special Provisions Section 8-02 for Description, Materials, and Construction Requirements. 1-10 TEMPORARY TRAFFIC CONTROL 1-10.1 General (June 2023 Renton GSP) Revise the first paragraph to read: The Contractor shall provide flaggers, signs, and other traffic control devices not otherwise specified as being furnished by the Contracting Agency. The Contractor shall erect and maintain all construction signs, warning signs, detour signs, and other traffic control devices necessary to warn and protect the public at all times from injury or damage as a result of the Contractor’s operations which may occur on highways, roads, streets, sidewalks, or paths. No Work shall be done on or adjacent to any traveled way until all necessary signs and traffic control devices are in place. Section 1-10.1 is supplemented by adding the following: When the bid proposal includes an item for “Project Temporary Traffic Control,” the Work required for this item shall be all items described in Section 1-10, including, but not limited to: 1. Furnishing and maintaining barricades, flashers, construction signing, and other channelization devices, unless a pay item is in the bid proposal for any specific device and the Special Provisions specify furnishing, maintaining, and payment in a different manner for that device; 2. Furnishing traffic control labor, equipment, and supervisory personnel for all traffic control labor; 3. Furnishing any necessary vehicle(s) to set up and remove the Class B construction signs and other traffic control devices; 4. Furnishing labor and vehicles for patrolling and maintaining in position all of the construction signs and the traffic control devices, unless a pay item is in the bid proposal to specifically pay for this Work; and 5. Furnishing labor, material, and equipment necessary for cleaning up, removing, and replacing of the construction signs and the traffic control devices destroyed or damaged during the life of the project. 6. Removing existing signs as specified or as directed by the Engineer and delivering to the City Shops, or storing and reinstalling as directed by the Engineer. 7. Preparing a traffic control plan for the project and designating the person responsible for traffic control at the Work site. The traffic control plan shall include descriptions of the traffic control methods and devices to be used by the prime Contractor, and subcontractors, shall be submitted at or before the preconstruction conference, and shall be subject to review and approval of the Engineer. 8. Contacting police, fire, 911, and ambulance services to notify them in advance of any Work that will affect and traveled portion of a roadway. 9. Assuring that all traveled portions of roadways are open to traffic during peak traffic periods, 6:30 a.m. to 8:30 a.m., and 3:00 p.m. to 6:00 p.m., or as specified in the special provisions, or as directed by the Engineer. Monroe Ave Infiltration Facility SP-78 Special Provisions City of Renton 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 Traffic Control Management 1-10.2(1) General (January 3, 2017, WSDOT GSP) Section 1-10.2(1) is supplemented with the following: Only training with WSDOT TCS card and WSDOT training curriculum is recognized in the State of Washington. The Traffic Control Supervisor shall be certified by one of the following: The Northwest Laborers-Employers Training Trust 27055 Ohio Ave. Kingston, WA 98346 (360) 297-3035 Monroe Ave Infiltration Facility SP-79 Special Provisions City of Renton Evergreen Safety Council 12545 135th Ave. NE Kirkland, WA 98034-8709 1-800-521-0778 The American Traffic Safety Services Association 15 Riverside Parkway, Suite 100 Fredericksburg, Virginia 22406-1022 Training Dept. Toll Free (877) 642-4637 Phone: (540) 368-1701 1-10.2(1)B Traffic Control Supervisor (June 2023, Renton GSP) Paragraphs 1 and 2 are revised as follows: A Traffic Control Supervisor (TCS) shall be on the project whenever traffic control labor is required or as authorized by the Engineer. The TCS shall assure that all the duties of the TCS are performed during the duration of the Contract. During non-Work periods, the TCS shall be able to be on the job site within a 45- minute time period after notification by the Engineer. 1-10.2(2) Traffic Control Plans Section 1-10.2(2) is supplemented with the following: Traffic control plans for Monroe Ave NE will be subject to review by the City of Renton. These traffic control plans must show minimal impacts to traffic conditions along NE 3rd/4th Street and maintenance of traffic along all streets surrounding the project site. The Contractor shall submit a traffic control plan or plans showing a method of handling traffic in a timely manner to allow for review, resubmittal, and notifications in accordance with Section 1-07.23(1). The review of traffic control and detour plans may require up to ten (10) working days. 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 Monroe Ave Infiltration Facility SP-80 Special Provisions City of Renton work is being done. The Contractor shall so conduct their 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 8-23 of the Specifications. 1-10.3(3)A Construction Signs (June 2023, Renton GSP) 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. Add the following new section: 1-10.3(4) Traffic Control Constraints (June 2023, Renton GSP) Traffic control plans shall be reviewed and approved by the City. Pedestrian and vehicular access shall be maintained throughout the work to the greatest extent practical. Minimum travel lane width is 9.5-feet. Contractor must maintain a minimum of one open travel lane. Contractor shall maintain access to all businesses. 1-10.4 Measurement 1-10.4(3) Reinstating Unit Items with Lump Sum Traffic Control (August 2, 2004, WSDOT GSP) Section 1-10.4(3) is supplemented with the following: The bid proposal contains the item “Project Temporary Traffic Control,” lump sum and the additional temporary traffic control items listed below. The provisions of Section 1-10.4(1), Section 1-10.4(3), and Section 1-10.5(3) shall apply. Uniformed Officer will be measured by the hour. No queuing is allowed on public streets unless written approval is provided by Engineer/Inspector. Monroe Ave Infiltration Facility SP-81 Special Provisions City of Renton 1-10.5(2) Item Bids with Lump Sum for Incidentals Section 1-10.5(2) is supplemented with the following: “Uniformed Officer”, per hour. The unit Contract price for “Uniformed Officer” shall be full compensation for providing traffic control tasks with a uniformed officer, for the activities listed in Section 1-10.3.1(C). Use of uniformed officers for other tasks will be included in the lump sum bid item “Project Temporary Traffic Control”. Add the following new Section: 1-11 RENTON SURVEYING STANDARDS 1-11.1(1) Responsibility for Surveys All surveys and survey reports shall be prepared under the direct supervision of a person registered to practice land surveying under the provisions of Chapter 18.43 RCW. All surveys and survey reports shall be prepared in accordance with the requirements established by the Board of Registration for Professional Engineers and Land Surveyors under the provisions of Chapter 18.43 RCW. 1-11.1(2) Survey Datum and Precision The horizontal component of all surveys shall have as its coordinate base: The North American Datum of 1983/91. All horizontal control for projects must be referenced to or in conjunction with a minimum of two of the City of Renton's Survey Control Network monuments. The source of the coordinate values used will be shown on the survey drawing per RCW 58.09.070. The horizontal component of all surveys shall meet or exceed the closure requirements of WAC 332-130-060. The control base lines for all surveys shall meet or exceed the requirements for a Class A survey revealed in Table 2 of the Minimum Standard Detail Requirements for ALTA/ACSM Land Title Surveys jointly established and adopted by ALTA and ACSM in 1992 or comparable classification in future editions of said document. The angular and linear closure and precision ratio of traverses used for survey control shall be revealed on the face of the survey drawing, as shall the method of adjustment. The horizontal component of the control system for surveys using global positioning system methodology shall exhibit at least 1 part in 50,000 precision in line length dependent error analysis at a 95 percent confidence level and performed pursuant to Federal Geodetic Control Subcommittee Standards for GPS control surveys as defined in Geometric Geodetic Accuracy Standards & Specifications for Using GPS Relative Positioning Techniques dated August 1, 1989, or comparable classification in future editions of said document. The vertical component of all surveys shall be based on NAVD 1988, the North American Vertical Datum of 1988, and tied to at least one of the City of Renton Survey Control Network benchmarks. If there are two such benchmarks within 3000 feet of the project site a tie to both shall be made. The benchmark(s) used will be shown on the drawing. If a City of Renton benchmark does not exist within 3000 feet of a project, one must be set on or near the project in a permanent manner that will remain intact throughout the duration of the Monroe Ave Infiltration Facility SP-82 Special Provisions City of Renton 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 · 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. Monroe Ave Infiltration Facility SP-83 Special Provisions 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. The drawing and electronic listing requirements set forth in Section 1-11.1 herein shall be observed for all topographic surveys. Monroe Ave Infiltration Facility SP-84 Special Provisions City of Renton 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). 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 Monroe Ave Infiltration Facility SP-85 Special Provisions City of Renton 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. 1-11.1(3) Monument Case and Cover Materials shall meet the requirements of Section 9-22 and City of Renton Standard Plans page H031. END OF DIVISION 1 Monroe Ave Infiltration Facility SP-86 Special Provisions City of Renton DIVISION 2 EARTHWORK 2-01 CLEARING, GRUBBING, AND ROADSIDE CLEANUP 2-01.2 Disposal of Usable Material and Debris This Section is supplemented with the following: Disposal Method No.1, Open Burning, as specified in Section 2-01.2(3) will not be allowed. 2-01.3 Construction Requirements 2-01.3(1) Clearing This Section is supplemented with the following: Clearing and grubbing shall be restricted to the minimum amount needed to construct roadway improvements and shall not exceed the limits established on the Plans, staked by the Contractor, and approved by the Engineer. Do not remove trees, shrubs, and other vegetation indicated to remain. Existing landscaping and vegetation outside the limits shall be protected from damage by the Contractor’s operations. All landscaping damaged by the Contractor’s operations outside the limits shall be replaced in coordination with the property owner at the Contractor’s expense. Fill depressions caused by clearing and grubbing operations with satisfactory soil material, unless further excavation or earthwork is indicated. Place fill material in horizontal layers not exceeding eight (8) inches in loose depth, and compact each layer to a density equal to adjacent original ground. Add the following new section: 2-01.3(5) Tree Protection High visibility fence shall be installed around trees indicated on the Plans to be protected. Under the field direction of the Engineer, the Contractor shall prune minor roots and branches of trees indicated to remain in a manner that will not compromise the survivability of the trees, where such roots and branches obstruct installation of new construction. Any roots to be cut or accidentally broken shall be cut smoothly and any cut roots over two (2) inches in diameter shall be covered with wet fabric until backfill can be placed. 2-01.5 Payment This Section is supplemented with the following: All costs for the protection of trees and hand-clearing to remove invasive species will be included in the lump sum contract price for “Clearing and Grubbing”. 2-02 REMOVAL OF STRUCTURES AND OBSTRUCTIONS 2-02.1 Description This Section is supplemented with the following: For the purpose of bid preparation, the removal of structure and obstruction work is described below. Monroe Ave Infiltration Facility SP-87 Special Provisions City of Renton Removal of Structure and Obstruction shall include, but not be limited to: · Cement Concrete sidewalk – 45 SY · Curb/gutter – 84 LF · Chain link fence – 50 LF · Sawcutting – 150 LF 2-02.3 Construction Requirements This Section is supplemented with the following: 2-02.3(3) Removal of Pavement, Sidewalks, Curbs, and Gutters This Section is supplemented with the following: Existing pavement shall be sawcut and removed at the locations shown on the Plans or as approved by the Engineer. Removal shall be accomplished by making a neat longitudinal vertical cut along the boundaries of the area to be removed. Care shall be taken during removal so as not to damage any of the existing pavement to remain in place. Remaining pavement damaged due to the Contractor’s operations shall be replaced by the Contractor, to the satisfaction of the Engineer, at the Contractor’s expense. When a construction joint is near removal limits, the joint may be used as the removal limit if approved by the Engineer. Add the following new section: 2-02.3(4) Removing Chain Link or Wire Fence Where shown on the plans or as approved by the Engineer, the Contractor shall remove existing chain link wood slat privacy fence. The Contractor shall remove fence posts completely, including any concrete footings, and backfill the post holes with native material. 2-03 ROADWAY EXCAVATION AND EMBANKMENT 2-03.3 Construction Requirements Delete Section 2-03.3(14)F Vacant and replace it with the following: 2-03.3(14)F Infiltration Gravel Incl. Haul When required by the Plans or the Engineer, the Contractor shall use Infiltration Gravel meeting the requirements of Section 9-03.16 to fill underneath the Stormwater Infiltration Facility, fill as embedment gravel between chambers in the Stormwater Infiltration Facility, and provide 1-foot of fill above the Stormwater Infiltration Facility chambers. Infiltration Gravel shall be compacted according to the Plans. Add the following new Section: 2-03.3(14)N Non-Infiltration Material Incl. Haul Non-Infiltration Material Incl. Haul shall be placed to the south and east of the Gravity Block Wall in both Stage 1 and Stage 2 of the project, as indicated in the Plans. Non-Infiltration Material Incl. Haul shall be compacted per Compaction Requirements this section. Non-Infiltration Material Incl. Haul shall be Gravel Backfill for Walls per WSDOT Standard Specification 9-03.12(2). In addition, the following materials are acceptable for use as Non-Infiltration Material Incl. Haul, with written approval from the Engineer: Monroe Ave Infiltration Facility SP-88 Special Provisions City of Renton 1. Suitable material borrowed from existing onsite stockpile. As described in the Geotechnical Report dated July 24th, 2023, prepared by Aspect Consulting and included in the Bid Documents, a portion of the existing onsite stockpile material developed by others is approved for use as Non-Infiltration Material under the following conditions and with the written approval of the Engineer. For the purposes of the bid, it can be assumed that the stockpile will provide 20,000 cubic yards by compacted volume for the Non-Infiltration Material Incl. Haul Item. The embanked stockpiled material is moisture sensitive and is not to be exposed, worked, nor placed during wet weather. The Contractor shall submit a minimum 5- day weather forecast showing only dry conditions and a placement schedule to the Engineer for approval for use of onsite stockpile material as Non-Infiltration Material, provided to the Engineer a minimum of 24-hours prior to the proposed excavation of the stockpile. The stockpile shall be protected from rain with plastic tarping. The contractor shall maintain the tarping and stockpile during the period of the project. If the weather forecast indicates any precipitation, the contractor shall restore the tarping cover prior to the wet weather. The City reserves the right to direct the Contractor to re-cover the stockpile based on their interpretation of site conditions, at no additional cost. Any loss of the stockpiled material due to the Contractor failing to adequately maintain the stockpile and protect the material from rain shall not result in a change order, and shall be entirely the responsibility of the Contractor. 2. Suitable Crushed Surfacing Top Course and Quarry Spalls materials that are re-used from the Temporary Construction Access Road and Temporary Slope Protection Items , at the approval of the Engineer. These materials shall not be proposed by the Contractor to be re-used until after the end of the wet-season, at a minimum. 3. Suitable Unclassified Excavation Material that is excavated from on-site. Crushed Surfacing Top Course shall meet WSDOT Standard Specification 9-03.9(3). Quarry Spalls shall meet WSDOT Standard Specification 9-03.9(3). Material Placement Lift Height: Non-Infiltration Material shall be placed as follows, depending on the material, must be placed in accordance to the following maximum lift heights, followed by compaction based on Compaction Requirements as follows: Gravel Backfill for Walls: placed in 1-foot loose lifts Suitable On-site Stockpiled Material: placed in 6-10-inch loose lifts Crushed Surfacing Top Course: placed in 1-foot loose lifts Quarry Spalls: placed in 1-foot loose lifts Suitable On-site Unclassified Excavation Material: placed in 6-10-inch loose lifts Compaction Requirements of Non-Infiltration Material Incl. Haul The Compaction Requirements of Non-Infiltration Material Incl Haul varies based on the Stage of the project. Monroe Ave Infiltration Facility SP-89 Special Provisions City of Renton Stage 1: The Compaction Requirements in Stage 1 is to place the material in lifts dependent on material as clarified above, and compact each lift to 90% maximum dry density (MDD) with a vibratory compactor. Compaction is to be tested by providing a proof roll (vibratory roller on static) to verify firm and unyielding conditions. Stage 2: The Compaction Requirement in Stage 2 is to place the material in lifts dependent on material as clarified above and compact each lift to 95% maximum dry density (MDD) with a vibratory compactor. Compaction is to be tested by providing a proof roll (vibratory roller on static) to verify firm and unyielding conditions. END OF DIVISION 2 Monroe Ave Infiltration Facility SP-90 Special Provisions City of Renton DIVISION 5 SURFACE TREATMENTS AND PAVEMENTS 5-04 HOT MIX ASPHALT (January 31, 2023 APWA GSP) Delete Section 5-04, Hot Mix Asphalt, and replace it with the following: 5-04.1 Description This Work shall consist of providing and placing one or more layers of plant-mixed hot mix asphalt (HMA) on a prepared foundation or base in accordance with these Specifications and the lines, grades, thicknesses, and typical cross-sections shown in the Plans. The manufacture of HMA may include warm mix asphalt (WMA) processes in accordance with these Specifications. WMA processes include organic additives, chemical additives, and foaming. HMA shall be composed of asphalt binder and mineral materials as may be required, mixed in the proportions specified to provide a homogeneous, stable, and workable mixture. 5-04.2 Materials Materials shall meet the requirements of the following sections: Asphalt Binder 9-02.1(4) Cationic Emulsified Asphalt 9-02.1(6) Anti-Stripping Additive 9-02.4 HMA Additive 9-02.5 Aggregates 9-03.8 Recycled Asphalt Pavement (RAP) 9-03.8(3)B, 9-03.21 Reclaimed Asphalt Shingles (RAS) 9-03.8(3)B, 9-03.21 Mineral Filler 9-03.8(5) Recycled Material 9-03.21 The Contract documents may establish that the various mineral materials required for the manufacture of HMA will be furnished in whole or in part by the Contracting Agency. If the documents do not establish the furnishing of any of these mineral materials by the Contracting Agency, the Contractor shall be required to furnish such materials in the amounts required for the designated mix. Mineral materials include coarse and fine aggregates, and mineral filler. The Contractor may choose to utilize recycled asphalt pavement (RAP) in the production of HMA. The RAP may be from pavements removed under the Contract, if any, or pavement material from an existing stockpile. The Contractor may use up to 20 percent RAP by total weight of HMA with no additional sampling or testing of the RAP. If the Contractor wishes to utilize High RAP/Any RAS, the design must be listed on the WSDOT Qualified Products List (QPL). The grade of asphalt binder shall be as required by the Contract. Blending of asphalt binder from different sources is not permitted. Monroe Ave Infiltration Facility SP-91 Special Provisions City of Renton The Contractor may only use warm mix asphalt (WMA) processes in the production of HMA with 20 percent or less RAP by total weight of HMA. The Contractor shall submit to the Engineer for approval the process that is proposed and how it will be used in the manufacture of HMA. Production of aggregates shall comply with the requirements of Section 3-01. Preparation of stockpile site, the stockpiling of aggregates, and the removal of aggregates from stockpiles shall comply with the requirements of Section 3-02. 5-04.2(1) How to Get an HMA Mix Design on the QPL If the Contractor wishes to submit a mix design for inclusion in the Qualified Products List (QPL), please follow the WSDOT process outlined in Standard Specification 5-04.2(1). 5-04.2(1)A Vacant 5-04.2(2) Mix Design - Obtaining Project Approval No paving shall begin prior to the approval of the mix design by the Engineer. Nonstatistical evaluation will be used for all HMA not designated as Commercial HMA in the Contract documents. Commercial evaluation will be used for Commercial HMA and for other classes of HMA in the following applications: sidewalks, road approaches, ditches, slopes, paths, trails, gores, prelevel, temporary pavement, and pavement repair. Other nonstructural applications of HMA accepted by commercial evaluation shall be as approved by the Project Engineer. Sampling and testing of HMA accepted by commercial evaluation will be at the option of the Project Engineer. The Proposal quantity of HMA that is accepted by commercial evaluation will be excluded from the quantities used in the determination of nonstatistical evaluation. Nonstatistical Mix Design. Fifteen days prior to the first day of paving the Contractor shall provide one of the following mix design verification certifications for Contracting Agency review; · The WSDOT Mix Design Evaluation Report from the current WSDOT QPL, or one of the mix design verification certifications listed below. · The proposed HMA mix design on WSDOT Form 350-042 with the seal and certification (stamp & signature) of a valid licensed Washington State Professional Engineer. · The Mix Design Report for the proposed HMA mix design developed by a qualified City or County laboratory that is within one year of the approval date. The mix design shall be performed by a lab accredited by a national authority such as Laboratory Accreditation Bureau, L-A-B for Construction Materials Testing, The Construction Materials Engineering Council (CMEC’s) ISO 17025 or AASHTO Accreditation Program (AAP) and shall supply evidence of participation in the AASHTO: resource proficiency sample program. Mix designs for HMA accepted by Nonstatistical evaluation shall: Monroe Ave Infiltration Facility SP-92 Special Provisions City of Renton · Have the aggregate structure and asphalt binder content determined in accordance with WSDOT Standard Operating Procedure 732 and meet the requirements of Sections 9-03.8(2), except that Hamburg testing for ruts and stripping are at the discretion of the Engineer, and 9-03.8(6). · Have anti-strip requirements, if any, for the proposed mix design determined in accordance with AASHTO T 283 or T 324 or based on historic anti-strip and aggregate source compatibility from previous WSDOT lab testing. At the discretion of the Engineer, agencies may accept verified mix designs older than 12 months from the original verification date with a certification from the Contractor that the materials and sources are the same as those shown on the original mix design. Commercial Evaluation Mix Design. Approval of a mix design for “Commercial Evaluation” will be based on a review of the Contractor’s submittal of WSDOT Form 350-042 (for commercial mixes, AASHTO T 324 evaluation is not required) or a Mix Design from the current WSDOT QPL or from one of the processes allowed by this section. Testing of the HMA by the Contracting Agency for mix design approval is not required. For the Bid Item Commercial HMA, the Contractor shall select a class of HMA and design level of ESALs appropriate for the required use. 5-04.2(2)B Using Warm Mix Asphalt Processes The Contractor may elect to use additives that reduce the optimum mixing temperature or serve as a compaction aid for producing HMA. Additives include organic additives, chemical additives and foaming processes. The use of Additives is subject to the following: · Do not use additives that reduce the mixing temperature more than allowed in Section 5-04.3(6) in the production of mixtures. · Before using additives, obtain the Engineer’s approval using WSDOT Form 350-076 to describe the proposed additive and process. 5-04.3 Construction Requirements 5-04.3(1) Weather Limitations Do not place HMA for wearing course on any Traveled Way beginning October 1st through March 31st of the following year without written concurrence from the Engineer. 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. Monroe Ave Infiltration Facility SP-93 Special Provisions City of Renton The Contractor shall keep intersections open to traffic at all times except when paving the intersection or paving across the intersection. During such time, and provided that there has been an advance warning to the public, the intersection may be closed for the minimum time required to place and compact the mixture. In hot weather, the Engineer may require the application of water to the pavement to accelerate the finish rolling of the pavement and to shorten the time required before reopening to traffic. Before closing an intersection, advance warning signs shall be placed, and signs shall also be placed marking the detour or alternate route. During paving operations, temporary pavement markings shall be maintained throughout the project. Temporary pavement markings shall be installed on the Roadway prior to opening to traffic. Temporary pavement markings shall be in accordance with Section 8-23. All costs in connection with performing the Work in accordance with these requirements, except the cost of temporary pavement markings, shall be included in the unit Contract prices for the various Bid items involved in the Contract. 5-04.3(3) Equipment 5-04.3(3)A Mixing Plant Plants used for the preparation of HMA shall conform to the following requirements: 1. Equipment for Preparation of Asphalt Binder – Tanks for the storage of asphalt binder shall be equipped to heat and hold the material at the required temperatures. The heating shall be accomplished by steam coils, electricity, or other approved means so that no flame shall be in 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. Monroe Ave Infiltration Facility SP-94 Special Provisions City of Renton 4. Sampling and Testing of Mineral Materials – The HMA plant shall be equipped with a mechanical sampler for the sampling of the mineral materials. The mechanical sampler shall meet the requirements of Section 1-05.6 for the crushing and screening operation. The Contractor shall provide for the setup and operation of the field-testing facilities of the Contracting Agency as provided for in Section 3-01.2(2). 5. Sampling HMA – The HMA plant shall provide for sampling HMA by one of the following methods: a. A mechanical sampling device attached to the HMA plant. b. Platforms or devices to enable sampling from the hauling vehicle without entering the hauling vehicle. 5-04.3(3)B Hauling Equipment Trucks used for hauling HMA shall have tight, clean, smooth metal beds and shall have a cover of canvas or other suitable material of sufficient size to protect the mixture from adverse weather. Whenever the weather conditions during the work shift include, or are forecast to include precipitation or an air temperature less than 45°F or when time from loading to unloading exceeds 30 minutes, the cover shall be securely attached to protect the HMA. The Contractor shall provide an environmentally benign means to prevent the HMA mixture from adhering to the hauling equipment. Excess release agent shall be drained prior to filling hauling equipment with HMA. Petroleum derivatives or other coating material that contaminate or alter the characteristics of the HMA shall not be used. For live bed trucks, the conveyer shall be in operation during the process of applying the release agent. 5-04.3(3)C Pavers HMA pavers shall be self-contained, power-propelled units, provided with an internally heated vibratory screed and shall be capable of spreading and finishing courses of HMA plant mix material in lane widths required by the paving section shown in the Plans. 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, Monroe Ave Infiltration Facility SP-95 Special Provisions City of Renton 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 otherwise required by the Contract. Where an MTD/V is required by the Contract, the Engineer may approve paving without an MTD/V, at the request of the Contractor. The Engineer will determine if an equitable adjustment in cost or time is due. When used, the MTD/V shall mix the HMA after delivery by the hauling equipment and prior to 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 Monroe Ave Infiltration Facility SP-96 Special Provisions City of Renton manufacturer’s recommendation for the use of that roller for compaction of HMA. The number and weight of rollers shall be sufficient to compact the mixture in compliance with the requirements of Section 5-04.3(10). The use of equipment that results in crushing of the aggregate will not be permitted. Rollers producing pickup, washboard, uneven compaction of the surface, displacement of the mixture or other undesirable results shall not be used. 5-04.3(4) Preparation of Existing Paved Surfaces When the surface of the existing pavement or old base is irregular, the Contractor shall bring it to a uniform grade and cross-section as shown on the Plans or approved by the Engineer. Preleveling of uneven or broken surfaces over which HMA is to be placed may be accomplished by using an asphalt paver, a motor patrol grader, or by hand raking, as approved by the Engineer. Compaction of preleveling HMA shall be to the satisfaction of the Engineer and may require the use of small steel wheel rollers, plate compactors, or pneumatic rollers to avoid bridging across preleveled areas by the compaction equipment. Equipment used for the compaction of preleveling HMA shall be approved by the Engineer. Before construction of HMA on an existing paved surface, the entire surface of the pavement shall be clean. All fatty asphalt patches, grease drippings, and other objectionable matter shall be entirely removed from the existing pavement. All pavements or bituminous surfaces shall be thoroughly cleaned of dust, soil, pavement grindings, and other foreign matter. All holes and small depressions shall be filled with an appropriate class of HMA. The surface of the patched area shall be leveled and compacted thoroughly. Prior to the application of tack coat, or paving, the condition of the surface shall be approved by the Engineer. A tack coat of asphalt shall be applied to all paved surfaces on which any course of HMA is to be placed 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. Monroe Ave Infiltration Facility SP-97 Special Provisions City of Renton 5-04.3(4)A Crack Sealing When the Proposal includes a pay item for crack sealing, seal cracks in accordance with Section 5-03. 5-04.3(4)B Vacant 5-04.3(4)C Pavement Repair The Contractor shall excavate pavement repair areas and shall backfill these with HMA in accordance with the details shown in the Plans and as marked in the field. The Contractor shall conduct the excavation operations in a manner that will protect the pavement that is to remain. Pavement not designated to be removed that is damaged as a result of the Contractor’s operations shall be repaired by the Contractor to the satisfaction of the Engineer at no cost to the Contracting Agency. The Contractor shall excavate only within one lane at a time unless approved otherwise by the Engineer. The Contractor shall not excavate more area than can be completely finished during the same shift, unless approved by the Engineer. Unless otherwise shown in the Plans or determined by the Engineer, excavate to a depth of 1.0 feet. The Engineer will make the final determination of the excavation depth required. The minimum width of any pavement repair area shall be 40 inches unless shown otherwise in the Plans. Before any excavation, the existing pavement shall be sawcut or shall be removed by a pavement grinder. Excavated materials will become the property of the Contractor and shall be disposed of in a Contractor-provided site off the Right of Way or used in accordance with Sections 2-02.3(3) or 9-03.21. Asphalt for tack coat shall be required as specified in Section 5-04.3(4). A heavy application of tack coat shall be applied to all surfaces of existing pavement in the pavement repair area. 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. Monroe Ave Infiltration Facility SP-98 Special Provisions City of Renton When discharged, the temperature of the HMA shall not exceed the optimum mixing temperature by more than 25°F as shown on the reference mix design report or as approved by the Engineer. Also, when a WMA additive is included in the manufacture of HMA, the discharge temperature of the HMA shall not exceed the maximum recommended by the manufacturer of the WMA additive. A maximum water content of 2 percent in the mix, at discharge, will be allowed providing the water causes no problems with handling, stripping, or flushing. If the water in the HMA causes any of these problems, the moisture content shall be reduced as directed by the Engineer. Storing or holding of the HMA in approved storage facilities will be permitted with approval of the Engineer, but in no event shall the HMA be held for more than 24 hours. HMA held for more than 24 hours after mixing shall be rejected. Rejected HMA shall be disposed of by the Contractor at no expense to the Contracting Agency. The storage facility shall have an accessible device located at the top of the cone or about the third point. The device shall indicate the amount of material in storage. No HMA shall be accepted from the storage facility when the HMA in storage is below the top of the cone of the storage facility, except as the storage facility is being emptied at the end of the working shift. Recycled asphalt pavement (RAP) utilized in the production of HMA shall be sized prior to entering the mixer so that a uniform and thoroughly mixed HMA is produced. If there is evidence of the recycled asphalt pavement not breaking down during the heating and mixing of the HMA, the Contractor shall immediately suspend the use of the RAP until changes have been approved by the Engineer. After the required amount of mineral materials, RAP, new asphalt binder and asphalt rejuvenator have been introduced into the mixer the HMA shall be mixed until complete and uniform coating of the particles and thorough distribution of the asphalt binder throughout the mineral materials, and RAP is ensured. 5-04.3(7) Spreading and Finishing The mixture shall be laid upon an approved surface, spread, and struck off to the grade and elevation established. HMA pavers complying with Section 5-04.3(3) shall be used to distribute the mixture. Unless otherwise directed by the Engineer, the nominal compacted depth of any layer of any course 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. Monroe Ave Infiltration Facility SP-99 Special Provisions City of Renton 5-04.3(8) Aggregate Acceptance Prior to Incorporation in HMA For HMA accepted by nonstatistical evaluation, the aggregate properties of sand equivalent, uncompacted void content, and fracture will be evaluated in accordance with Section 3-04. Sampling and testing of aggregates for HMA accepted by commercial evaluation will be at the option of the Engineer. 5-04.3(9) HMA Mixture Acceptance Acceptance of HMA shall be as provided under nonstatistical, or commercial evaluation. Nonstatistical evaluation will be used for the acceptance of HMA unless Commercial Evaluation is specified. Commercial evaluation will be used for Commercial HMA and for other classes of HMA in the following applications: sidewalks, road approaches, ditches, slopes, paths, trails, gores, prelevel, temporary pavement, and pavement repair. Other nonstructural applications of HMA accepted by commercial evaluation shall be as approved by the Engineer. Sampling and testing of HMA accepted by commercial evaluation will be at the option of the Engineer. The mix design will be the initial JMF for the class of HMA. The Contractor may request a change in the JMF. Any adjustments to the JMF will require the approval of the Engineer and may be made in accordance with this section. HMA Tolerances and Adjustments 1. Job Mix Formula Tolerances – The constituents of the mixture at the time of acceptance shall be within tolerance. The tolerance limits will be established as follows: For Asphalt Binder and Air Voids (Va), the acceptance limits are determined by adding the tolerances below to the approved JMF values. These values will also be the Upper 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 Monroe Ave Infiltration Facility SP-100 Special Provisions City of Renton properties are outside the control points in Section 9-03.8(6). The resulting values will be the upper and lower acceptance limits for aggregates, as well as the USL and LSL required in Section 1-06.2(2)D2. 2. Job Mix Formula Adjustments – An adjustment to the aggregate gradation or asphalt binder content of the JMF requires approval of the Engineer. Adjustments to the JMF will only be considered if the change produces material of equal or better quality and may require the development of a new mix design if the adjustment exceeds the amounts listed below. a. Aggregates –2 percent for the aggregate passing the 1½″, 1″, ¾″, ½″, ⅜″, and the No. 4 sieves, 1 percent for aggregate passing the No. 8 sieve, and 0.5 percent for the aggregate passing the No. 200 sieve. The adjusted JMF shall be within the range of the control points in Section 9-03.8(6). b. Asphalt Binder Content – The Engineer may order or approve changes to asphalt binder content. The maximum adjustment from the approved mix design for the asphalt binder content shall be 0.3 percent. 5-04.3(9)A Vacant 5-04.3(9)B Vacant 5-04.3(9)C Mixture Acceptance – Nonstatistical Evaluation HMA mixture which is accepted by Nonstatistical Evaluation will be evaluated by the Contracting Agency by dividing the HMA tonnage into lots. 5-04.3(9)C1 Mixture Nonstatistical Evaluation – Lots and Sublots A lot is represented by randomly selected samples of the same mix design that will be tested for acceptance. A lot is defined as the total quantity of material or work produced for each Job Mix Formula placed. Only one lot per JMF is expected. A sublot shall be equal to one day’s production or 800 tons, whichever is less except that the final sublot will be a minimum of 400 tons and may be increased to 1200 tons. All of the test results obtained from the acceptance samples from a given lot shall be evaluated collectively. If the Contractor requests a change to the JMF that is approved, the material produced after the change will be evaluated on the basis of the new JMF for the remaining sublots in the current lot and for acceptance of subsequent lots. For a lot in progress with a CPF less than 0.75, a new lot will begin at the Contractor’s request after the Engineer is satisfied that material conforming to the Specifications can be produced. Sampling and testing for evaluation shall be performed on the frequency of one sample per sublot. 5-04.3(9)C2 Mixture Nonstatistical Evaluation Sampling Samples for acceptance testing shall be obtained by the Contractor when ordered by the Engineer. The Contractor shall sample the HMA mixture in the presence of the Engineer and in accordance with AASH-TO T 168. A minimum of three samples should be taken for each class of HMA placed on a project. If used in a structural application, at least one of the three samples shall be tested. Monroe Ave Infiltration Facility SP-101 Special Provisions City of Renton 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 CPF shall be performed. 5-04.3(9)C3 Mixture Nonstatistical Evaluation – Acceptance Testing Testing of HMA for compliance of Va will at the option of the Contracting Agency. If tested, compliance of Va will use WSDOT SOP 731. Testing for compliance of asphalt binder content will be by WSDOT FOP for AASHTO T 308. Testing for compliance of gradation will be by FOP for WAQTC T 27/T 11. 5-04.3(9)C4 Mixture Nonstatistical Evaluation – Pay Factors For each lot of material falling outside the tolerance limits in 5-04.3(9), the Contracting Agency will determine a CPF using the following price adjustment factors: Table of Price Adjustment Factors Constituent Factor “f” All aggregate passing: 1½″, 1″, ¾″, ½″, ⅜″ and No.4 sieves 2 All aggregate passing No. 8 sieve 15 All aggregate passing No. 200 sieve 20 Asphalt binder 40 Air Voids (Va) (where applicable) 20 Each lot of HMA produced under Nonstatistical Evaluation and having all constituents falling within the tolerance limits of the job mix formula shall be accepted at the unit Contract price with no further evaluation. When one or more constituents fall outside the nonstatistical tolerance limits in the Job Mix Formula shown in Table of Price Adjustment Factors, the lot shall be evaluated in accordance with Section 1-06.2 to determine the appropriate CPF. The nonstatistical tolerance limits will be used in the calculation of the CPF and the maximum CPF shall be 1.00. When less than three sublots exist, backup 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 Monroe Ave Infiltration Facility SP-102 Special Provisions City of Renton 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 CPF. 5-04.3(9)C7 Mixture Nonstatistical Evaluation - Retests The Contractor may request a sublot be retested. To request a retest, the Contractor shall submit a written request within 7 calendar days after the specific test results have been received. A split of the original acceptance sample will be retested. The split of the sample will not be tested with the same tester that ran the original acceptance test. The sample will be tested for a complete gradation analysis, asphalt binder content, and, at the option of the agency, Va. The results of the retest will be used for the acceptance of the HMA in place of the original sublot sample test results. The cost of testing will be deducted from any monies due or that may come due the Contractor under the Contract at the rate of $500 per sample. 5-04.3 (9)D Mixture Acceptance – Commercial Evaluation If sampled and tested, HMA produced under Commercial Evaluation and having all constituents falling within the tolerance limits of the job mix formula shall be accepted at the unit Contract price with no further evaluation. When one or more constituents fall outside the commercial tolerance limits in the Job Mix Formula shown in 5-04.3(9), the lot shall be evaluated in accordance with Section 1-06.2 to determine the appropriate CPF. The commercial tolerance limits will be used in the calculation of the CPF and the maximum CPF shall be 1.00. When less than three sublots exist, backup samples of the existing sublots or samples from the street shall be tested to provide a minimum of three sets of results for evaluation. For each lot of HMA mix produced and tested under Commercial Evaluation when the calculated CPF is less than 1.00, a Nonconforming Mix Factor (NCMF) will be determined. The NCMF equals the algebraic difference of CPF minus 1.00 multiplied by 60 percent. The Job Mix Compliance Price Adjustment will be calculated as the product of the NCMF, the quantity of HMA in the lot in tons, and the unit Contract price per ton of mix. If a constituent is not measured in accordance with these Specifications, its individual pay factor will be considered 1.00 in calculating the 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 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. Monroe Ave Infiltration Facility SP-103 Special Provisions City of Renton Tests for the determination of the pavement density will be taken in accordance with the required procedures for measurement by a nuclear density gauge or Roadway cores after completion of the finish rolling. If the Contracting Agency uses a nuclear density gauge to determine density the test procedures FOP for WAQTC TM 8 and WSDOT SOP T 729 will be used on the day the mix is placed and prior to opening to traffic. Roadway cores for density may be obtained by either the Contracting Agency or the Contractor in accordance with WSDOT SOP 734. The core diameter shall be 4-inches minimum, unless otherwise approved by the Engineer. Roadway cores will be tested by the Contracting Agency in accordance with WSDOT FOP for AASHTO T 166. If the Contract includes the Bid item “Roadway Core”, the cores shall be obtained by the Contractor in the presence of the Engineer on the same day the mix is placed and at locations designated by the Engineer. If the Contract does not include the Bid item “Roadway Core”, the Contracting Agency will obtain the cores. For a lot in progress with a CPF less than 0.75, a new lot will begin at the Contractor’s request after the Engineer is satisfied that material conforming to the Specifications can be produced. HMA mixture accepted by commercial evaluation and HMA constructed under conditions other than those listed above shall be compacted on the basis of a test point evaluation of the compaction train. The test point evaluation shall be performed in accordance with instructions from the Engineer. The number of passes with an approved compaction train, required to attain the maximum test point density, shall be used on all subsequent paving. HMA for preleveling shall be thoroughly compacted. HMA that is used for preleveling wheel rutting shall be compacted with a pneumatic tire roller unless otherwise approved by the Engineer. Test Results For a sublot that has been tested with a nuclear density gauge that did not meet the minimum of 92 percent of the reference maximum density in a compaction lot with a CPF below 1.00 and thus subject to a price reduction or rejection, the Contractor may request that a core be used for determination of the relative density of the sublot. The relative density of the core will replace the relative density determined by the nuclear density gauge for the sublot and will be used for calculation of the CPF and 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. Monroe Ave Infiltration Facility SP-104 Special Provisions City of Renton 5-04.3(10)A HMA Compaction – General Compaction Requirements Compaction shall take place when the mixture is in the proper condition so that no undue displacement, cracking, or shoving occurs. Areas inaccessible to large compaction equipment shall be compacted by other mechanical means. Any HMA that becomes loose, broken, contaminated, shows an excess or deficiency of asphalt, or is in any way defective, shall be removed and replaced with new hot mix that shall be immediately compacted to conform to the surrounding area. The type of rollers to be used and their relative position in the compaction sequence shall generally be the Contractor’s option, provided the specified densities are attained. Unless the Engineer has approved otherwise, rollers shall only be operated in the static mode when the internal temperature of the mix is less than 175°F. Regardless of mix temperature, a roller shall not be operated in a mode that results in checking or cracking of the mat. Rollers shall only be operated in static mode on bridge decks. 5-04.3(10)B HMA Compaction - Cyclic Density Low cyclic density areas are defined as spots or streaks in the pavement that are less than 90 percent of the theoretical maximum density. At the Engineer’s discretion, the Engineer may evaluate the HMA pavement for low cyclic density, and when doing so will follow WSDOT SOP 733. A $500 Cyclic Density Price Adjustment will be assessed for any 500- foot section with two or more density readings below 90 percent of the theoretical maximum density. 5-04.3(10)C Vacant 5-04.3(10)D HMA Nonstatistical Compaction 5-04.3(10)D1 HMA Nonstatistical Compaction - Lots and Sublots HMA compaction which is accepted by nonstatistical evaluation will be based on acceptance testing performed by the Contracting Agency dividing the project into compaction lots. A lot is represented by randomly selected samples of the same mix design that will be tested for acceptance. A lot is defined as the total quantity of material or work produced for each Job Mix Formula placed. Only one lot per JMF is expected. A sublot shall be equal to one day’s production or 400 tons, whichever is less except that the final sublot will be a minimum of 200 tons and may be increased to 800 tons. Testing for compaction will be at the rate of 5 tests per sublot per WSDOT T 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. Monroe Ave Infiltration Facility SP-105 Special Provisions City of Renton 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. 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 Monroe Ave Infiltration Facility SP-106 Special Provisions City of Renton 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 CPF of a lot in progress drops below 1.00 and the Contractor is taking no corrective action, or 2. When the Pay Factor (PF) for any constituent of a lot in progress drops below 0.95 and the Contractor is taking no corrective action, or 3. When either the PF for any constituent or the CPF of a lot in progress is less than 0.75. 5-04.3(11)G Rejection - An Entire Lot (Mixture or Compaction) An entire lot with a CPF of less than 0.75 will be rejected. 5-04.3(12) Joints 5-04.3(12)A HMA Joints 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. Monroe Ave Infiltration Facility SP-107 Special Provisions City of Renton A temporary wedge of HMA constructed on a 20H:1V shall be constructed where a transverse joint as a result of paving or planing is open to traffic. The HMA in the temporary wedge shall be separated from the permanent HMA by strips of heavy wrapping paper or other methods approved by the Engineer. The wrapping paper shall be removed and the joint trimmed to a slightly beveled edge for the full thickness of the course prior to resumption of paving. The material that is cut away shall be wasted and new mix shall be laid against the cut. Rollers or tamping irons shall be used to seal the joint. 5-04.3(12)A2 Longitudinal Joints The longitudinal joint in any one course shall be offset from the course immediately below by not more than 6 inches nor less than 2 inches. All longitudinal joints constructed in the wearing course shall be located at a lane line or an edge line of the Traveled Way. A notched wedge joint shall be constructed along all longitudinal joints in the wearing surface of new HMA unless otherwise approved by the Engineer. The notched wedge joint shall have a vertical edge of not less than the maximum aggregate size or more than ½ of the compacted lift thickness and then taper down on a slope not steeper than 4H:1V. The sloped portion of the HMA notched wedge joint shall be uniformly compacted. 5-04.3(12)B Bridge Paving Joint Seals Bridge Paving Joint Seals shall be in accordance with Section 5-03. 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. Monroe Ave Infiltration Facility SP-108 Special Provisions City of Renton When utility appurtenances such as manhole covers and valve boxes are located in the traveled way, the utility appurtenances shall be adjusted to the finished grade prior to paving. This requirement may be waived when requested by the Contractor, at the discretion of the Engineer or when the adjustment details provided in the project plan or specifications call for utility appurtenance adjustments after the completion of paving. Utility appurtenance adjustment discussions will be included in the Pre-Paving and Pre- Planing Briefing (5-04.3(14)B3). Submit a written request to waive this requirement to the Engineer prior to the start of paving. 5-04.3(14) Planing Bituminous Pavement The planing plan must be approved by the Engineer and a pre-planing meeting must be held prior to the start of any planing. See Section 5-04.3(14)B2 for information on planing submittals. Where planing an existing pavement is specified in the Contract, the Contractor must remove existing surfacing material and to reshape the surface to remove irregularities. The finished product must be a prepared surface acceptable for receiving an HMA overlay. Use the cold milling method for planing unless otherwise specified in the Contract. Do not use the planer on the final wearing course of new HMA. Conduct planing operations in a manner that does not tear, break, burn, or otherwise damage the surface which is to remain. The finished planed surface must be slightly grooved or roughened and must be free from gouges, deep grooves, ridges, or other imperfections. The Contractor must repair any damage to the surface by the Contractor’s planing equipment, using an Engineer approved method. Repair or replace any metal castings and other surface improvements damaged by planing, as determined by the Engineer. A tapered wedge cut must be planed longitudinally along curb lines sufficient to provide a minimum of 4 inches of curb reveal after placement and compaction of the final wearing course. The dimensions of the wedge must be as shown on the Drawings or as specified by the Engineer. A tapered wedge cut must also be made at transitions to adjoining pavement surfaces (meet lines) where butt joints are shown on the Drawings. Cut butt joints in a straight line with vertical faces 2 inches or more in height, producing a smooth transition to the existing adjoining pavement. After planing is complete, planed surfaces must be swept, cleaned, and if required by the Contract, patched and preleveled. The Engineer may direct additional depth planing. Before performing this additional depth planing, the Contractor must conduct a hidden metal in pavement detection survey as specified in Section 5-04.3(14)A. Monroe Ave Infiltration Facility SP-109 Special Provisions City of Renton 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. 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. Monroe Ave Infiltration Facility SP-110 Special Provisions City of Renton 3. Permanent pavement marking must comply with Section 8-22. 5-04.3(14)B2 Submittals - Planing Plan and HMA Paving Plan The Contractor must submit a separate planing plan and a separate paving plan to the Engineer at least 5 Working Days in advance of each operation’s activity start date. These plans must show how the moving operation and traffic control are coordinated, as they will be discussed at the pre-planing briefing and pre-paving briefing. When requested by the Engineer, the Contractor must provide each operation’s traffic control plan on 24 x 36 inch or larger size Shop Drawings with a scale showing both the area of operation and sufficient detail of traffic beyond the area of operation where detour traffic may be required. The scale on the Shop Drawings is 1 inch = 20 feet, which may be changed if the Engineer agrees sufficient detail is shown. The planing operation and the paving operation include, but are not limited to, metal detection, removal of asphalt and temporary asphalt of any kind, tack coat and drying, staging of supply trucks, paving trains, rolling, scheduling, and as may be discussed at the briefing. When intersections will be partially or totally blocked, provide adequately sized and noticeable signage alerting traffic of closures to come, a minimum 2 Working Days in advance. The traffic control plan must show where police officers will be stationed when signalization is or may be, countermanded, and show areas where flaggers are proposed. At a minimum, the planing and the paving plan must include: 1. A copy of the accepted traffic control plan, see Section 1-10.2(2), detailing each day’s traffic control as it relates to the specific requirements of that day’s planing and paving. Briefly describe the sequencing of traffic control consistent with the proposed planing and paving sequence, and scheduling of placement of temporary pavement markings and channelizing devices after each day’s planing, and paving. 2. A copy of each intersection’s traffic control plan. 3. Haul routes from supplier facilities, and locations of temporary parking and staging areas, including return routes. Describe the complete round trip as it relates to the sequencing of paving operations. 4. Names and locations of HMA supplier facilities to be used. 5. List of all equipment to be used for paving. 6. List of personnel and associated job classification assigned to each piece of paving equipment. 7. Description (geometric or narrative) of the scheduled sequence of planing and of paving and intended area of planing and of paving for each day’s work, must include the directions of proposed planing and of proposed paving, sequence of adjacent lane paving, sequence of skipped lane paving, intersection planing and paving scheduling and sequencing, and 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. Monroe Ave Infiltration Facility SP-111 Special Provisions City of Renton 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, 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 the Paving and Planing: 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, public convenience and safety, and other Contractors who may operate in the Project limits. 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 paving. f. Description of the sequencing of installation of, and the removal of, temporary pavement patch material around exposed castings and as may be needed. g. Description of procedures and equipment to identify hidden metal in the pavement, such as survey monumentation, monitoring wells, streetcar rail, and castings, before planing as per Section 5-04.3(14)B2. h. Description of how flaggers will be coordinated with the planing, paving, and related operations. i. Description of sequencing of traffic controls for the process of rigid pavement base repairs. j. Other items the Engineer deems necessary to address. 2. Paving – additional topics: a. When to start applying tack and coordinating with paving. b. Types of equipment and numbers of each type of 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 of equipment as it relates to meeting Specification requirements. c. Number of JMFs to be placed, and if more than one JMF is used, how the Contractor will ensure different JMFs are distinguished, how pavers and how MTVs are distinguished, 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. Monroe Ave Infiltration Facility SP-112 Special Provisions City of Renton 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 Construct HMA approaches at the locations shown in the Plans or where staked by the Engineer, 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.__ PG __” or “Commercial HMA”. 5-04.4 Measurement HMA Cl. ½” PG 64-22, and Commercial HMA 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. Roadway cores will be measured per each for the number of cores taken. Preparation of untreated roadway will be measured by the mile once along the centerline of the main line Roadway. No additional measurement will be made for ramps, Auxiliary Lanes, service roads, Frontage Roads, or Shoulders. Measurement will be to the nearest 0.01 mile. Soil residual herbicide will be measured by the mile for the stated width to the nearest 0.01 mile or by the square yard, whichever is designated in the Proposal. Pavement repair excavation will be measured by the square yard of surface marked prior to excavation. Asphalt for prime coat will be measured by the ton in accordance with Section 1-09.2. Prime coat aggregate will be measured by the cubic yard, truck measure, or by the ton, whichever is designated in the Proposal. Asphalt for fog seal will be measured by the ton, as provided in Section 5-02.4. Longitudinal joint seals between the HMA and cement concrete pavement will be measured by the linear foot along the line and slope of the completed joint seal. Planing bituminous pavement will be measured by the square yard. Temporary pavement marking will be measured by the linear foot as provided in Section 8- 23.4. Monroe Ave Infiltration Facility SP-113 Special Provisions City of Renton Water will be measured by the gallon as provided in Section 2-07.4. 5-04.5 Payment Payment will be made for each of the following Bid items that are included in the Proposal: “HMA Cl. ½” PG 64-22”, per ton. “HMA for Approach Cl. ___ PG ___”, per ton. “HMA for Preleveling Cl. ___ PG ___”, per ton. “HMA for Pavement Repair Cl. ___ PG ___”, per ton. “Commercial HMA”, per ton. The unit Contract price per ton for “HMA Cl. ___ PG ___”, “HMA for Approach Cl. ___ PG ___”, “HMA for Preleveling Cl. ___ PG ___”, “HMA for Pavement Repair Cl. ___ PG ___”, and “Commercial HMA” shall be full compensation for all costs, including anti-stripping additive, incurred to carry out the requirements of Section 5-04 except for those costs included in other items which are included in this Subsection and which are included in the Proposal. “Preparation of Untreated Roadway”, per mile. The unit Contract price per mile for “Preparation of Untreated Roadway” shall be full pay for all Work described under 5-04.3(4) , with the exception, however, that all costs involved in patching the Roadway prior to placement of HMA shall be included in the unit Contract price per ton for “HMA Cl. ___ PG ___” which was used for patching. If the Proposal does not include a Bid item for “Preparation of Untreated Roadway”, the Roadway shall be prepared as specified, but the Work shall be included in the Contract prices of the other items of Work. “Preparation of Existing Paved Surfaces”, per mile. The unit Contract Price for “Preparation of Existing Paved Surfaces” shall be full pay for all Work described under Section 5-04.3(4) with the exception, however, that all costs involved in patching the Roadway prior to placement of HMA shall be included in the unit Contract price per ton for “HMA Cl. ___ PG ___” which was used for patching. If the Proposal does not include a Bid item for “Preparation of Untreated Roadway”, the Roadway shall be prepared as specified, but the Work shall be included in the Contract prices of the other items of Work. “Crack Sealing”, by force account. “Crack Sealing” will be paid for by force account as specified in Section 1-09.6. For the purpose of providing a common Proposal for all Bidders, the Contracting Agency has entered an amount in the Proposal to become a part of the total Bid by the Contractor. “Pavement Repair Excavation Incl. Haul”, per square yard. The unit Contract price per square yard for “Pavement Repair Excavation Incl. Haul” shall be full payment for all costs incurred to perform the Work described in Section 5-04.3(4) with the exception, however, that all costs involved in the placement of HMA shall be included in the unit Contract price per ton for “HMA for Pavement Repair Cl. ___ PG ___”, per ton. Monroe Ave Infiltration Facility SP-114 Special Provisions City of Renton “Asphalt for Prime Coat”, per ton. The unit Contract price per ton for “Asphalt for Prime Coat” shall be full payment for all costs incurred to obtain, provide and install the material in accordance with Section 5-04.3(4). “Prime Coat Agg.”, per cubic yard, or per ton. The unit Contract price per cubic yard or per ton for “Prime Coat Agg.” shall be full pay for furnishing, loading, and hauling aggregate to the place of deposit and spreading the aggregate in the quantities required by the Engineer. “Asphalt for Fog Seal”, per ton. Payment for “Asphalt for Fog Seal” is described in Section 5-02.5. “Longitudinal Joint Seal”, per linear foot. The unit Contract price per linear foot for “Longitudinal Joint Seal” shall be full payment for all costs incurred to perform the Work described in Section 5-04.3(12). “Planing Bituminous Pavement”, per square yard. The unit Contract price per square yard for “Planing Bituminous Pavement” shall be full payment for all costs incurred to perform the Work described in Section 5-04.3(14). “Temporary Pavement Marking”, per linear foot. Payment for “Temporary Pavement Marking” is described in Section 8-23.5. “Water”, per M gallon. Payment for “Water” is described in Section 2-07.5. “Job Mix Compliance Price Adjustment”, by calculation. “Job Mix Compliance Price Adjustment” will be calculated and paid for as described in Section 5-04.3(9)C6. “Compaction Price Adjustment”, by calculation. “Compaction Price Adjustment” will be calculated and paid for as described in Section 5- 04..3(10)D3. “Roadway Core”, per each. The Contractor’s costs for all other Work associated with the coring (e.g., traffic control) shall be incidental and included within the unit Bid price per each and no additional payments will be made. Monroe Ave Infiltration Facility SP-115 Special Provisions City of Renton “Cyclic Density Price Adjustment”, by calculation. “Cyclic Density Price Adjustment” will be calculated and paid for as described in Section 5- 04.3(10)B. Add the following new section: 5-06 TEMPORARY RESTORATION IN PAVEMENT AREA 5-06.1 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. 5-06.2 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. 5-06.3 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. END OF DIVISION 5 Monroe Ave Infiltration Facility SP-116 Special Provisions City of Renton DIVISION 6 STRUCTURES 6-02 CONCRETE STRUCTURES 6-02.2 Materials Section 6-02.2 is supplemented with the following: (April 1, 2013 WSDOT GSP) Resin Bonded Anchors The resin bonded anchor system shall include the nut, washer, and threaded anchor rod which is installed into hardened concrete with a resin bonding material. Resin bonding material used in overhead and horizontal application shall be specifically recommended by the resin manufacturer for those applications. Resin bonding material used in submerged liquid environment shall be specifically recommended by the resin manufacturer for this application. The resin bonded anchor system shall conform to the following requirements: 1. Threaded Anchor Rod and Nuts Threaded anchor rods shall conform to ASTM A 193 Grade B7 or ASTM A 449, except as otherwise noted, and be fully threaded. Threaded anchor rods for stainless steel resin bonded anchor systems shall conform to ASTM F 593 and shall be Type 304 unless otherwise specified. Nuts shall conform to ASTM A 563, Grade DH, except as otherwise noted. Nuts for stainless steel resin bonded anchor systems shall conform to ASTM F 594 and shall be Type 304 unless otherwise specified. Washers shall conform to ASTM F 436 and shall meet the same requirements as the supplied anchor rod, except as otherwise noted. Washers for stainless steel resin bonded anchor systems shall conform to ASTM A 240 and the geometric requirements of ASME B18.21.1 and shall be Type 304 Stainless Steel unless otherwise specified. Nuts and threaded anchor rods, except those manufactured of stainless steel, shall be galvanized in accordance with AASHTO M 232. Galvanized threaded anchor rods shall be tested for embrittlement after galvanizing, in accordance with Section 9- 29.6(5). Threaded anchor rods used with resin capsules shall have the tip of the rod chiseled in accordance with the resin capsule manufacturer's recommendations. Galvanized threaded rods shall have the tip chiseled prior to galvanizing. 2. Resin Bonding Material Resin bonding material shall be a two-component epoxy resin conforming to Type IV ASTM C 881 or be one of the following: a. Vinyl ester resin. Monroe Ave Infiltration Facility SP-117 Special Provisions City of Renton b. Polyester resin. c. Methacrylate resin. 3. Ultimate Anchor Tensile Capacity Resin bonded anchors shall be tested in accordance with ASTM E 488 to have the following minimum ultimate tensile load capacity when installed in concrete having a maximum compressive strength of 6000 pounds per square inch (psi) at the embedment specified below: Anchor Diameter (inch) Tensile Capacity (lbs.) Embedment (inch) 3/8 7,800 3-3/8 1/2 12,400 4-1/2 5/8 19,000 5-5/8 3/4 27,200 6-3/4 7/8 32,000 7-7/8 1 41,000 9 1-1/4 70,000 11-1/4 The Contractor shall submit items 1 and 2 below to the Engineer for all resin bonded anchor systems. If the resin bonded anchor system and anchor diameter are not listed in the current WSDOT Qualified Products List, the Contractor shall also submit item 3 below to the Engineer. For resin bonded anchor systems that are installed in a submerged liquid environment the Contractor shall submit items 1, 2, and 4 below. If the resin bonded anchor system and anchor diameter are not listed in the current WSDOT Qualified Products List, the Contractor shall also submit item 3 below to the Engineer. 1. The resin manufacturer's written installation procedure for the anchors. 2. The manufacturer's certificate of compliance for the threaded anchor rod certifying that the anchor rod meets these requirements. 3. Test results by an independent laboratory certifying that the threaded anchor rod system meets the ultimate anchor tensile load capacity specified in the above table. The tests shall be performed in accordance with ASTM E 488. 4. For threaded anchors intended to be installed in submerged liquid environments the Contractor shall submit tests performed by an independent laboratory within the past 24 months which certifies that anchors installed in a submerged environment meet the strength requirements specified in the above table. 6-02.3 Construction Requirements 6-02.3(18) Placing Anchor Bolts (January 3, 2011 WSDOT GSP) Section 6-02.3(18) is supplemented with the following: Resin Bonded Anchors The embedment depth of the anchors shall be as specified in the Plans. If the embedment depth of the anchor is not specified in the Plans then the embedment depth shall be as specified in the table of minimum and maximum torque below. The anchors shall be installed in accordance with the resin manufacturer's written procedure. Monroe Ave Infiltration Facility SP-118 Special Provisions City of Renton Holes shall be drilled as specified in the Plans. Holes may be drilled with a rotary hammer drill when core drilling is not specified in the Plans. If holes are core drilled, the sides of the holes shall be roughened with a rotary hammer drill after core drilling. Holes shall be prepared in accordance with the resin manufacturer's recommendations and shall meet the minimum requirements as specified herein. Holes drilled into concrete shall be thoroughly cleaned of debris, dust, and laitance prior to installing the threaded rod and resin bonding material. Holes shall not have any standing liquid at the time of installation of the threaded anchor rod. The anchor nuts shall be tightened to the following torques when the embedment equals or exceeds the minimum embedment specified. Anchor Diameter (inch) Minimum Torque (ft-lbs) Maximum Torque (ft-lbs) Minimum Embedment (Inch) 3/8 12 18 3-3/8 1/2 22 35 4-1/2 5/8 55 80 5-5/8 3/4 106 140 6-3/4 7/8 165 190 7-7/8 1 195 225 9 1-1/4 370 525 11-1/4 When the anchor embedment depth is less than the minimum values specified, the anchor nuts shall be tightened to the torque values specified in the Plans, or as recommended by the resin bonded anchor system manufacturer and approved by the Engineer. 6-03 STEEL STRUCTURES 6-03.2 Materials Section 6-03.2 is supplemented with the following: End and Intermediate Support assemblies shall be considered tension components of flexural members and shall meet the specified Charpy V-notch requirements. 6-03.3 Construction Requirements 6-03.3(7) Shop Plans Section 6-03.3(7) is supplemented with the following: Type 2 Working Drawings for the Grated Vault Top shall include all pieces and assemblies of the Grated Vault Top shown in the Plans, including but not limited to, the following: 1. Dimensions, material designations, weld details, and cuts sheets (as applicable) 2. End Support assemblies 3. Intermediate Support assemblies 4. Keeper plates 5. Elastomeric bearings Monroe Ave Infiltration Facility SP-119 Special Provisions City of Renton 6. Anchor bolts, nuts, washers, and resin bonding materials and installation plan for anchor bolts. Coordinate anchor bolt locations with the design and rebar details of the vault. 7. Steel grate, including grate type, fastener type, assembly details, product cut sheets, and load capacity information. Grate shall have a minimum unfactored live load capacity of 90 pounds per square foot (psf) (157.5 psf factored according to the AASHTO LRFD Bridge Design Specifications, 9th edition). 8. Erection methods specified in 6-03.3(7)A. 6-03.3(7)A Erection Methods The numbered list in the second paragraph of Section 6-03.3(7)A is supplemented with the following: Type 2E Working Drawings erection plan and procedure for the grated vault top shall also include: 8. Coordinate any loads, supports or other affects to the Treatment Vault with the vault design and include details and loads imparted to the vault in the erection plan. END OF DIVISION 6 Monroe Ave Infiltration Facility SP-120 Special Provisions City of Renton DIVISION 7 DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS AND CONDUITS 7-04 STORM SEWERS 7-04.2 Materials Section 7-04.2 is supplemented with the following: Corrugated Polypropylene Storm Sewer Pipe shall be dual wall with smooth interior per WSDOT Standard Specification 9-05.20. 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 their responsibility to perform field tests and to replace or repair faulty materials, equipment, and/or workmanship and Contractor’s own expense. Add the following new section: 7-04.2(2) Temporary Stormwater Diversion 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 system for offsite flows shall be installed prior to the start of the project, which utilizes flexible pipes to gravity drain offsite stormwater from Monroe Ave NE trunkline to the temporary stormwater infiltration pond located south of the stockpile (along the south-eastern side of the parcel). A temporary stormwater diversion shall be capable of bypassing at least the 2-year peak flow during construction. A temporary stormwater diversion may be required for the installation of the new storm sewer system with the existing storm sewer trunkline. The Contractor shall submit proposed methods for maintaining 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. Monroe Ave Infiltration Facility SP-121 Special Provisions City of Renton 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 their responsibility to provide a bypass system that conveys encountered flows without property damage or damage to the project or construction area. As risk associated with sizing the bypass and impacts to construction is born by the Contractor. 7-04.3 Construction Requirements 7-04.3(1) Cleaning and Testing Section 7-04.3(1) is supplemented with the following: Add the following: Storm Sewer pipe shall be tested using low pressure air test methods in accordance with 7- 04.3(1)E or 7-04.3(1)F as appropriate. Thermoplastic storm sewer pipe shall be deflection tested in accordance with 7-17.3(2)G. Before testing begins and in adequate time to obtain approval through submittal process, prepare and submit test plan for approval by Engineer. Include testing procedures, methods, equipment, and tentative schedule. Obtain advance written approval for any deviations from Drawings and Specifications. Repair, correct, and retest sections of pipe which fail to meet specified requirements when tested. Perform testing as work progresses. Schedule testing so that no more than 1000 linear feet of installed pipeline remains untested at one time. Perform testing under observation of Engineer or Inspector. Schedule testing during no rain. Plug the lower end of the pipe if needed to test pipe. All pipe larger than 30-inch diameter shall have joints individually tested for Joint Tightness. Prior to final backfill, all joints shall be individually tested using low-pressure air per ASTM C1103. For the installation of any flexible pipe larger than 30-inches in diameter, the Contractor shall retain the services of a pipe manufacturer representative, knowledgeable in the installation methods and practices for the specific pipe product used on this project, as well as on the installation practices for flexible pipelines in general. The manufacturer’s representative shall be present full time on site during the construction of the first 300 feet of pipe installation, and part-time, as required, thereafter until the entire pipeline installation is complete. The manufacturer’s representative shall observe pipe foundation, pipe installation, placement and compaction of pipe zone bedding and backfill, and testing procedures. The manufacturer’s representative shall notify Engineer and Contractor of any non-conforming installation, identifying the manufacturer recommended corrective action(s), within 24 hours of such occurrence. All flexible pipe shall be tested for maximum pipe deflection by pulling a rigid mandrel through the entire (i.e., 100%) flexible pipe length installed. Maximum deflection shall not exceed 5%. Mandrel testing shall conform to ASTM D3034, and be Monroe Ave Infiltration Facility SP-122 Special Provisions City of Renton 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. Prior to inspection and testing, pipes and storm drain structures shall be cleaned and flushed. Any obstructions to flow within the storm drain system (such as rubble, mortar, and debris) shall be removed at the nearest structure. Obstructions shall not be discharged into the Stormwater Infiltration Facility. Add the following new section: 7-04.3(1)G Abandon Existing Storm Sewer Pipes Where it is shown on the plans that existing storm sewer pipe is to be abandoned by filling with grout, all abandonment of storm drain lines shall conform to Section 7-17.3(2)I. Add the following new section: 7-04.3(2) CCTV Inspection All storm drain main lines constructed as part of this project shall be inspected by the use of closed-circuit television (CCTV) before substantial completion. The costs incurred in “CCTV Inspection” shall be included in the payment for associated “Polypropylene Storm Sewer Pipe __ In. Diam, and no other costs shall be measured. 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. The Contractor shall be responsible for all costs incurred in any television inspection performed solely for the benefit of the Contractor. Monroe Ave Infiltration Facility SP-123 Special Provisions City of Renton 7-05 MANHOLES, INLETS, CATCH BASINS, AND DRYWELLS 7-05.1 Description Section 7-05.1 is supplemented with the following: This Work shall also include adjusting utility covers, installation of Treatment Vault, installation of Flow Splitter Vault, installation of Infiltration Chamber Manifold Vault, and installation of Hydrodynamic Separator Vault. 7-05.2 Materials Section 7-05.2 is supplemented with the following: Treatment Vault – 224 Ft. X 20 Ft. X 10 Ft. The Contractor shall submit Type 3E Working Drawings and an Operations and Maintenance Manual to the Engineer in accordance with Section 1-05.3 for the Treatment Vault prior to ordering and installing the system. The submittal shall include materials of construction, dimensions, specifications, and configuration related to other proposed aspects of construction. The Treatment Vault– 224 Ft. X 20 Ft. X 10 Ft. shall consist of an Oldcastle 224 Ft. X 20 Ft. X 10 Ft. Biopod Vault, or approved equal water quality treatment facility. A substitute water quality treatment facility will be considered equal if the facility provides the same function and meets similar specifications as approved by the Engineer. To be approved as equal, the water quality treatment facility shall meet or exceed the following criteria: General · Meet the Ecology General Use Level Designation (GULD) certification for Enhanced Water Quality Treatment. · Shall be sized to meet Ecology Enhanced Water Quality Treatment requirements at a minimum Water Quality Flow Rate listed below. · Treatment Vault 224 Ft. X 20 Ft. X 10 Ft. must be able to treat an offline Water Quality Flow Rate of 12.65 cfs · Treatment unit shall achieve 80 percent removal of total suspended solids with influent concentrations between 100 and 200 mg/L. · Treatment unit shall achieve 30 percent removal of dissolved copper for influent concentrations between 0.005 and 0.02 mg/L. · Treatment unit shall achieve 60 percent removal of dissolved zinc for influent concentrations between 0.02 and 0.30 mg/L. · Exterior dimensions shall fit within the Treatment Vault footprint per the Plans. · The structure shall be constructed of concrete with a minimum 28 day compressive strength of 5,000 psi, reinforcing per ASTM A 1064, S1.2, Grade 80. · Facility shall have grated lid across full vault top surface · Facility shall not require plants · Each chamber shall have removable grates or access hatches for maintenance in accordance with WISHA standards and sized to allow removal of all internal components without disassembly. Monroe Ave Infiltration Facility SP-124 Special Provisions City of Renton · Structure knockouts shall be provided to accept pipes of the size, material, and elevation shown in the plans. Media · Treatment Vault shall use media that does not require replacement over the life of the facility. · Treatment Vault shall use media that does not release fine sediment during activation Flow Dispersion · Treatment Vault will be delivered to site with a flow dispersion system designed to spread incoming flows across the surface area of the treatment media without creating areas of concentrated loading. · Dissipation Rock shall be sized and designed to prevent scour of the treatment media at the dispersal windows or weirs along the flow dispersion system Treatment Vault Wall Drain · 6-inch diameter Perforated PVC Drain Pipe per WSDOT Standard Specification 9-05.1(5) · Gravel Backfill for Drains per WSDOT Standard Specification 9-03.12(4). · Non-Woven Geotextile for Underground Drainage, Moderate Survivability, Class C Per WSDOT 9-33.2(1) Tables 1 and 2. This section is a partial list of materials needed for the Treatment Vault – 224 Ft. X 20 Ft. X 10 Ft. It shall be the Contractor's responsibility to determine the full extent of all materials required to provide complete and operational vaults, which is in accordance with the Plans, applicable state requirements, and these Specifications. Contractor shall submit product information, specifications, and configuration related to other proposed aspect of construction to engineer for approval prior to ordering and installing the system. Flow Splitter Vault – 10 Ft. X 10 Ft. X 8 Ft. The Contractor shall submit Type 3E Working Drawings and an Operations and Maintenance Manual to the Engineer in accordance with Section 1-05.3 for the Flow Splitter Vault – 10 Ft. X 10 Ft. X 8 Ft. prior to ordering and installing the system. The submittal shall include materials of construction, dimensions, specifications, and configuration related to other proposed aspects of construction. The submittal for the Flow Splitter Vault – 10 Ft. X 10 Ft. X 8 Ft. shall include a submittal for the access hatches. Access Hatches shall be LW Products Company HHS-3A, or approved equal. To be considered equal, the access hatches shall: · meet or exceed H-30 load rating; · be aluminum; · have internal secondary fall protection grating; · be single-leaf door; · be lockable with a padlock. Infiltration Chamber Manifold Vault – 27 Ft. X 7.5 Ft. X 7 Ft. The Contractor shall submit Type 3E Working Drawings and an Operations and Maintenance Manual to the Engineer in accordance with Section 1-05.3 for the Infiltration Chamber Manifold Vault – 27 Ft. X 7.5 Ft. X 7 Ft. prior to ordering and installing the system. Monroe Ave Infiltration Facility SP-125 Special Provisions City of Renton The submittal shall include materials of construction, dimensions, specifications, and configuration related to other proposed aspects of construction. The submittal for the Flow Splitter Vault- 27 Ft. X 7.5 Ft. X 7 Ft. shall include a submittal for the access hatches. Access Hatches shall be LW Products Company HHS-3A and HHD-1B, or approved equal. To be considered equal, the access hatches shall: · meet or exceed H-30 load rating; · be aluminum; · have internal secondary fall protection grating; · be single-leaf door for 36”x36” hatch or double-leaf door for 36”x60” hatch; · be lockable with a padlock. Hydrodynamic Separator Vault – 22 Ft. X 14 Ft. X 12 Ft. The Contractor shall submit Type 3E Working Drawings and an Operations and Maintenance Manual to the Engineer in accordance with Section 1-05.3 for the Hydrodynamic Separator Vault – 22 Ft. X 14 Ft. X 12 Ft. prior to ordering and installing the system. The submittal shall include materials of construction, dimensions, specifications, and configuration related to other proposed aspects of construction. The submittal for the Flow Splitter Vault – 22 Ft. X 14 Ft. X 12 Ft. shall include a submittal for the access hatches. Access Hatches shall be LW Products Company HHS-3A, or approved equal. To be considered equal, the access hatches shall: · meet or exceed H-30 load rating; · be aluminum; · have internal secondary fall protection grating; · be single-leaf door; · be lockable with a padlock. 7-05.3 Construction Requirements Section 7-05.3 is supplemented with the following: The Contractor shall arrange and attend a Treatment Vault – 224 Ft. X 20 Ft. X 10 Ft. Pre- construction Meeting with a representative from the Treatment Vault manufacturer and City personnel to review the manufacturer installation instructions and procedures. The Contractor shall arrange for progress inspections and a final inspection by the manufacturer representative during installation of the Treatment Vault – 224 Ft. X 20 Ft. X 10- Ft. Connection to manholes or catch basins for storm sewer pipe less than 24-inch in diameter shall be “Kor-n-Seal” boot or approved equal. Sanitary sewer pipe to sanitary sewer manhole connections shall be “Kor-n-Seal” boot or approved equal. 7-05.3(1) Adjusting Manholes and Catch Basins to Grade Section 7-05.3(1) is supplemented with the following: Monroe Ave Infiltration Facility SP-126 Special Provisions City of Renton The Contractor shall adjust all utility covers, including catch basins, gas valve boxes, water valve boxes, and monument cases. All manholes and catch basins shall be adjusted to grade. The Contractor shall adjust the manholes and catch basins with concrete adjusting rings, brick and mortar in accordance with the City’s standards. Where utility covers fall within the sidewalk, the cover shall be replaced with a slip-resistant cover, or coated with a slip-resistant coating, meeting ADA standards. Section 7-05.3 is supplemented with the following: 7-05.3(5) Treatment Vault – 224 Ft. X 20 Ft. X 10 Ft. Treatment Vault – 224 Ft. X 20 Ft. X 10 Ft. shall be constructed to the size, type, elevations and grades as indicated in the plans and details. The structure shall be installed to include all required or necessary appurtenances, treatment elements, and connection to properly treat the surface drainage as recommended by the manufacturer. The Contractor shall submit product information, specifications, and configuration related to other proposed aspects of construction to the Engineer for approval prior to ordering and installing the system. The Grated Vault Top must be able to support pedestrian loading, and meet the requirements included in Section 6-03. Section 7-05.3 is supplemented with the following: 7-05.3(6) Flow Splitter Vault – 10 Ft. X 10 Ft. X 8 Ft. Flow Splitter Vault – 10 Ft. X 10 Ft. X 8 Ft. shall be constructed to the size, type, elevations, and grades indicated on the plans and details. The structure shall be installed to include all required or necessary lids, hatches, appurtenances, internal weir, and connections to inlet and outlet pipes. Hatches shall be adjusted to finished grade. Section 7-05.3 is supplemented with the following: 7-05.3(7) Infiltration Chamber Manifold Vault – 27 Ft. X 7.5 Ft. X 7 Ft. Infiltration Chamber Manifold Vault – 27 Ft. X 7.5 Ft. X 7 Ft. shall be constructed to the size, elevations, and grades indicated on the plans and details. The structure shall be installed to include all required or necessary lids, hatches, appurtenances, ladders, internal weirs, connections to inlets and outlet pipes. Hatches shall be adjusted to finished grade. Section 7-05.3 is supplemented with the following: 7-05.3(8) Hydrodynamic Separator Vault – 22 Ft. X 14 Ft. X 12 Ft. Hydrodynamic Separator Vault – 22 Ft. X 14 Ft. X 12 Ft. shall be constructed to the size, type, elevations, and grades indicated on the plans and details. The structure shall be installed to include all required or necessary lids, hatches, appurtenances, treatment elements, and connections to properly treat the surface drainage as recommended by the manufacturer. The Hydrodynamic Separator Vault must meet the Washington State Department of Ecology TAPE GULD for pretreatment for the online WQ flowrate of 22.6cfs and offline WQ flowrate of 12.6cfs. The Hydrodynamic Separator Vault shall also be designed to be able to bypass flows up to the 100-year flowrate of 125.7cfs. Hatches shall be adjusted to finished grade. Monroe Ave Infiltration Facility SP-127 Special Provisions City of Renton Section 7-05.3 is supplemented with the following: 7-05.3(9) Connection to Drainage Structure This Work consists of connecting a new catch basin structure to the existing 36 In. Diam. storm sewer pipe within Monroe Ave. NE. Work shall include cutting and removing the existing pipe and furnishing and installing pipe couplers and replacement of pipe segments as required to connect to the north and south sides of new catch basin structure. Connection of dissimilar pipe materials shall be made per WSDOT Std Plan B-60.20-02 Heat Shrink Option with Marmac Coupler, or approved equal. The existing conveyance system shall be kept in operation at all times and the necessary precautions shall be taken to prevent debris or other material from entering the sewer, including a tight pipeline bypass if required. Water used for flushing and testing shall not be allowed to enter the sewer. All damage to the existing pipe resulting from the Contractor’s operation shall be repaired at no expense to the Contracting Agency. Section 7-06 is added as follows: 7-06 STORMWATER INFILTRATION FACILITY 7-06.1 Description This Work consists of constructing Stormwater Infiltration Facility in at the location shown in the Plans. The following quantities of materials are anticipated for the facility and are listed only for the convenience of the Bidder in determining the volume of work and are not guaranteed to be accurate. Bidders shall verify these quantities prior to submitting a bid. The actual quantities required may deviate from those listed. Materials include but are not limited to: · Number of chambers Stormtech MC-7200 [MC-4500]: 896 [1430] · Number of end caps: 76 · Solid locking circular catch basin lids · Isolator Row Woven Geotextile: approx. 3530 square yards · Non-woven geotextile for Underground Drainage: approx. 7200 square yards · 24” Diam. CPEP Manifold System · 24” Diam. Chamber inlet CPEP pipes · Flared End Ramp: 3 · Various couplings, elbows, and manifold items · Inspection Ports and cover boxes: 3 each 7-06.2 Materials The Contractor shall submit Type 3E Working Drawings for the Stormwater Infiltration Facility chamber system. Infiltration Chambers and End Caps Infiltration Chambers shall be fabricated according to the dimensions shown on the Plans. Chambers shall conform to the requirements of ASTM F 2418, “Standard Specifications for Polypropylene (PP) Corrugated Stormwater Collection Chambers” and ASTM F 2787, “Standard Practice for Structural Design of Thermoplastic Corrugated Wall Stormwater Collection Chambers. The chamber product used for layout in design was Stormtech MC-4500. MC-7200 chambers are also acceptable. Monroe Ave Infiltration Facility SP-128 Special Provisions City of Renton Chamber rows shall provide continuous, unobstructed internal space with no internal support panels that would flow or limit access for inspection and maintenance. The structural design of the chambers, the structural backfill and the installation requirements shall ensure that the load factor specified in the AASHTO LRFD Bridge Design Specifications. Design Specifications section 12.12 are met for: 1. long-duration dead loads and 2. short-duration live loads, based on the AASHTO Design Truck with consideration for impact and multiple vehicle presences. Only chambers that are approved by the engineer will be allowed. The contractor shall submit three sets of the following to the engineer for approval before delivering chambers to the project site: 1. A structural evaluation by a licensed structural engineer that demonstrates that the load factor specified in the AASHTO LRFD Bridge Design Specifications, Section 12.12 are met. 2. Structural cross section detail on which the structural cross section is based. Infiltration Gravel Infiltration Gravel shall conform to Infiltration Gravel as specified in Special Specification 9- 03.16. Geotextiles Geotextile surrounding the infiltration gravel shall be Non-Woven Geotextile for Underground Drainage, Moderate Survivability, Class C Per WSDOT 9-33.2(1) Tables 1 and 2. Geotextile placed underneath the primary and secondary isolator chambers shall be a woven geotextile that meets the following a minimum roll average values: · Weight 8.0 oz · CBR Puncture Resistance of 1,124 lbs, · Trapezoidal Tear Strength of 200lbs, · Grab Tensile Strength of 325 lbs, · Grab Elongation of 15% 7-06.3 Construction Requirements The Contractor shall arrange and attend a Stormwater Infiltration Facility Pre-construction Meeting with a representative from the Chamber Manufacturer and City personnel to review the manufacturer installation instructions and procedures. The Contractor shall arrange for progress inspections and a final inspection by the manufacturer representative during installation of the Stormwater Infiltration Facility. Inspection ports shall be installed as shown on the Plans prior to backfilling. Subgrade Preparation and Subbase Installation of the facility shall be performed according to the chamber manufacturer’s latest installation guidelines. The performance of the infiltration facility is highly dependent upon Monroe Ave Infiltration Facility SP-129 Special Provisions City of Renton avoiding compaction of the soils beneath the infiltration facility. The Contractor shall develop a plan to minimize compaction beneath the facility. The Engineer must approve this plan prior to facility excavation. Pilot Infiltration Testing To verify infiltration performance of soils at the base of the excavation, the Contractor shall supply water for four Pilot Infiltration Tests (PITs) that will be field directed and administered by the Engineer and geotechnical representative at locations within the infiltration facility footprint. The Contractor shall coordinate with the Engineer for PITs and provide one week advance notice to the Engineer prior to PITs which must occur prior to backfill within the excavation. The Work is estimated to require an excavator and operator for two days. Infiltration Gravel Compaction Infiltration Gravel shall be installed in 2-foot maximum horizontal lifts and compacted with following WSDOT Standard Specification 2-03.3(14)C Method A. 7-08 GENERAL PIPE INSTALLATION REQUIREMENTS 7-08.3 Construction Requirements 7-08.3(1) Excavation and Preparation of Trench 7-08.3(1)A Trenches Section 7-08.3(1)A is supplemented with the following: Insert the following into paragraph one, after the first sentence: The length of open trench on streets shall be a maximum of 200 linear feet. 7-08.3(1)C Bedding the Pipe Section 7-08.3(1)C is supplemented with the following: Pipe bedding for plastic sewer pipe shall consist of clean, granular pea gravel consistent with Section 9-03.12(3). It shall be placed to a depth of 6" over and 6" under the exterior walls of the pipe. For all pipe bedding, hand compaction of the bedding materials under the pipe haunches will be required. Pipe bedding should provide a firm uniform cradle for support of the pipes. Prior to installation of the pipe, the pipe bedding should be shaped to fit the lower part of the pipe exterior with reasonable closeness to provide uniform support along the pipe. Hand compaction shall be accomplished by using a suitable tamping tool to firmly tamp bedding material under the haunches of the pipe. Care shall be taken to avoid displacement of the pipe during the compaction effort. Pipe bedding material should be used as pipe zone backfill and placed in layers and tamped around the pipes to obtain complete contact. Bedding material shall meet the requirements of Gravel backfill for Pipe Zone Bedding in accordance with Standard Specification Section 9-03.12(3). Pipe bedding shall be considered incidental to the pipe and no further compensation shall be made. Monroe Ave Infiltration Facility SP-130 Special Provisions City of Renton 7-08.3(2)B Pipe Laying – General Section 7-08.3(2)B is supplemented with the following: Checking of the invert elevation of the pipe may be made by calculations from measurements on the top of the pipe, or by looking for ponding of 1/2" or less, which indicates a satisfactory condition. At manholes, when the downstream pipe(s) is of a larger size, pipe(s) shall be laid by matching the (eight-tenths) flow elevation, unless otherwise approved by the Engineer. All pipe, fittings, etc. shall be carefully handled and protected against damage, impact shocks, and free fall. All pipe handling equipment shall be acceptable to the Engineer. Pipe shall not be placed directly on rough ground but shall be supported in a manner, which will protect the pipe against injury whenever stored at the trench site or elsewhere. No pipe shall be installed where the lining or coating show defects that may be harmful as determined by the Engineer. Such damaged lining or coating shall be repaired, or a new undamaged pipe shall be furnished and installed. The Contractor shall inspect each pipe and fitting prior to installation to insure that there are not damaged portions of the pipe. Any defective, damaged, or unsound pipe shall be repaired or replaced. All foreign matter or dirt shall be removed from the interior of the pipe before lowering into position in the trench. Pipe shall be kept clean during and after laying. All openings in the pipeline shall be closed with watertight expandable type sewer plugs at the end of each day's operation, or whenever the pipe openings are left unattended. The use of burlap, wood, or other similar temporary plugs will not be permitted. Where necessary to raise or lower the pipe due to unforeseen obstructions or other causes, the Engineer may change the alignment and/or the grades. Except for short runs, which may be permitted by the Engineer, pipes shall be laid uphill on grades that exceed 10 percent. Pipe, which is laid on a downhill grade, shall be blocked and held in place until sufficient support is furnished by the following pipe to prevent movement. Unless otherwise required, all pipe shall be laid straight between the changes in alignment, and at uniform grade between changes in grade. For concrete pipes with elliptical reinforcement, the pipe shall be placed with the minor axis of the reinforcement in a vertical position. Immediately after the pipe joints have been made, proper gasket placement shall be checked with a feeler gage as approved by the pipe manufacturer to verify proper gasket placement. 7-08.3(2)E Rubber Gasketed Joints Section 7-08.3(2)E is supplemented with the following: 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 Contractor’s expense. END OF DIVISION 7 Monroe Ave Infiltration Facility SP-131 Special Provisions City of Renton DIVISION 8 MISCELLANEOUS CONSTRUCTION 8-01 EROSION CONTROL AND WATER POLLUTION CONTROL 8-01.1 Description Supplement this section with the following: Temporary Construction Access Road Geotechnical recommendations indicate that the existing site subgrade material contains a high concentration of fines and clays that will become hydric and plastic during wet weather. To prevent destabilization of the subgrade and mobilization of fines that could damage the infiltration zone, the Geotechnical Report recommends installation of a temporary construction access road with geogrid to provide a lasting access surface. The Temporary Construction Access Road shall be constructed per the Plans and include a biaxial geogrid with a 6” Crushed Surfacing Top Course wearing course. Temporary Slope Protection The existing cut slopes on site shall be protected and maintained by the Contractor during the duration of the project to ensure that there isn’t onsite erosion, slope sloughing, or movement of fines into the bottom of the infiltration zone. The Contractor shall maintain the existing TESC BMPs in-place at start of Project. The Contractor shall also adjust the existing TESC BMPs as necessary throughout the Project. The Contractor shall also furnish and install additional BMPs as necessary, including but not limited to the following: · Slope Installation of Nets and Blankets per City of Renton Standard Plan 213.20. · Straw Wattles per City of Renton Standard Plan 213.40. · Quarry Spalls and Permeable Ballast per WSDOT Standard Specifications 9-13 · Construction Geotextile per WSDOT Standard Specifications 9-33. · Biodegradable Erosion Control Blanket for Slopes Steeper than 3:1 (H:V) per WSDOT Standard Specifications 9-14.6(2)A Geotechnical recommendations include stockpiling 150 CY of Quarry Spalls onsite to be able to address any slope erosion in a timely manner. 8-01.2 Materials Supplement this section with the following: Temporary Construction Access Road Crushed Surfacing Top Course – Per WSDOT Standard Specification 9-03.9(3). Biaxial Geogrid – Integrally Formed Biaxial Polypropylene Geogrid with Minimum Average roll values as follows: · Aperture dimensions: 1-Inch · Rib Thickness: 0.05-Inch · Tensile Strength @ 2% Strain: 410 lb/ft · Tensile Strength @ 5% Strain: 810 lb/ft · Ultimate Tensile Strength: 1310 lb/ft (Tensar BX1200 (or approved Equal)) Monroe Ave Infiltration Facility SP-132 Special Provisions City of Renton 8-01.3 Construction Requirements 8-01.3(1) General 8-01.3(1)A Submittals 8-01.3(1)A1 Temporary Erosion and Sediment Control Plan Supplement this section with the following: The Contractor shall prepare a Stormwater Pollution Prevention Plan (SWPPP). The Plan shall comply with City of Renton erosion and sediment control requirements. See City of Renton’s 2022 Construction Stormwater Pollution Prevention (CSWPP) Standards for details. 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)A2 Silt Fence Section 8-01.3(9)A2 is supplemented with the following: The Contractor shall obtain approval from Engineer for silt fence location prior to installation. Silt fence location may vary depending on weather conditions. 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. Monroe Ave Infiltration Facility SP-133 Special Provisions City of Renton 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 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. Add New Section 8-01.3(17) as follows: 8-01.3(17) Protection of Existing Trees and Shrubs 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 will be assessed damages equal to triple the value of the vegetation as determined in the Guide for Plant Appraisal, Current Edition, published by the International Society of Arboriculture or the estimated cost of restoration with a similar species. Shrub, ground cover, and herbaceous plant values will be determined using the Cost of Cure Method. Damage so assessed will be deducted from the monies due or that may become due the Contractor. 8-02 ROADSIDE RESTORATION 8-02.2 Materials Section 8-02.2 is supplemented with the following: Landscape Mulch shall be Cedar Grove Landscape Mulch or approved equal by Engineer conforming to the material description in Section 9-14.5(4) of these Special Provisions. Monroe Ave Infiltration Facility SP-134 Special Provisions City of Renton Root Barrier shall be DeepRoot 36-inch Universal Guide or approved equal. To be approved as equal, the product shall meet the following requirements: a. Material: black, recyclable, injection molded panel manufactured with 100% reprocessed homopolymer polypropylene with added ultraviolet inhibitors. b. Dimensions: 0.08” (2.032 mm) wall thickness in modules 24” (609 mm) long and 36" (457 mm) deep. c. Additional specifications: i. Integral molded ½” raised 90° root-deflecting ribs; ii. Integral C-and-T joint system for panel connections. _- Man Landscape Boulders shall meet the requirements in these Special Provisions Section 9-03.22. Contractor shall submit proposed materials for Engineer approval and acceptance prior to bringing material to site. 8-02.3 Construction Requirements Section 8-02.3 is supplemented with the following: Root Barrier: 1. Assemble the appropriate number of root barrier panels using Zipper Joining System. 2. Trench immediately adjacent to hardscape to the appropriate depth for installation of specified root barrier so that top of barrier is ½”-1” (12.7mm to 25.4mm) above finished soil grade. 3. Place root barrier in trench, vertical ribs facing toward planting area and tree roots. 4. Where possible, use hardscape as a guide for root barrier alignment. 5. Backfill adjacent planting soil against the root barrier to promote clean fit to hardscape. Fill to finish grade per project specifications. 8-02.3(1) Responsibility During Construction This section is supplemented with the following: Dumping or stockpiling of topsoil, compost, or wood chip mulch shall not be allowed on roadway surfaces. The Contractor shall locate all underground utilities (both new and existing) prior to starting work and shall not disturb or damage them. Promptly notify the Engineer of any conflict between the proposed work and any obstructions. The Contractor shall be responsible for making any and all repairs for damage caused by their activities. 8-02.3(8)A Dates and Conditions for Planting This section is supplemented with the following: The Contracting Agency shall reserve the option of selecting and inspecting plant material at the nursery. The Contractor shall provide the Contracting Agency with at least one week notice prior to preparing plants for shipping and delivery. The Contractor shall neither deliver to site nor install plant materials until authorized by the Contracting Agency. Cold storage of plants shall not be permitted. Monroe Ave Infiltration Facility SP-135 Special Provisions City of Renton If planting is delayed more than 24 hours after delivery, set balled and burlapped plants on the ground, well protected with soil or wet peat. Adequately cover all roots of bare root material with soil or wet peat. Protect rootballs from freezing, sun, drying winds or mechanical damage. Water plant material as necessary until planted. Plants shall not be stored for more than one week. Longer storage period at project site will result in rejection of plant materials by the Contracting Agency. All plant material shall be legibly tagged. Tagging may be by species or variety with minimum of one tag per ten trees, shrubs, groundcovers. Remove all tagging prior to final acceptance. 8-02.3(8)B Plant Installation This section is supplemented with the following: All trees, shrubs, and groundcovers shall be planted as detailed on the Plans. Scarify sides and bottom of all planting pits prior to planting. Sufficient planting soil shall be placed around the plant and compacted so as to ensure that the location of the ground line at the top of the root ball is the same as the nursery. Plant trees upright and face to give best appearance or relationship to adjacent structures and hold rigidly in position until planting soil has been backfilled and tamped firmly around the root ball or roots. Balled and burlapped plants shall be placed in the planting pits with the burlap intact; then the binding shall be removed and all of the burlap or cloth wrapping materials shall be removed from the root ball. Remove all plastic, twine and ropes. The plant shall be rejected if the root ball is cracked or broken during removal of wrapping or during the planting process. When the pit is backfilled halfway, place the specified quantity of fertilizer in planting pit, unless otherwise specified on the plans. Evenly spread fertilizer adjacent to the root system at a depth that is between the middle and the bottom of the root system. Do not injure root system. Place and compact planting topsoil carefully to avoid injury to roots; fill all voids. When pit is three-quarters (3/4) backfilled, completely fill with water and allow water to soak away. If water does not drain within ½ hour notify Engineer; tree planting pits which do not drain properly may require drainrock sump to facilitate drainage. Fill pits with additional soil to finish grade and continue backfilling as detailed on plans. 8-02.3(10) Lawn Installation 8-02.3(10)C Lawn Establishment Section 8-0.3(10)C has been deleted and replaced: 8-02.3(10)C1 Lawn Establishment and Final Acceptance The Contractor shall maintain all new lawn areas, inclusive of the playfield, 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 Monroe Ave Infiltration Facility SP-136 Special Provisions City of Renton Contractor will be held responsible for all damage or loss caused by their 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 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. 8-04 CURBS, GUTTERS, AND SPILLWAYS 8-04.1 Description Section 8-04.1 is supplemented as follows: Cement Concrete Traffic Curb shall be constructed per City of Renton Standard Plan 101. Cement Concrete Rolled Curb shall be constructed per detail shown in the Plans. Cement Concrete Curb and Gutter shall be constructed per City of Renton Standard Plan 101. Monroe Ave Infiltration Facility SP-137 Special Provisions City of Renton 8-06 CEMENT CONCRETE DRIVEWAY ENTRANCES 8-06.1 Description Section 8-06.1 is supplemented as follows: Cement Concrete Driveway Entrance shall be constructed per City of Renton Standard Plan 104.4. 8-12 CHAIN LINK FENCE AND WIRE FENCE 8-12.2 Materials Section 8-12.2 is supplemented as follows: Epoxy resin shall conform to Section 9-26.1. Black Vinyl Chain Link Fence Black Vinyl Chain Link Fence will meet City of Renton Standard Plan 234.6. Chain link fence shall be black in color. Fence fabric shall be 9 gage core wire, galvanized with a minimum of 0.8 ounce per square foot of surface area and coated with an ultraviolet-insensitive plastic or other inert material at least 2 mils in thickness. Any pretreatment or coating shall be applied in accordance with the manufacturer’s written instructions. The Contractor shall provide the Engineer with the manufacturer’s written specifications detailing the product and method of fabrication. Posts and hardware shall be galvanized and powder coated. Nuts and washers shall be field painted after installation. Fence fabric coating, powder coating and paint colors shall match. Samples of the coated fencing materials shall be approved by the Engineer prior to fabrication. The Contractor shall supply the Engineer with 10 aerosol spray cans containing a minimum of 14 ounces each of paint of the color specified and approved above. The touch-up paint shall be compatible with the coating system. Chain Link Fence w/ Privacy Slats Chain link fence with privacy slats shall match the existing fence onsite. Contractor to submit Shop Drawings to Engineer for approval of Chain Link Fence w/ Privacy Slats. Double 20-Ft. Wide Chain Link w/ Privacy Slats Gate Double 20-Ft. Wide Chain Link w/ Privacy Slats Gate shall match the existing fence style onsite. The Double 20-Ft. Wide Chain Link w/ Privacy Slats Gate shall be installed in the location per plans. Monroe Ave Infiltration Facility SP-138 Special Provisions City of Renton Contractor to submit Shop Drawings to Engineer for approval of Double 20-Ft. Wide Chain Link w/ Privacy Slats Gate. 8-12.3 Construction Requirements Section 8-12.3 is supplemented as follows: The post blockouts shall be formed with a steel sleeve of the diameter and thickness specified in the Plans. The steel sleeve shall be galvanized after fabrication in accordance with AASHTO M 111. The Contractor shall fill the bottom portion of the railing post with expanded polystyrene as shown in the Plans. The Contractor shall install the steel posts in the post blockouts as shown in the Plans. The posts shall be installed vertically, set in position with epoxy resin, and braced to maintain the vertical position until the epoxy resin hardens. Longitudinal members shall be connected to the steel posts as shown in the Plans. The Contractor shall install the chain link fence fabric in accordance with Section 8- 12.3(1)D, except as otherwise noted. The chain link fence fabric shall be fastened to the posts and longitudinal members at a maximum spacing of 14 inches. Chain Link Fence w/ Privacy Slats and Double 20-Ft. Wide Chain Link w/ Privacy Slats Gate Construct Chain Link Fence w/ Privacy Slats and Double 20-Ft. Wide Chain Link w/ Privacy Slats Gate per Contractor submitted Shop Drawings for Engineer approval. 8-14 CEMENT CONCRETE SIDEWALKS Section 8-14 is supplemented as follows: Cement Concrete Sidewalk shall be constructed per City of Renton Standard Plan 102. Add the following new section: 8-14.3(7) Cold Weather Work 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. 8-20 ILLUMINATION, TRAFFIC SIGNAL SYSTEMS, INTELLIGENT TRANSPORTATION SYSTEMS, AND ELECTRICAL Section 8-20 is supplemented as follows: 8-20.1 Description “Illumination System” shall include the installation of two electrical Type 1 junction boxes, approximately 55 linear feet of new 4-inch Diameter Schedule 80 PVC Conduit, cable, and the installation of a new luminaire and luminaire concrete pad, as indicated per Plans. Monroe Ave Infiltration Facility SP-139 Special Provisions City of Renton Installation of luminaire and luminaire concrete pad must follow City of Renton Standard Plans 117.1, 117.1A, 119 and 120. Currently there is an existing luminaire in the location of the temporary access road driveway entrance. In order to access the site from Monroe Ave, the existing luminaire will need to be removed (included in Removal of Structures and Obstructions) and the removed luminaire will be returned to City of Renton Maintenance Facility. Coordinate luminaire replacement and delivery with Eric Cutshall with the City of Renton at 425-430-7423. The new Luminaire shall require a structural concrete footing, detail per Plans. The new luminaire shall be installed during Stage 2 of work to allow for the temporary construction entrance. “Adjust Utility Box Covers” Existing Utility Boxes to be protected during construction at the temporary construction entrance. Services are not to be interrupted. Upon restoration of roadway and installation of Cement Concrete Driveway, existing Utility Box Covers shall be adjusted to finished grade. 8-24 ROCK AND GRAVITY BLOCK WALL AND GABION CRIBBING 8-24.2 Materials Section 8-24.2 is supplemented as follows: Gravity block wall blocks shall be rectangular prisms with dimensions 2’-5 ½” by 2’-5 ½” by 4’-11”, except for special blocks which shall be as dimensioned in the Plans. All dimensions shall be ±1/2”. Gravity block wall blocks shall be cast with Class 3000 concrete, conforming to the air content requirements of Section 6-02.3(2)A. Commercial concrete shall not be used. Gravity block wall blocks will be accepted based on visual inspection, and conformance to Section 6-02.3(9) and the specified concrete strength and air content requirements. Gravity Block Wall Blocks shall have an interlocking system integrated into their form. 8-12.3 Construction Requirements 8-24.3(2) Gravity Block Wall Section 8-24.3(2) is supplemented as follows: Submittals The Contractor shall submit working drawings of the gravity block wall to the Engineer for approval in accordance with Section 6-01.9. The working drawings shall include, but not be limited to, the following: 1. Plan, elevation, and section views of the wall, showing the layout, batter, and orientation of the blocks. Monroe Ave Infiltration Facility SP-140 Special Provisions City of Renton 2. Dimensions and details of the blocks, including details and locations of block erection lifting loops and inserts, and the features designed to interlock blocks together if the blocks have such features. 3. Method and equipment used to erect the blocks. 4. Erection sequence. The Contractor shall not begin fabricating gravity block wall blocks until receiving the Engineer’s approval of the working drawing submittal. Gravity Block Wall Erection The Gravity Block Wall shall be installed as a method of separation between the Infiltration Gravel and Non-Infiltration Material Incl. Haul. The Gravity Block Wall is to be installed in tandem with the placement and compaction of the Infiltration Gravel and Non-Infiltration Material Incl. Haul. The Gravity Block Wall shall not be installed more than 4-feet above the adjacent fill to be placed by the Contractor. A Non-Woven Geotextile for Underground Drainage shall be installed between the Gravity Block Wall and the Non-Infiltration Material Incl Haul, which will be paid separately. After excavating for the wall base, the Contractor shall grade the excavation for a width equal to or exceeding the width of the bottom row of blocks. The base shall be graded to the base elevation shown in the Plans and working drawings as approved by the Engineer and shall accommodate the batter of the bottom row of blocks. Gravity Block Wall shall have a 6-inch leveling course of Crushed Surfacing Top Course; paid for separately under Bid Item 1-09.14(2)A10 “Crushed Surfacing Top Course” and no additional payment will be made for the leveling course. Gravity Block Wall blocks shall be erected vertically and shall have no batter. The Contractor shall erect the gravity block wall and place the backfill in accordance with the erection sequence as approved by the Engineer. The top of the gravity block wall shall be within two inches of the line and grade shown in the Plans. The backfill shall be compacted in accordance with Section 2-03.3(14)C, Method C. The Contractor shall repair all large blemishes, honeycombed areas, and chipped surfaces, (25 square inches and larger) on the exposed face of the erected wall using methods and materials as approved by the Engineer. 8-26 SWING GATE Replace Section 8-26 with the following: 8-26.1 Description Swing gate to be furnished and installed by Contractor. Swing gate to be single arm swing gate with a gate arm holder. Contractor shall provide shop drawings to engineer prior to fabrication. 8-26.2 Materials Materials shall conform to detail shown on the Plans. Swing gate posts and support pipes to be constructed out of I.P.S. Carbon Steel. Monroe Ave Infiltration Facility SP-141 Special Provisions City of Renton Class 4000 Cement Concrete shall be used for Swing Gate Post Footings. Sign shall meet all material components per WSDOT Sign Fabrication Manual and Sign Detail R10-18. 8-26.3 Construction Requirements Contractor shall submit shop drawings to the Engineer for approval prior to fabrication of swing gate and sign. END OF DIVISION 8 Monroe Ave Infiltration Facility SP-142 Special Provisions City of Renton DIVISION 9 MATERIALS 9-03 AGGREGATES 9-03.8 Aggregates for Hot Mix Asphalt 9-03.8(7) HMA Tolerances and Adjustments Item 1 is deleted and replaced with the following: 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: 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. 16 Sieve +/- 4% +/- 6% No. 30 Sieve +/- 4% +/- 6% No. 50 Sieve +/- 4% +/- 6% No. 100 Sieve +/- 3% +/- 5% 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. 9-03.14 Borrow 9-03.14(2) Select Borrow Section 9-03.14(2) is revised as follows: The table is revised as follows: Sieve Size Percent Passing 4” 100 2” 75-100 No. 4 50-80 No. 40 25 min No. 100 2.0-8.0 No. 200 1.0-5.0 All percentages are by weight. Monroe Ave Infiltration Facility SP-143 Special Provisions City of Renton Add the following new section: 9-03.16 Infiltration Gravel Infiltration Gravel shall be a clean, crushed, and angular washed stone meeting the AASHTO M43 Designations of either No. 3 or No. 4 gradation. Infiltration Gravel shall conform to either of the following gradations: AASHTO Grading Passing No. 3 No. 4 Sieve Size Min. Max. Min. Max. 2-1/2" 99 100 2" 90 100 99 100 1-1/2" 35 70 90 100 1" 0 15 20 55 3/4” 0 15 1/2" 0 5 3/8” 0 5 No. 100 0 0 0 0 Infiltration Gravel stone must be hard, strong, and durable. Infiltration Gravel stone must have an LA Wear (Abrasion) value of less than or equal to 30 to be considered hard stone by the AASHTO T 96 test method. All percentages are by weight. Add the following new section: 9-03.22 Landscape Boulders Landscape boulders shall be hard, sound and durable material, free from seams, cracks, and other defects tending to destroy its resistance to weather. Landscape Boulders shall be from Lynch Creek Quarry in Western Washington, or approved equal. Boulders shall be light grey in color with blue hues. Boulders shall conform to the following table: Rock Size (_-Man) Rock Weight (LBS) Approximate Size1 (Inches) 3 700 – 2,000 28 - 36 4 2,000 – 4,000 36 - 48 1Approximate Size can be determined by taking the average dimension of the three axes of the rock, Length, Width, and Thickness, by use of the following calculation: Length + Width + Thickness 3 = Approximate Size Length is the longest axis, width is the second longest axis, and thickness is the shortest axis. 9-05 DRAINAGE STRUCTURES AND CULVERTS 9-05.15(1) Manhole Ring and Cover Section 9-05.15(1) is supplemented with the following: Monroe Ave Infiltration Facility SP-144 Special Provisions City of Renton All grates and solid covers within the City of Renton Right-of-Way shall have EON lock, Ergo round covers, or approved equivalent. 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 as follows: Topsoil Type A shall meet the following requirements: 1. Cation exchange capacity (CEC) of Topsoil Type A shall be a minimum of 10 milliequivalents CEC/100 g dry soil (U.S. EPA Method 9081). 2. Organic content greater than 10-percent but less than 15-percent as measured on a dry weight basis using AASHTO T 267 Determination of Organic Content in Soils by Loss on Ignition. 3. pH shall be between 6.0 and 7.5. 4. Soluble salt contents shall be less than 3.0 hos/com. 5. Conductivity shall be less than 3 mmhs/cm. Topsoil Type A shall be 50-percent to 65-percent Sandy Loam and 50-percent to 35-percent Fine Compost by volume. Sandy Loam shall be as defined by the US Department of Agriculture Soil Classification System, meeting the requirements of Table 1; and be free of phyto-toxic materials, and viable seeds, rhizomes or roots of State-listed noxious weeds. Table 1. Particle Size Analysis for Loam Sieve Size Percent Passing ¾" 100% ½" 90-100% 3/8" 85-100% #4 75-90% #10 55-75% #20 45-60% #30 40-55% #60 20-40% #100 20-30% #200 <30% #270 <25% 2 μm <20% The Fine Compost shall conform to the requirements of Section 9-14.5(8). Contractor shall provide certificates, or sufficient documentation, to the City 2 weeks prior to ordering any compost products for approval by Engineer showing that the supplier sources meet the following criteria: 1. Produce compost products locally. 2. Are certified by the US Composting Council or an equivalent nationally recognized organization. 3. Produce compost products that are derived from the City’s solid waste programs and meet quality standards comparable to standards adopted by the Washington state Department of Transportation or adopted by rule by the Washington state Department of Ecology. Monroe Ave Infiltration Facility SP-145 Special Provisions City of Renton Topsoil Type A Submittal Requirements At least 10 Working Days prior to placement of any soils, the Contractor shall submit the following test results from an independent accredited soils testing laboratory, for samples gathered and tested less than 90 days prior. The laboratory analysis shall be with a sample size of no less than 2 pounds. 1. Grain size analysis results for Sandy Loam. Using method ASTM D422 2. STA / Washington State Department of Transportation Technical Data Sheet for Compost, from a STA accredited lab. 3. Test results from an accredited soil laboratory for all soil mixes, including the following parameters: a. Total and Soluble Nitrogen (NO3 + NH3) b. Phosphorus c. Potassium d. pH e. Organic Matter % (Loss on Ignition method) f. Conductivity g. Calcium h. Sulfur i. Boron 4. Recommendations. Fertilizer and amendment recommendations from an accredited Soil Scientist or Agronomist; for the specified plant type and soil application depth. 5. Mix Samples. Two one (1) gallon samples of each soil mix. Topsoil Type A Acceptance Contractor shall not place any soils until the Engineer has reviewed and confirmed the following: 1. Delivery tickets must show that the full delivered amount of soil matches the product type, volume and Manufacturer named in the submittals. The Engineer may inspect any loads of soil and/or delivery tickets on delivery and stop placement if the delivered soil does not appear to match the submittals; and require sampling and testing of the delivered soil before authorizing soil placement. 9-14.3 Seed Section 9-14.3 is supplemented with the following: The seed mix shall be PT 309 Supreme Mix as manufactured by PT Lawn Seed or approved equal. The drought tolerant turf type seed mix of the following species, percentage, and analysis shall be applied at the rates shown below on all areas designated as Playfield Mix within the project: Application rate: 7-10 lbs per 1000 square feet Botanical Name Common Name Percent of Mixture Aspire Perennial Ryegrass Lolium perenne Aspire 45% Sombrero Kentucky Bluegrass Poa pratensis Sombrero 25% Banfield Perennial Ryegrass Lolium perenne Banfield 15% Longfellow 3 Chewings Fescue Festuca rubra var commutate Longfellow 3 15% Monroe Ave Infiltration Facility SP-146 Special Provisions City of Renton Source Identified seed shall be generation four or less. Non-Source Identified seed shall meet or exceed Washington State Department of Agriculture Certified Seed Standards and be from within the appropriate genetic zones of the Puget Lowland Ecoregion (2) as defined by the US Environmental Protection Agency (EPA). The seed certification class shall be Certified (blue tag) in accordance with WAC 16-302 and meet the following requirements: Prohibited Weed 0% max. Noxious Weed 0% max. Other Weed 0.20% max. Other Crop 0.40% max. The Contractor shall document all Source Identified seed by providing the Association of Official Seed Certifying Agents (AOSCA) yellow seed label for each species in the mix. Site Identification Logs can be supplied for collections where the AOSCA yellow label is not available. 9-14.5(4) Wood Strand Mulch Delete this section in its entirety and replace with the following: 9-14.5(4) Landscape Mulch Landscape Mulch shall consist of a uniform blend comprised by 50% Bark Mulch and 50% Fine Compost. Ninety-five percent of this mixture shall pass through a 1.5-inch sieve. The Bark Mulch shall be derived from Douglas fire, native pine, Sitka spruce, or western/mountain hemlock species. It shall not contain bark, resin, tannin, weed seeds, sawdust, splinters, or other debris/compounds detrimental to plant life. The Bark Mulch when tested shall be according to WSDOT Test Method T 123 prior to placement. The compost portion of the mix must comply with the Washington State Department of Ecology Administrative Code WAC-173-350-220. Landscape Mulch shall be free from: materials toxic to plant growth, rhizomes, roots, subsoil, or other debris and have a PH range of 6.0 -8.0. At the Engineer’s request, prior to delivery, the Contractor shall provide the following: · A 5 gallon sample of the product, for the Engineer’s approval. END OF DIVISION 9 Public Works Department MONROE AVE NE INFILTRATION FACILITY PROJECT CAG-23-316 CONSTRUCITON PLANS TCETCETCETCETCETCETCETCETCETCETCETCETCE TCE TCE TCE TCETCETCETCETCETCETCEPORWWHG AXJ 30 2023 - 53SP .?PURMHFW?33200?3320A?CADD?ACAD?DZJ?C00GZJ LD\RXW NDPH C00VICINITY MAP CITY OF RENTON, WASHINGTON City Project No. SWP-27-4080 PHONEAGENCYNAME CONTACT PERSONNEL NOT TO SCALE BID SET 24 :LOORZV RRDG NE SXLWH 200 RHGPRQG :A 052 42522444 ZZZRWDNFRP JARED MCDONALD CITY OF RENTON 425.430.7293 KEVIN EVANS CITY OF RENTON 425.430.7264 JOE FARAH CITY OF RENTON 206.475.1390 RUSS GASTON OTAK 425.739.4209 SANDY LEEK PUGET SOUND ENERGY-MLM 253.381.7313 DUSTIN WELLER PUGET SOUND ENERGY-206.379.4347 ELECTRIC AND GAS IAN HULSEY COMCAST 253.254.3817 JESSE PATJENS LUMEN 425.429.5722 BRETT TIETJEN CITY OF RENTON-425.430.6873 INFO SERVICES FIBER OPTIC MONROE AVE NE INFILTRATION FACILITY LOCATION MAP NOT TO SCALE PROJECT LOCATION PROJECT LOCATIONNE MONROE AVERE N T O N M A P L E V A L L E Y R O A DJEFFERSON AVE NEI-405NE 3RD S T NE 2ND ST NE 4TH ST R-4000 FUNDED IN PART BY WASHINGTON STATE DEPARTMENT OF ECOLOGY NE 4TH ST INDE; OF DRA:IN*S SHEET SHEET TITLE DESCRIPTION C00COVER SHEET 2 C002 LE*END A%%REVIATIONS *ENERAL NOTES 3 C003 SITE .EY PLAN AND PROJECT OVERVIE: 4 C004 CONSTR8CTION SE48ENCIN* 5 C0S8RVEY CONTROL PLAN C02 S8RVEY CONTROL PLAN C03 PRE-CONSTR8CTION SITE CONDITIONS C04 STA*E SITE LO*ISTICS PLAN C05 STA*E 2 SITE LO*ISTICS PLAN 0 C20STA*E TESC AND DEMOLITION C202 STA*E TESC AND DEMOLITION 2 C203 STA*E TESC DETAILS 3 C204 STA*E 2 TESC AND DEMOLITION 4 C30STORM:ATER INFILTRATION FACILITY PLAN 5 C302 STORM:ATER INFILTRATION FACILITY SECTION C303 STORM:ATER INFILTRATION FACILITY SECTION C30 STORM:ATER INFILTRATION FACILITY DETAILS C40SITE *RADIN* AND DRAINA*E IMPROVEMENTS PLAN C402 SITE *RADIN* AND DRAINA*E IMPROVEMENTS PLAN 20 C403 SITE DRAINA*E PROFILES 2C404 SITE DRAINA*E PROFILES 22 C40 TYPICAL STR8CT8RE PLACEMENT DETAIL 23 C4HYDRODYNAMIC SEPARATOR DETAILS 24 C42 FLO: SPLITTER VA8LT AND INFILTRATION CHAM%ER MANIFOLD VA8LT DETAILS 25 C43 TREATMENT VA8LT DETAILS 2C44 TREATMENT VA8LT DETAILS 2C50MAINTENANCE ACCESS ROAD PLAN AND PROFILE 2C502 MAINTENANCE ACCESS ROAD PLAN AND PROFILE 2C50 MAINTENANCE ACCESS ROAD SECTIONS AND DETAILS 30 S0*RATED VA8LT TOP PLAN 3S02 *RATED VA8LT TOP DETAILS 32 S03 *RATED VA8LT TOP DETAILS 33 S04 *RAVITY %LOC. :ALL DETAILS 34 S05 L8MINAIRE FO8NDATION DETAILS 35 L0LANDSCAPE PLAN 3L02 LANDSCAPE DETAILS OTAK 33201.A SHEET: 1121 WLOORZV RRDG NE SXLWH 200 RHGPRQG WA 02 2.22.6 ZZZ.RWDN.FRP 2023 OTAK INC. OF 36 DRAWING NO. 3RO-ECT N8MBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG 3ORWWHG: AXJ 2 2023 6:SP K:?3URMHFW?33200?33201A?CADD?ACAD?DZJ?C002.GZJ LD\RXW NDPH: C002ABBREVIATIONS RIGHT OF WAY CENTERLINE RIGHT OF WAY MARGIN CITY BOUNDARY CHAIN LINK FENCE WATER LINE SEWER LINE (<12") SEWER LINE (>12") POWER LINE AERIAL LINE GAS LINE FIBER OPTIC LINE COMMUNICATION LINE RAILING (GUARD/HAND) DRIVEWAY CUTS / HC RAMPS UNDERGROUND UTILITY STRUCTURES EDGE OF GRAVEL / DIRT INTERMEDIATE CONTOUR/GRADE LINE INDEX CONTOUR/GRADE LINE SYMBOL LEGEND COMMUNICATION RISER COMMUNICATION MANHOLE ELECTRICAL METER POWER MANHOLE GAS VALVE GAS METER GAS VAULT SEWER MANHOLE CLEANOUT CATCH BASIN (TYPE 1) CATCH BASIN (TYPE 2) STORM DRAIN MANHOLE WATER MANHOLE FIRE DEPARTMENT CONNECTION POST INDICATOR VALVE IRRIGATION BOX MAIL BOX SIGN TESTPIT MONITORING WELL SURVEY CONTROL POINT SURVEY MONUMENT PROPERTY LINE STORM DRAIN LINE (<12") STORM DRAIN LINE (>12") CLEARING/GRUBBING LIMITS SAWCUT LINE SILT FENCE WATTLE ////////////////////////UTILITY REMOVAL []PEDESTRIAN RAILING REMOVAL AREA HMA PAVEMENT CEMENT CONCRETE SEE APPLICABLE DISCIPLINE FOR ADDITIONAL LEGEND X TREE PROTECTION/SAFETY RAIL ABBREVIATION NAME OR PHRASE AP ANGLE POINT APPROX.APPROXIMATE ASSY ASSEMBLY ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS BK.BACK BLDG BUILDING BOF BOTTOM OF FOOTING BOW BOTTOM OF WALL BRG BEARING BVCS BEGIN VERTICAL CURVE ELEVATION BVCE BEGIN VERTICAL CURVE STATION CB CATCH BASIN C.G.CENTER OF GRAVITY C.I.P CAST IN PLACE C CENTERLINE CLR.CLEARANCE CMP CORRUGATED METAL PIPE CO CLEAN OUT COMM COMMUNICATION CONC.CONCRETE CONST.CONSTRUCTION CONT.CONTINUE OR CONTINUOUS COR CITY OF RENTON CPP CORRUGATED PLASTIC PIPE CPEP CORRUGATED POLYETHYLENE PIPE CSBC CRUSHED SURFACING BASE COURSE CSTC CRUSHED SURFACING TOP COURSE CTRL CONTROL DI DUCTILE IRON DIAM.DIAMETER DWG DRAWING DWY DRIVEWAY E EAST EA EACH ELEV. OR EL.ELEVATION EMBED.EMBEDMENT ESMT EASEMENT EVCE END VERTICAL CURVE ELEVATION EVCS END VERTICAL CURVE STATION EXIST.EXISTING EXP.EXPANSION FD FOUND FG FINISH GRADE FIG.FIGURE FL FLOW LINE (ELEVATION) OR FLANGE FOC FACE OF CURB FT FOOT OR FEET FTG.FOOTING GALV.GALVANIZED G.E. OR GR EL GRATE ELEVATION GIR.GIRDER GRVL GRAVEL HDPE HIGH DENSITY POLYETHYLENE HMA HOT MIX ASPHALT HORZ.HORIZONTAL HP HIGH PRESSURE OR HIGH POINT ID INSIDE DIAMETER IE INVERT ELEVATION JT.JOINT KCRDCS KING COUNTY ROAD DESIGN AND CONSTRUCTION STANDARDS LBS.POUNDS LF LINEAR FEET LT LEFT LVC LENGTH OF VERTICAL CURVE MAX.MAXIMUM MH MANHOLE MHW MEAN HIGH WATER MHHW MEAN HIGH HIGH WATER MIC MONUMENT IN CASE MIN.MINIMUM N NORTH NE NORTHEAST NO.NUMBER NW NORTHWEST O.C.ON CENTER O.D.OUTSIDE DIAMETER ABBREVIATION NAME OR PHRASE PAV'T PAVEMENT PC POINT OF CURVATURE PCC POINT OF COMPOUND CURVE PCMS PORTABLE CHANGEABLE MESSAGE SIGN P.E.PLAIN END OR POLYETHYLENE PI POINT OF INTERSECTION PP POLYPROPYLENE P PROPERTY OR PLATE PRC POINT OF REVERSE CURVE PROP.PROPOSED PSI POUND PER SQUARE INCH PT POINT OF TANGENCY OR POINT PVC POLYVINYL CHLORIDE PVI POINT OF VERTICAL INTERSECTION R RADIUS REF.REFERENCE REINF.REINFORCED RGS RIGID GALVANIZED STEEL RJ RESTRAINED JOINT RT RIGHT R/W RIGHT-OF-WAY S SOUTH SD STORM DRAIN SDMH STORM DRAIN MANHOLE SE SOUTHEAST SHT SHEET SPA.SPACE OR SPACING SPEC.SPECIFICATIONS SS SANITARY SEWER SSMH SANITARY SEWER MANHOLE STA.STATION STD STANDARD STIRR.STIRRUPS SW SOUTHWEST SYMM.SYMMETRICAL TBC TOP BACK OF CURB TCE TEMPORARY CONSTRUCTION EASEMENT TEL TELEPHONE TEMP.TEMPORARY TESC TEMP. EROSION & SEDIMENT CONTROL TOC TOP OF CURB TOW TOP OF WALL TYP.TYPICAL VERT.VERTICAL W WEST W/WITH WS WATER SURFACE WSDOT WASHINGTON STATE DEPARTMENT OF TRANSPORTATION DESCRIPTIONPROPOSEDEXISTING SUBSURFACE JUNCTION BOX SURFACE JUNCTION BOX PEDESTRIAN POLE TRAFFIC POLE TRAFFIC SIGNAL HEAD LIGHT POLE ORNAMENTAL STREET LIGHT OR UTILITY POLE W/ LIGHT LUMINAIRE HEAD UTILITY POLE WATER METER GUY ANCHOR POWER VAULT COMMUNICATION VAULT WATER VALVE WATER VAULT FIRE HYDRANT BOLLARD CONIFEROUS TREE DECIDUOUS TREE TREE REMOVAL STORM INLET PROTECTION LINE AND HATCHING LEGEND ELECTRICAL HANDHOLD POWER TRANSFORMER TRAFFIC SIGNAL CABINET STUMP PROPERTY ADDRESS OR PARCEL NUMBER PROPOSED DESCRIPTIONEXISTING [][][]WOOD FENCE HIGH VISIBILITY FENCE HIGH WATER MARK 100 100 98 STABILIZED CONSTRUCTION ENTRANCE FLOW ARROW PERMANENT EASEMENT TEMPORARY CONSTRUCTION EASEMENTTCE GEOTEXTILE INFILTRATION FACILITY CHAMBERS GEOGRID CRUSHED SURFACING TOP COURSE C002 2 LEGEND ABBREVIATIONS GENERAL NOTES R0002 2" CLASS B ASPHALT OVERLAY 08/28/2023 08/28/2023 CCWWWCCCCCCCCCCCCWWCONC. SIDEWALK CONC. SIDEWALK GRASS GRASS GRASS GRASSGRASSGRASSCONC. SIDEWALK S3EED 2 GRASS GRASS CONC. SIDEWALK CONC. SIDEWALK GRASS GRASS CONC. SIDEWALK CONC. SIDEWALKCONC. SIDEWALK GRASSGRASSGRASS DRIVEWAY DRIVEWAY DRIVEWAY DRIVEWAY GRASS GRASS GRASS DRIVEWAY DIRT GRASS AS3HALT CHAINLINK FENCE3 CHAINLINK FENCE CHAINLINK F E N C E GATE CHAINLINK FENCE 3 CHAINLINK FENCE 4 CHAINLINK FENCE CHAINLINK FENCE CHAINLINK FENCE CHAINLINK FENCE CHAINLINK FENCE CHAINLINK FENCE CHAINLINK FENCE GAT E CHAINLINK FENCE CHAINLINK FENCE CHAINLINK FENCE JERSEY BARRIERS JERSEY BARRIERS JERSEY BARRIERS CHAINLINK FENCE WBARB WIRE CHAINLINK FENCE WBARB WIRE CHAINLINK FENCE AS3HALT6126MONROE AVENUE NE JEFFERSON AVENUE NE NE 4TH STREETC103 C204 L01 L04 C01 C02 TREATMENT VAULT TEMPORARY CONSTRUCTION EASEMENT PERMANENT STORMWATER EASEMENT C402 C301 C401 C10 C201 C104 WATER QUALITY STORMWATER TRUNKLINE (TYP.), 24-INCH DIAMETER SD HYDRODYNAMIC SEPARATOR VAULT FLOW SPLITTER VAULT STORMWATER INFILTRATION FACILITY PRIMARY ISOLATOR ROWS MAINTENANCE ACCESS ROAD INFILTRATION CHAMBER MANIFOLD VAULT 36-INCH DIAMETER SD 36-INCH DIAMETER SD STORMWATER INFILTRATION FACILITY HIGH-FLOW STORMWATER TRUNKLINE (TYP.), 36-INCH DIAMETER SD PROJECT SIGN C202 24-INCH DIAMETER SD STUB OTAK 33201.A SHEET: 11241 WLOORZV RRDG NE SXLWH 200 RHGPRQG WA 02 42.22.4446 ZZZ.RWDN.FRP 2023 OTAK INC. OF 36 DRAWING NO. 3ROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG 3ORWWHG: AXJ 2 2023 2:36SP K:?3URMHFW?33200?33201A?CADD?ACAD?DZJ?C003.GZJ LD\RXW NDPH: C003NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. C003 3 SITE KEY 3LAN AND 3ROJECT OVERVIEW R40003 SCALE IN FEET 60 0 60 120 08/28/2023 08/28/2023 270 275 280 285 290 295 300 305 310 315 320 325 330 335 270 275 280 285 290 295 300 305 310 315 320 325 330 335 STAGE 1 STAGE 2 IMPORTED SELECT BORROW IMPORTED INFILTRATION GRAVEL, PER SPECIAL PROVISIONS 9-03.16 NON-WOVEN GEOTEXTILE FOR UNDERGROUND DRAINAGE, MODERATE SURVIVABILITY, CLASS C PER WSDOT 9-33.2(1), (TYP.) NON-INFILTRATION MATERIAL STAGE 1 FINISHED GRADE (315) MAINTENANCE ACCESS ROAD, SEE SHEETS C501-C502 FOR LIMITS INFILTRATION CHAMBER GALLERY, SEE SHEET C301 FOR LIMITS OPEN SPACE FIELD, SEE SHEET C301 FOR LIMITS PERMANENT STORMWATER EASEMENT EXCAVATION LIMITS BY OTHERS, SEE SHEET C104 FOR DETAILS EXCAVATION LIMITS BY OTHERS, SEE SHEET C104 FOR DETAILS EXCAVATION LIMITS BY OTHERS, SEE SHEET C104 FOR DETAILS 1 2 1 1.5 FINISHED GRADE NON-WOVEN GEOTEXTILE FOR UNDERGROUND DRAINAGE, MODERATE SURVIVABILITY, CLASS C PER WSDOT 9-33.2(1), (TYP.) GRAVITY BLOCK WALL FOR SEPARATION TREATMENT VAULT, SEE SHEETS C413-C414 FOR DETAILS. TOPSOIL TYPE A IMPORTED GRAVEL BACKFILL FOR WALLS UNDISTURBED NATIVE MATERIAL TOPSOIL TYPE A INFILTRATION ZONE NON-INFILTRATION ZONE OTAK 33201.A SHEET: 11241 Willows Road NE, Suite 200 Redmond, WA 98052 425.822.4446 www.otak.com © 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG Plotted: Aug 28, 2023 - 6:53pm K:\Project\33200\33201A\CADD\ACAD\Dwg\C004.dwg Layout Name: C004C004 4 CONSTRUCTION SEQUENCING R-408004 GENERAL NOTES: 1.INFILTRATION FACILITY BACKFILL WITH IMPORTED INFILTRATION GRAVEL AND SELECT BORROW SHALL BE PERFORMED PRIOR TO OTHER SITE DISTURBING ACTIVITY. THIS WORK IS FURTHER DESCRIBED BELOW UNDER STAGE 1 WORK. ONCE THE INFILTRATION FACILITY BACKFILL IS INSTALLED AND STABILIZED, OTHER ONSITE WORK MAY PROCEED AS DESCRIBED UNDER STAGE 2 WORK. DO NOT DIRECT STORMWATER OR GROUNDWATER FROM THE CONSTRUCTION SITE OR OFFSITE AREAS TO THE FACILITY UNTIL AFTER THE SITE HAS BEEN STABILIZED AND THE STORMWATER TREATMENT FACILITIES HAVE BEEN INSTALLED. 2.CONTRACTOR SHALL MINIMIZE TRACKING ACROSS BACKFILL TO THE MAXIMUM EXTENT FEASIBLE. 3.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 DEPARTMENT OF ECOLOGY SITE PREPARATION: 1.ATTEND PRE-CONSTRUCTION MEETING WITH CITY. 2.FLAG AND FENCE CLEARING LIMITS AND VEGETATION TO BE PROTECTED PER SHEETS C201, C202, AND C204. 3.INSTALL PERIMETER PROTECTION (SILT FENCES, ETC.) AND TESC BMPS. 4.REMOVE LIGHT POLE SHOWN ON SHEET C201 TO ALLOW FOR INSTALLATION OF CONSTRUCTION ENTRANCE AND ACCESS ROAD 5.GRADE AND INSTALL CONSTRUCTION ENTRANCE AND ACCESS ROAD. 6.MAINTAIN TESC MEASURES IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS, CITY OF RENTON STANDARDS, AND MANUFACTURER'S RECOMMENDATIONS. 7.RELOCATE, ADJUST, AND/OR INSTALL ADDITIONAL TESC MEASURES AS REQUIRED TO COMPLY WITH CITY TESC MINIMUM REQUIREMENTS AS THE SITE CONDITIONS CHANGE. STAGE 1 WORK: 1.INSTALL GEOTEXTILE AS SHOWN THROUGHOUT STAGE 1 WORK. 2.INSTALL PROJECT SIGN. 3.BACKFILL INFILTRATION ZONE UNDER INFILTRATION FACILITY WITH SELECT BORROW PER PROJECT SPECIFICATIONS IN 2-FOOT MAX. LIFTS TO ELEVATION SHOWN. SELECT BORROW IS TO BE INSTALLED PER PROJECT SPECIFICATIONS, AND SHALL NOT RECEIVE VIBRATORY COMPACTION TO MAINTAIN NECESSARY INFILTRATION RATES. 4.INSTALL GRAVITY BLOCK WALL AS SHOWN ON SHEET S604 IN CONJUNCTION WITH BACKFILLING OF INFILTRATION AND NON-INFILTRATION ZONES TO PROVIDE SEPARATION. 5.BACKFILL NON-INFILTRATION ZONE WITH NON-INFILTRATION MATERIAL AND COMPACT PER SPECIAL PROVISIONS 2-03. 6.BACKFILL INFILTRATION ZONE UNDER INFILTRATION FACILITY WITH INFILTRATION GRAVEL (PER PROJECT SPECIFICATIONS) IN 2-FOOT MAX. LIFTS TO ELEVATION SHOWN. INFILTRATION GRAVEL WILL NOT BE COMPACTED BY VIBRATORY COMPACTOR WITH THE EXCEPTION OF THE UPPER 3 FEET. THE TOP 3 FEET SHALL BE COMPACTED TO 90% PROCTOR PER WSDOT METHOD B. STAGE 2 WORK: 1.INSTALL INFILTRATION CHAMBER GALLERY, CONCRETE MANIFOLD VAULT, AND ASSOCIATED PIPES AND STRUCTURES. 2.BACKFILL AREA SURROUNDING INFILTRATION CHAMBER GALLERY WITH GRAVEL BORROW. 3.BACKFILL AREA ABOVE STORMWATER INFILTRATION FACILITY GRAVEL WITH GRAVEL BACKFILL FOR WALLS. 4.BACKFILL EXCAVATED AREA WITH NON-INFILTRATION MATERIAL MATERIAL AS SHOWN AND COMPACT PER SPECIAL PROVISIONS 2-03. 5.INSTALL TREATMENT VAULT AND ASSOCIATED PIPES AND STRUCTURES. 6.CONNECT THE NEW STORM DRAINAGE SYSTEM TO THE STORM DRAINAGE SYSTEM IN MONROE AVE NE. 7.GRADE MAINTENANCE ACCESS ROAD. 8.INSTALL TOPSOIL TYPE A, PER WSDOT 9-14.2(1). RESTORATION 1.INSTALL CONC. CURB, PAVING, PAVEMENT MARKING, AND SIGNING. 2.INSTALL LUMINAIRE IN LOCATION SHOWN ON SHEET C502. 3.INSTALL FENCING AND GATES. 4.INSTALL LANDSCAPING. RECOMMENDED CONSTRUCTION SEQUENCING LEGEND SELECT BORROW INFILTRATION GRAVEL UNDISTURBED NATIVE MATERIAL NON-INFILTRATION MATERIAL PROPOSED PERMANENT EASEMENT LINE TOPSOIL TYPE A GRAVEL BORROW INFILTRATION FACILITY SECTION BY STAGEA 003 H SCALE: 1"=20', V SCALE: 1"=5' NON-WOVEN GEOTEXTILE FOR UNDERGROUND DRAINAGE, MODERATE SURVIVABILITY, CLASS C, PER WSDOT STANDARD SPEC 9-33.2(1) EXISTING FILL MATERIAL GRAVEL BACKFILL FOR WALLS 08/28/2023 08/28/2023 270 280 272 274 276 278 282 284 290 300 310 320 330 340290300310320330332 334 336 338102 103 104 108 109 110 111 P C C P C 16" C PC C C 18" 6" "NO PARKING" "NO PARKING ANYTIME" "NO PARKING ANYTIME" "NO PARKING ANYTIME" "NO PARKING ANYTIME" "NO PARKING ANYTIME" "GAS PIPELINE IN VICINITY" AB-03 GRASSCONC. SIDEWALK"SPEED 25"GRASSGRASSCONC. SIDEWALKCONC. SIDEWALKGRASSCONC. SIDEWALKGRASSGRASSGRASSDRIVEWAYDRIVEWAYDRIVEWAYGRASSASPHALT4' CHAINLINK FENCE7' CHAINLINK FENCE7' CHAINLINK FENCE 7' CHAINLINK FENCE 7' CHAINLINK FENCE7' CHAINLINK FENCE7' CHAINLINK FENCEGATE7' CHAINLINK FENCE7' CHAINLINK FENCE7' CHAINLINK FENCEJERSEY BARRIERSJERSEY BARRIERSGGGGGGGGGGGGPPPTVTV TVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTV TVTVWWWWWWWWWWWWWWSD SD SDSDSDSDSDSDSDSDSSSSSSSSSSSSSSSSSSSSSSSS10" PVC36" CMP10" PVC36" CMP18" CPP 18" C P P 8" CMP8" CMP 36" CMPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPPPPPPPPPPPPPPPTV TVTVTVTVTVTVTVTVTVTVTVPTVTVTVP PPPPPPPPPPPPTVTVTVTVTVTVTVTVTVTVTVTVPPPPPTVTVTVTVPPPP2 DUCT BANKS2 DUCT BANKS3 DUCT BANKS3 DUCT BANKS3 DUCT BANKS3 DUCT BANKS3 DUCT BANKS3 DUCT BANKS3 DUCT BANKS3 DUCT BANKS3 DUCT BANKS3 DUCT BANKS3 DUCT BANKSATP-03 ATP-04 AHA-01AHA-02 6"8" 12" 6" 115 1 2 (TYP.) 3 EXISTING POWER EASEMENT EXISTING POWER EASEMENT POWERLINE SAG ELEV: 377.1 POWERLINE SAG ELEV: 380.7 PROPOSED TEMPORARY CONSTRUCTION EASEMENT. PROPOSED PERMANENT DRAINAGE EASEMENT 4(TYP.) 4 3 5 6 7 TCETCETCETCETCETCETCETCETCETCETCETCETCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCETCETCETCETCETCETCETCETCETCETCETCE-2.0:1 -2.2:1-4.4:1-1.5:1-2. 4 : 1 89 MONROE AVENUE NEJEFFERSON AVENUE NE10 11 OTAK 33201.A SHEET: 11241 Willows Road NE, Suite 200 Redmond, WA 98052 425.822.4446 www.otak.com © 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG Plotted: Aug 31, 2023 - 10:44am K:\Project\33200\33201A\CADD\ACAD\Dwg\C105.dwg Layout Name: C105NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. SCALE IN FEET 40 0 40 80 BOTTOM OF AREA EXCAVATED BY OTHERS. THE TERM "EXCAVATED AREA" IS REPRESENTED BY THE CONTOURS SHOWN ON THIS SHEET. WATTLES PLACED ON EXCAVATION SLOPE PER COR STD PLAN 213.40 INSTALLED BY OTHERS. SILT FENCE PER COR STD PLAN 214.00 INSTALLED BY OTHERS. INTERCEPTOR SWALE PER COR STD PLAN 217.10 INSTALLED BY OTHERS. SEE INTERCEPTOR SWALE AND SILT FENCE LAYOUT DETAIL ON SHEET C203. ROCK SPLASH PAD INSTALLED BY OTHERS. APPROXIMATE EXTENTS OF STOCKPILE INSTALLED BY OTHERS. PLASTIC COVERING OVER NON-INFILTRATION ZONE BACKFILL STOCKPILE PER COR STD PLAN 213.30 INSTALLED BY OTHERS. COVERED MATERIAL IS MOISTURE SENSITIVE AND SHALL NOT BE EXPOSED, HANDLED OR USED DURING WET WEATHER SEDIMENT TRAP AND INFILTRATION POND INSTALLED BY OTHERS PER DETAIL ON SHEET C203. CONTRACTOR SHALL ADJUST AND MAINTAIN DURING EARTHWORK. SEDIMENT TRAP AND INFILTRATION POND MUST BE KEPT TO THE EAST OF THE GRAVITY BLOCK WALL FOOTPRINT. SLOPE STABILIZATION MAT PER COR STD PLAN 213.20 BY OTHERS. APPROXIMATELY 20,000 CUBIC YARDS OF MATERIAL SUITABLE FOR USE AS NON-INFILTRATION ZONE BACKFILL WAS STOCKPILED AND COVERED BY OTHERS PRIOR TO MOBILIZATION OF CONTRACTOR. CONTRACTOR SHALL USE THIS MATERIAL FOR BACKFILL IN LIEU OF IMPORTED FILL DURING DRY WEATHER CONSTRUCTION. SEE SHEET C302 FOR INFILTRATION ZONE AND NON-INFILTRATION ZONE BACKFILL. SEE SPECIAL PROVISIONS SECTION 2-03 FOR CONDITIONS OF UNDER WHICH THIS MATERIAL SHALL BE USED. DRAINAGE PIPE TO ALLOW FOR SITE DRAINAGE FROM DITCHES INSTALLED BY OTHERS. CONSTRUCTION NOTES 2 C103 7 PRE-CONSTRUCTION SITE CONDITIONS R-408007 GENERAL NOTES 1.ELEVATIONS SHOWN ON THIS SHEET REPRESENT AN APPROXIMATION OF SITE CONDITIONS TO BE EXPECTED UPON MOBILIZATION BASED ON AGREEMENT WITH THE PROPERTY OWNER. ACTUAL CONDITIONS MAY VARY. 2.FINAL GRADING OUTSIDE OF THE PERMANENT EASEMENT AREA TO BE COMPLETED BY OTHERS. CONTRACTOR SHALL LEAVE TEMPORARY CONSTRUCTION EASEMENT IN NEAT CONDITION UPON COMPLETION OF WORK. 3.ALL SLOPES ARE TO BE PROTECTED PRIOR TO AND DURING EXCAVATION AND FILLING OPERATION OF PIT PER COR SURFACE WATER DESIGN MANUAL. 4.ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHOWN ON THIS SHEET HAVE BEEN INSTALLED OR PLACED BY OTHERS DURING EXCAVATION AND GRADING WORK COMPLETED PRIOR TO THIS CONTRACT. CONTRACTOR SHALL MAINTAIN AND ADJUST AS NECESSARY DURING THE FILLING OF THE EXCAVATED PIT. 3 4 5 6 7 1 8 9 10 11 08/31/2023 08/31/2023 101102103104105106107108109110111PCCSWWWCCPCPCCDCPCSD CB TYPE 1 RIM = 345.76 8" CMP (W) IE = 343.81 SUMP = 342.26 DSD MH 60" CONC RIM = 345.96 8" CMP (E) IE = 339.96 18" CPP (W) IE = 339.36 8" CMP (W) IE = 340.18 36" CMP (N) IE = 332.56 36" CMP (S) IE = 332.56 SD CB TYPE 1 RIM = 345.84 8" CMP (E) IE = 342.42 SUMP = 340.74 DSD MH TYPE 2 RIM = 345.59 18" CPP (W) IE = 337.24 36" CMP (N) IE = 332.89 36" CMP (S) IE = 332.69 SSS MH 48" CONC RIM = 342.20 10" PVC (N) IE = 335.00 10" PVC (S) IE = 334.80 16"CPCCCSD CB TYPE 1 RIM = 339.66 12" PVC (NE) IE = 337.41 8" CMP (W) IE = 337.31 SUMP = 335.26DSD MH 60" CONC TYPE 2 RIM = 340.13 8" CMP (W) IE = 335.98 8" CMP (E) IE = 335.98 36" CMP (N) IE = 333.05 36" CMP (S) IE = 332.95 SD CB TYPE 1 RIM = 339.68 8" CMP (E) IE = 336.38 SUMP = 334.58 SDDCP18"6"PWWDSSS MH RIM = 347.79 10" PVC (N) IE = 334.09 10" PVC (S) IE = 333.89 14"10"18"22"6"14"14"14"12"G G GG G G G G G G G G G PTVTVTV TVTV TV TV TV GTV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TVTVTV TV TV TV TV TVPWW WW W W W W W W W W W W W W W W W W W W W WWWSDSD SDSDSDSD SDSDSD SDSD SSSSSS SS SSSSSSSSSS SSSSSSSSSS SSSSSSSSSS O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P PPPPPPPPPPPPPPPP PTV TV TV TV TV TV TV TV TV TV TV TVTV TV PPPPP P PPPTVTVTVTVTVTVTVTVTVTVTVTVTV TV TV PPPPP TVTVTVTVTV TVTVTVTV PPPP P PP PP P P P P PPP 2 DUCT BANKS 2 DUCT BANKS3 DUCT BANKS 3 DUCT BANKS 3 DUCT BANKS3 DUCT BANKS3 DUCT BANKS 3 DUCT BANKS 3 DUCT BANKS 3 DUCT BANKS3 DUCT BANKS 3 DUCT BANKS 3 DUCT BANKS 3 DUCT BANKS 22" CPP IE = 308.6018" CPP IE = 314.13 6"8"12"6"115XEXCAVATED MATERIAL STOCKPILED BY OTHERS TEMPORARY CONSTRUCTION ACCESS ROAD MONROE AVENUE FACILITY TRUCK HAULING ROUTE. PROJECT LIMITS PERMANENT STORMWATER EASEMENT IMPORTED INFILTRATION GRAVEL STORAGE AREA ON-SITE GRAVITY BLOCK STORAGE AREA BOTTOM OF EXCAVATED PIT TO BE FILLED TCETCETCETCETCETCETCETCETCETCETCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCESUITABLE MATERIAL FOR NON-INFILTRATION MATERIAL, PER APPROVAL OF ENGINEER, WITHIN STOCKPILE AREA TO BE COVERED IN PLASTIC BY OTHERS JEFFERSON AVENUE NE MONROE AVENUE NE MONROE AVENUE FACILITY TRUCK HAULING ROUTE. OTAK 33201.A SHEET: 11241 Willows Road NE, Suite 200 Redmond, WA 98052 425.822.4446 www.otak.com © 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG Plotted: Aug 28, 2023 - 5:40pm K:\Project\33200\33201A\CADD\ACAD\Dwg\C106.dwg Layout Name: C106NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. SCALE IN FEET 50 0 50 100 C104 8 STAGE 1 SITE LOGISTICS PLAN R-408008 GENERAL NOTES 1.CONTRACTOR SHALL PROVIDE TEMPORARY TRAFFIC CONTROL WHEN VEHICULAR OR PEDESTRIAN ACCESS ROUTES ARE TEMPORARILY BLOCKED. 2.PEDESTRIAN AND VEHICULAR ACCESS ALONG MONROE AVENUE SHALL BE MAINTAINED AT ALL TIMES. UNOBSTRUCTED CONTINUOUS 4' WIDTH PEDESTRIAN ROUTE COMPLIANT WITH ADA STANDARDS SHALL BE PROVIDED. 3.ACCESS TO ADJACENT PROPERTIES SHALL BE MAINTAINED THROUGHOUT DURATION OF THE PROJECT. 4.THIS PLAN SHOWS APPROXIMATE LOCATIONS OF ITEMS RELEVANT FOR SITE LOGISTICS. CONTRACTOR IS RESPONSIBLE TO DEFINE FINAL WORK PLAN AND SUBMIT TO CITY OF RENTON FOR APPROVAL PRIOR TO CONSTRUCTION. LEGEND APPROXIMATE LIMITS OF PIT BOTTOM EXCAVATED BY OTHERS ON-SITE ECOLOGY BLOCK STORAGE AREA COR CONTRACTOR HAULING ROUTE PROJECT LIMITS / TCE IMPORTED INFILTRATION GRAVEL STORAGE AREA STOCKPILE BY OTHERS TEMPORARY ACCESS ROAD WITH GEOGRID 08/28/2023 08/28/2023 101102103104105106107108109110111PCCSWWWCCPCPCCDCPCSD CB TYPE 1 RIM = 345.76 8" CMP (W) IE = 343.81 SUMP = 342.26 DSD MH 60" CONC RIM = 345.96 8" CMP (E) IE = 339.96 18" CPP (W) IE = 339.36 8" CMP (W) IE = 340.18 36" CMP (N) IE = 332.56 36" CMP (S) IE = 332.56 SD CB TYPE 1 RIM = 345.84 8" CMP (E) IE = 342.42 SUMP = 340.74 DSD MH TYPE 2 RIM = 345.59 18" CPP (W) IE = 337.24 36" CMP (N) IE = 332.89 36" CMP (S) IE = 332.69 SSS MH 48" CONC RIM = 342.20 10" PVC (N) IE = 335.00 10" PVC (S) IE = 334.80 16"CPCCCSD CB TYPE 1 RIM = 339.66 12" PVC (NE) IE = 337.41 8" CMP (W) IE = 337.31 SUMP = 335.26DSD MH 60" CONC TYPE 2 RIM = 340.13 8" CMP (W) IE = 335.98 8" CMP (E) IE = 335.98 36" CMP (N) IE = 333.05 36" CMP (S) IE = 332.95 SD CB TYPE 1 RIM = 339.68 8" CMP (E) IE = 336.38 SUMP = 334.58 SDDCP18"6"PWWDSSS MH RIM = 347.79 10" PVC (N) IE = 334.09 10" PVC (S) IE = 333.89 14"10"18"22"6"14"14"14"12"G G GG G G G G G G G G G PTVTVTV TVTV TV TV TV GTV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TVTVTV TV TV TV TV TVPWW WW W W W W W W W W W W W W W W W W W W W WWWSDSD SDSDSDSD SDSDSD SDSD SSSSSS SS SSSSSSSSSS SSSSSSSSSS SSSSSSSSSS O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P PPPPPPPPPPPPPPPP PTV TV TV TV TV TV TV TV TV TV TV TVTV TV PPPPP P PPPTVTVTVTVTVTVTVTVTVTVTVTVTV TV TV PPPPP TVTVTVTVTV TVTVTVTV PPPP P PP PP P P P P PPP 2 DUCT BANKS 2 DUCT BANKS3 DUCT BANKS 3 DUCT BANKS 3 DUCT BANKS3 DUCT BANKS3 DUCT BANKS 3 DUCT BANKS 3 DUCT BANKS 3 DUCT BANKS3 DUCT BANKS 3 DUCT BANKS 3 DUCT BANKS 3 DUCT BANKS 22" CPP IE = 308.6018" CPP IE = 314.13 6"8"12"6"115NE 4TH STNE 4TH STTCETCETCETCETCETCETCETCETCETCETCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETRUCK HAULING ROUTE PROJECT LIMITS PERMANENT STORMWATER EASEMENT EXCAVATED MATERIAL STOCKPILED BY OTHERS STORAGE AREA FOR GRAVEL BACKFILL MATERIALS TEMPORARY ACCESS ROAD FOR MONROE AVE PROJECT STORMWATER INFILTRATION FACILITY FOOTPRINT TO BE PROTECTED DURING STAGE 2 TRUCK HAULING ROUTE JEFFERSON AVENUE NE MONROE AVENUE NE OTAK 33201.A SHEET: 11241 Willows Road NE, Suite 200 Redmond, WA 98052 425.822.4446 www.otak.com © 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG Plotted: Aug 28, 2023 - 5:47pm K:\Project\33200\33201A\CADD\ACAD\Dwg\C107.dwg Layout Name: C107NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. SCALE IN FEET 50 0 50 100 C105 9 STAGE 2 SITE LOGISTICS PLAN R-408009 GENERAL NOTES 1.CONTRACTOR SHALL PROVIDE TEMPORARY TRAFFIC CONTROL WHEN VEHICULAR OR PEDESTRIAN ACCESS ROUTES ARE TEMPORARILY BLOCKED. 2.PEDESTRIAN AND VEHICULAR ACCESS ALONG MONROE AVENUE SHALL BE MAINTAINED AT ALL TIMES. UNOBSTRUCTED CONTINUOUS 4' WIDTH PEDESTRIAN ROUTE COMPLIANT WITH ADA STANDARDS SHALL BE PROVIDED. 3.ACCESS TO ADJACENT PROPERTIES SHALL BE MAINTAINED THROUGHOUT DURATION OF THE PROJECT. 4.THIS PLAN SHOWS APPROXIMATE LOCATIONS OF ITEMS RELEVANT FOR SITE LOGISTICS. CONTRACTOR IS RESPONSIBLE TO DEFINE FINAL WORK PLAN AND SUBMIT TO CITY OF RENTON FOR APPROVAL PRIOR TO CONSTRUCTION. LEGEND APPROXIMATE COR HAULING ROUTE PROJECT LIMITS / TCE GRAVEL BACKFILL STORAGE STOCKPILE BY OTHERS 08/28/2023 08/28/2023 102 103 108 109 110 111 P C C P C SD CB TYPE 1 RIM = 345.76 8" CMP (W) IE = 343.81 SUMP = 342.26 D SD MH 60" CONC RIM = 345.96 8" CMP (E) IE = 339.96 18" CPP (W) IE = 339.36 8" CMP (W) IE = 340.18 36" CMP (N) IE = 332.56 36" CMP (S) IE = 332.56 SD CB TYPE 1 RIM = 345.84 8" CMP (E) IE = 342.42 SUMP = 340.74 D SD MH TYPE 2 RIM = 345.59 18" CPP (W) IE = 337.24 36" CMP (N) IE = 332.89 36" CMP (S) IE = 332.69 S SS MH 48" CONC RIM = 342.20 10" PVC (N) IE = 335.00 10" PVC (S) IE = 334.80 16" C PC C C SD CB TYPE 1 RIM = 339.66 12" PVC (NE) IE = 337.41 8" CMP (W) IE = 337.31 SUMP = 335.26D SD MH 60" CONC TYPE 2 RIM = 340.13 8" CMP (W) IE = 335.98 8" CMP (E) IE = 335.98 36" CMP (N) IE = 333.05 36" CMP (S) IE = 332.95 SD CB TYPE 1 RIM = 339.68 8" CMP (E) IE = 336.38 SUMP = 334.58 6" S SS MH RIM = 347.79 10" PVC (N) IE = 334.09 10" PVC (S) IE = 333.89 AB-03 GRASSCONC. SIDEWALKGRASSGRASSCONC. SIDEWALKCONC. SIDEWALKGRASSCONC. SIDEWALKGRASSGRASSGRASSDRIVEWAYDRIVEWAYDRIVEWAYGRASSASPHALT4' CHAINLINK FENCE7' CHAINLINK FENCE7' CHAINLINK FENCE 7' CHAINLINK FENCE 7' CHAINLINK FENCE7' CHAINLINK FENCE7' CHAINLINK FENCEGATE7' CHAINLINK FENCE7' CHAINLINK FENCE7' CHAINLINK FENCEJERSEY BARRIERSJERSEY BARRIERSGGGGGGGGGGGGPPPTVTV TVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTV TVTVWWWWWWWWWWWWWWSD SD SDSDSDSDSDSDSDSDSSSSSSSSSSSSSSSSSSSSSSSSOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPEL=380.68' EL=377.07'PPPPPPPPPPPPPPTV TVTVTVTVTVTVTVTVTVTVTVPTVTVTVP PPPPPPPPPPPPTVTVTVTVTVTVTVTVTVTVTVTVPPPPPTVTVTVTVPPPP2 DUCT BANKS2 DUCT BANKS3 DUCT BANKS3 DUCT BANKS3 DUCT BANKS3 DUCT BANKS3 DUCT BANKS3 DUCT BANKS3 DUCT BANKS3 DUCT BANKS3 DUCT BANKS3 DUCT BANKS3 DUCT BANKSATP-03 ATP-04 AHA-01AHA-02 22" CPP IE = 308.60 18" CPP IE = 314.13 320'310 '348'3 4 6 '344'342'340'330'334'6"8" 12" 6" 115 TCETCETCETCETCETCETCETCETCETCETCETCETCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCETCETCETCETCETCETCETCETCETCETCETCEX300 3003103203303401200 1201 JEFFERSON AVE SITE ENTRANCE 4 (TYP.) 2 10GAS 8 5 4(TYP.) 9 7 POWER VAULT 10 COMM 6 74 LF 7 COMMUNICATION VAULT 7 STREET LAMP, JBOX, POWER, SIGN MONROE AVE CONSTRUCTION ENTRANCE AND EXIT 10OVERHEAD UTILITY POLE 1 9 APPROXIMATE LOCATION APPROXIMATE STOCKPILE BY OTHERS MONROE AVENUE NE1 1 3 10OVERHEAD UTILITY POLE 1018" DIA STORM PIPE 15 OTAK 33201.A SHEET: 11241 Willows Road NE, Suite 200 Redmond, WA 98052 425.822.4446 www.otak.com © 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG Plotted: Aug 31, 2023 - 11:04am K:\Project\33200\33201A\CADD\ACAD\Dwg\C201-C202.dwg Layout Name: C201NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. C201 10 STAGE 1 TESC AND DEMOLITION SCALE IN FEET 30 0 30 60 R-408010 INSTALL TEMPORARY ACCESS ROAD WITH GEOGRID ON HEAVILY TRAFFICKED AREAS, PER DETAIL ON SHEET C203. INSTALL HIGH VISIBILITY FENCE PER WSDOT STD PLAN I-10.10-01. INSTALL / MAINTAIN PROJECT SIGN PER DETAIL ON SHEET C203. INSTALL STORM DRAIN INLET PROTECTION PER COR STD PLAN 216.30. CONSTRUCT / MAINTAIN TIRE WASH PER COR STD PLAN 215.00. WATER USED IN TIRE WASH SHALL BE HAULED OFF SITE TO APPROVED TREATMENT FACILITY. SAWCUT AND REMOVE EXISTING CURB AND GUTTER AS REQUIRED FOR INSTALLATION OF IMPROVEMENTS. CURB AND GUTTER SHALL BE REMOVED TO THE NEAREST JOINT BEYOND THE IMPROVEMENTS OR SAWCUT PER COR STD PLAN 110. EXISTING UTILITY OR FEATURE TO BE RELOCATED. FINAL LOCATION TO BE DETERMINED AFTER COORDINATION BY PROPERTY OWNER AND CITY. INSTALL / MAINTAIN CHAIN LINK FENCE TYPE 3 PER WSDOT STD. PLAN L-20.10-03. EXIST. TREE(S) TO REMAIN, PROTECT DURING CONSTRUCTION. EXISTING UTILITY TO REMAIN, PROTECT DURING CONSTRUCTION. INSTALL STABILIZED CONSTRUCTION ENTRANCE PER COR STD PLAN 215.10, LIMITS PER PLAN. INSTALL STRAW WATTLES PER COR STD PLAN 213.40. SAWCUT AND REMOVE EXISTING SIDEWALK AS REQUIRED FOR INSTALLATION OF IMPROVEMENTS. SIDEWALK SHALL BE REMOVED TO THE NEAREST JOINT BEYOND THE IMPROVEMENTS OR SAWCUT PER COR STD PLAN 110. SAWCUT AND REMOVE EXISTING ASPHALT PAVEMENT. ADJUST EXISTING INTERCEPTOR SWALE AND PIPE AS NEEDED FOR TEMPORARY CONSTRUCTION ACCESS ROAD. TESC/DEMO NOTES 1 2 4 5 6 7 8 9 10 3 11 12 13 14 GENERAL NOTES 1.CATCH BASIN INLET PROTECTION SHALL BE PROVIDED AND MAINTAINED AT ALL EXISTING AND PROPOSED CATCH BASINS PRIOR TO AND FOR THE DURATION OF CONSTRUCTION OPERATIONS. PROTECTION MEASURES FOR PROPOSED CATCH BASINS ARE NOT SHOWN ON TESC PLAN FOR CLARITY. 2.STATION AND OFFSET ARE PER ACCESS ROAD ALIGNMENT UNLESS OTHERWISE STATED. 3.LOCATION OF TESC MEASURES SHOWN ARE APPROXIMATE AND SHALL BE FIELD LOCATED TO ACCOMMODATE ACTUAL SITE CONDITIONS AND WORK SCHEDULE. 4.SEE SHEET C004 FOR CONSTRUCTION SEQUENCING. 5.ALL EXISTING ON-SITE TESC MEASURES SHALL BE MAINTAINED THROUGHOUT THE DURATION OF THE PROJECT. 6.CONTRACTOR TO IMPORT AND STOCKPILE ONSITE MINIMUM OF 150 CY QUARRY SPALLS FOR TESC AND SLOPE PROTECTION AS NEEDED. QUARRY SPALLS PLACED FOR SLOPE PROTECTION SHALL BE UNDERLAIN WITH GEOTEXTILE FOR SEPARATION. SEE ADDITIONAL REQUIREMENTS PER SPECIAL PROVISIONS 8-01 TEMPORARY SLOPE PROTECTION. 15 08/31/2023 08/31/2023 100 101 110 C D S S 22" W WW C C P CP C C D GRASSCONC. SIDEWALKCONC. SIDEWALKGRASSGRASSDRIVEWAYDIRTGRASS7' CHAINLINK FENCE3' CHAINLINK FENCE7' CHAINLINK FENCEGATE7' CHAINLINK FENCE3' CHAINLINK FENCE7' CHAINLINK FENCEJERSEY BARRIERSGGGGTVTVTVTVTVTVTVG TVTVTVTVTVTVTVTVP W W W WWWWWWWWWSDSDSDSDSDSSSSSSSSSSSSSS SD SDPPPPPPPTVTVTVTVTVTVTVTVTVTVTVTVTVTVPTVTVTVTVTVTVTVPPPPPPPPPPPPPTVPP3 DUCT BANKS3 DUCT BANKS8' CHAINLINK FENCE W/BARB WIRE 8' CHAINLINK FENCE W/BARB WIRE7' CHAINLINK FENCEASPHALT300'290'300'310'320'330'340'300 '310 ' 320' 330 ' 340 '300'310'3 2 0 '346' 346' 346 '320'322' 3 2 0 '3 3 0 '334'TCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCE1000 1003 1004 1 2 APPROXIMATE STOCKPILE BY OTHERS OTAK 33201.A SHEET: 11241 Willows Road NE, Suite 200 Redmond, WA 98052 425.822.4446 www.otak.com © 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG Plotted: Aug 31, 2023 - 11:05am K:\Project\33200\33201A\CADD\ACAD\Dwg\C201-C202.dwg Layout Name: C202NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. C202 11 STAGE 1 TESC AND DEMOLITION SCALE IN FEET 30 0 30 60 R-408011 INSTALL TEMPORARY ACCESS ROAD WITH GEOGRID ON HEAVILY TRAFFICKED AREAS, PER DETAIL ON SHEET C203. INSTALL HIGH VISIBILITY FENCE PER WSDOT STD PLAN I-10.10-01. INSTALL / MAINTAIN PROJECT SIGN PER DETAIL ON SHEET C203. INSTALL STORM DRAIN INLET PROTECTION PER COR STD PLAN 216.30. CONSTRUCT / MAINTAIN TIRE WASH PER COR STD PLAN 215.00. WATER USED IN TIRE WASH SHALL BE HAULED OFF SITE TO APPROVED TREATMENT FACILITY. SAWCUT AND REMOVE EXISTING CURB AND GUTTER AS REQUIRED FOR INSTALLATION OF IMPROVEMENTS. CURB AND GUTTER SHALL BE REMOVED TO THE NEAREST JOINT BEYOND THE IMPROVEMENTS OR SAWCUT PER COR STD PLAN 110. EXISTING UTILITY OR FEATURE TO BE RELOCATED. FINAL LOCATION TO BE DETERMINED AFTER COORDINATION BY PROPERTY OWNER AND CITY. INSTALL / MAINTAIN CHAIN LINK FENCE TYPE 3 PER WSDOT STD. PLAN L-20.10-03. EXIST. TREE(S) TO REMAIN, PROTECT DURING CONSTRUCTION. EXISTING UTILITY TO REMAIN, PROTECT DURING CONSTRUCTION. INSTALL STABILIZED CONSTRUCTION ENTRANCE PER COR STD PLAN 215.10, LIMITS PER PLAN. INSTALL STRAW WATTLES PER COR STD PLAN 213.40. SAWCUT AND REMOVE EXISTING SIDEWALK AS REQUIRED FOR INSTALLATION OF IMPROVEMENTS. SIDEWALK SHALL BE REMOVED TO THE NEAREST JOINT BEYOND THE IMPROVEMENTS OR SAWCUT PER COR STD PLAN 110. SAWCUT AND REMOVE EXISTING ASPHALT PAVEMENT. ADJUST EXISTING INTERCEPTOR SWALE AND PIPE AS NEEDED FOR TEMPORARY CONSTRUCTION ACCESS ROAD. TESC/DEMO NOTES 1 2 4 5 6 7 8 9 10 3 11 12 13 14 GENERAL NOTES 1.CATCH BASIN INLET PROTECTION SHALL BE PROVIDED AND MAINTAINED AT ALL EXISTING AND PROPOSED CATCH BASINS PRIOR TO AND FOR THE DURATION OF CONSTRUCTION OPERATIONS. PROTECTION MEASURES FOR PROPOSED CATCH BASINS ARE NOT SHOWN ON TESC PLAN FOR CLARITY. 2.STATION AND OFFSET ARE PER ACCESS ROAD ALIGNMENT UNLESS OTHERWISE STATED. 3.LOCATION OF TESC MEASURES SHOWN ARE APPROXIMATE AND SHALL BE FIELD LOCATED TO ACCOMMODATE ACTUAL SITE CONDITIONS AND WORK SCHEDULE. 4.SEE SHEET C004 FOR CONSTRUCTION SEQUENCING. 5.ALL EXISTING ON-SITE TESC MEASURES SHALL BE MAINTAINED THROUGHOUT THE DURATION OF THE PROJECT. 6.CONTRACTOR TO IMPORT AND STOCKPILE ONSITE MINIMUM OF 150 CY QUARRY SPALLS FOR TESC AND SLOPE PROTECTION AS NEEDED. QUARRY SPALLS PLACED FOR SLOPE PROTECTION SHALL BE UNDERLAIN WITH GEOTEXTILE FOR SEPARATION. SEE ADDITIONAL REQUIREMENTS PER SPECIAL PROVISIONS 8-01 TEMPORARY SLOPE PROTECTION. 15 08/31/2023 08/31/2023 2 MIN.SILT FENCE PER COR STD. PLAN 214.00 2 MIN.12 MIN.2'1 1 2:1 (H:V) PIT EXCAVATION SLOPE PER SHEETS C201 AND C204 INTERCEPTOR SWALE PER COR STD. PLAN 217.10 AND AS SHOWN ON SHEET C103 6" CRUSHED SURFACING TOP COURSE INSTALL BIAXIAL GEOGRID. GEOGRID TO HAVE A MINIMUM STRENGTH OF 810 LB/FT AT 5% STRAIN. GEOGRID TO BE ROLLED LONGITUDINALLY ALONG THE ACCESS ROAD ALIGNMENT. INTERCEPTOR SWALE PER COR STD. PLAN 217.10 NOTES: 1.TRAP MAY BE FORMED BY BERM OR BY PARTIAL OR COMPLETE EXCAVATION 2.SEDIMENT TRAP AND TEMPORARY INFILTRATION POND TO BE ADJUSTED VERTICALLY AS EARTHWORK PROGRESSES 3 H : 1 V M A X . FLAT BOTTOM CROSS SECTION SURFACE AREA DETERMINED 1FT BELOW ADJACENT GRADEINFLOW SEDIMENT TRAP GEOTEXTILE FOR PERMANENT EROSION CONTROL AND DITCH LINING, MODERATE SURVIVABILITY, WOVEN, CLASS A 3.0'-5'4'X8' 1 2" EXTERIOR PLYWOOD (SMOOTH BOTH SIDES, ABX) 2"X4" DIAGONAL BRACE DF STD &BTR, TYP.) 4"X4"X12' VERTICAL POSTS TREATED, TYP. CITY PROJECT MANAGER: JARED MCDONALD, 425-430-7293 CONTRACTOR: [ ] 1.0' 8.0'7.0 MIN.ABOVE ROADWAY3.0 4.0 WASHINGTON STATE DEPARTMENT OF ECOLOGY:$[]$[] CITY OF RENTON:$[]$[] TOTAL:$[]$[] FUNDED BY: DESIGN: CONSTRUCTION: MONROE AVE NE INFILTRATION FACILITY NOTES: 1.PAINTING THE FACE AND EDGES OF THE 1/2 INCH PLYWOOD SIGN BOARD SHALL HAVE ONE PRIME COAT AND TWO COATS OF EXTERIOR ENAMEL. THE POSTS, BRACES, AND BACK OF SIGN BOARD SHALL HAVE ONE COAT OF PRIMER AND EXTERIOR ENAMEL. THE BACKGROUND COLOR IS WHITE . 2.LETTER TYPES: THE LETTER TYPE SHALL BE SOLID HELVETICA MEDIUM EXCEPT THE LOGOS WHICH WILL BE PROVIDED BY THE CITY. ALL LETTERS AND NUMBERS WILL BE BLACK. 3.LETTER SIZE: PROJECT TITLE "MONROE AVE NE INFILTRATION FACILITY" SHALL BE 4" LETTERS AND 1/2" WIDE. ALL OTHER TEXT TO BE 3" LETTERS AND 3/8" WIDE. LOGOS SHALL BE APPROXIMATELY THE SAME SIZE, APPROXIMATELY 6" TALL AND IN COLOR. 4.BOTTOM OF SIGN SHALL BE AT LEAST 7.0' ABOVE EXISTING GRADE 5.SIGN SHALL BE MOUNTED ON NEW POSTS UNLESS OTHERWISE SPECIFIED. 6.POST SHALL BE SUPPORTED BY 2 1/2" X 26" HEAVY DUTY ANCHOR. 7.ENGINEER TO SPECIFY LOCATION FOR SIGN. 8.SIGN TO BE MAINTAINED FOR THE DURATION OF THE PROJECT. AT THE END OF PROJECT SIGN SHALL BE REMOVED AND THE LANDSCAPE RESTORED TO EXISTING CONDITIONS. OTAK 33201.A SHEET: 11241 WLOORZV RRDG NE, SXLWH 200 RHGPRQG, WA 98052 425.822.4446 ZZZ.RWDN.FRP 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG PORWWHG: AXJ 28, 2023 - 12:30SP K:?PURMHFW?33200?33201A?CADD?ACAD?DZJ?C203.GZJ LD\RXW NDPH: C203NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. C203 12 STAGE 1 TESC DETAILS R-408012 INTERCEPTOR SWALE AND SILT FENCE LAYOUT NTS STAGE 1 TEMPORARY ACCESS ROAD WITH GEOGRID - TYPICAL SECTION SEDIMENT TRAP AND TEMPORARY INFILTRATION POND NTS GENERAL NOTES 1.TESC MEASURES SHOWN ON C103 WILL BE INSTALLED BY OTHERS PRIOR TO CONSTRUCTION. CONTRACTOR SHALL MAINTAIN, MOVE AND ADJUST TESC AS NEEDED THROUGHOUT THE DURATION OF THE PROJECT PROJECT SIGN NTS NTS 08/28/2023 08/28/2023 X102 103 109 111 P C P C SD CB TYPE 1 RIM 345.76 8 CMP W IE 343.81 SUMP 342.26 D SD MH 60 CONC RIM 345.96 8 CMP E IE 339.96 18 CPP W IE 339.36 8 CMP W IE 340.18 36 CMP N IE 332.56 36 CMP S IE 332.56 SD CB TYPE 1 RIM 345.84 8 CMP E IE 342.42 SUMP 340.74 D SD MH TYPE 2 RIM 345.59 18 CPP W IE 337.24 36 CMP N IE 332.89 36 CMP S IE 332.69 S SS MH 48 CONC RIM 342.20 10 PVC N IE 335.00 10 PVC S IE 334.80 16 C PC C C 60 CONC TYPE 2 RIM 340.13 8 CMP W IE 335.98 8 CMP E IE 335.98 36 CMP N IE 333.05 36 CMP S IE 332.95 NO PARKING NO PARKING ANYTIME NO PARKING ANYTIME NO PARKING ANYTIME NO PARKING ANYTIME NO PARKING ANYTIME GAS PIPELINE IN VICINITY S SS MH RIM 347.79 10 PVC N IE 334.09 10 PVC S IE 333.89 AB03 MONROE AVENUE NE4 CHAINLINK FENCE7 CHAINLINK FENCE 7 CHAINLINK FENCE 7 CHAINLINK FENCE7 CHAINLINK FENCE7 CHAINLINK FENCEJERSEY BARRIERSJERSEY BARRIERSGGGGGGGGGGGGGGGPPPP TVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTV WWWWWWWWWWWWWWWSD SD SDSDSDSDSDSDSDSDSDSSSSSSSSSSSSSSSSSSSSSSSSSS36 CMP10 PVC36 CMP18 CPP 18 C P P 8 CMP 8 CMPOHPOHPOHPOHPOHPOHPOHPOHPOHP OHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPEL 380.68 EL 377.07 JEFFERSON AVENUE NEPPPPPPPPPPPPPPPPTV TVTVTVTVTVTVTVTVTVTVTVTVTVPTVTVTVTVTVP PPPPPPPPPPPPPPPPTVTVTVTVTVTVTVTVTVTVTVTVTVTVPPPPPTVTVTVTVPPPATP03 ATP04 AHA01AHA02 22 CPP IE 308.60 18 CPP IE 314.13 3 4 6 344 342 330 334 68 12 6 115 10POWER 9 5 10OVERHEAD POWER 10COMM. JEFFERSON AVE SITE ENTRANCE 320 330 316 318 322 324 326 328 320 330 316 318 322 324 326 328 332 334 3 4 0 332 3 3 4 3 3 6 3 3 8 342310 320 308 312 314 316 318 322 324 326 328 11 10GAS 1200 1201 TCETCETCETCETCETCETCETCETCETCETCETCETCETCETCETCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCE TCETCETCETCETCETCETCETCETCETCETCETCETCETCE8 9 APPROXIMATE LOCATION 12 13 4 SY 14 612 LF 10COMM. AND POWER 10 COMM. AND POWER 10 WATER 10 SANITARY SEWER 12 3 OTAK 33201.A SHEET: 11241 WLOORZV RRDG NE SXLWH 200 RHGPRQG WA 98052 425.822.4446 ZZZ.RWDN.FRP 2023 OTAK INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG PORWWHG: AXJ 28 2023 6:01SP K:?PURMHFW?33200?33201A?CADD?ACAD?DZJ?C204.GZJ LD\RXW NDPH: C204NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. C204 13 STAGE 2 TESC AND DEMOLITION R408013 SCALE IN FEET 30 0 30 60 INSTALL TEMPORARY ACCESS ROAD WITH GEOGRID ON HEAVILY TRAFFICKED AREAS PER DETAIL ON SHEET C203. INSTALL HIGH VISIBILITY FENCE PER WSDOT STD PLAN I10.1001. INSTALL / MAINTAIN PROJECT SIGN PER DETAIL ON SHEET C203. INSTALL STORM DRAIN INLET PROTECTION PER COR STD PLAN 216.30. CONSTRUCT / MAINTAIN TIRE WASH PER COR STD PLAN 215.00. WATER USED IN TIRE WASH SHALL BE HAULED OFF SITE TO APPROVED TREATMENT FACILITY. SAWCUT AND REMOVE EXISTING CURB AND GUTTER AS RE4UIRED FOR INSTALLATION OF IMPROVEMENTS. CURB AND GUTTER SHALL BE REMOVED TO THE NEAREST JOINT BEYOND THE IMPROVEMENTS OR SAWCUT PER COR STD PLAN 110. EXISTING UTILITY OR FEATURE TO BE RELOCATED. FINAL LOCATION TO BE DETERMINED AFTER COORDINATION BY PROPERTY OWNER AND CITY. INSTALL / MAINTAIN CHAIN LINK FENCE TYPE 3 PER WSDOT STD. PLAN L20.1003. EXIST. TREES TO REMAIN PROTECT DURING CONSTRUCTION. EXISTING UTILITY TO REMAIN PROTECT DURING CONSTRUCTION. INSTALL STABILI=ED CONSTRUCTION ENTRANCE PER COR STD PLAN 215.10 LIMITS PER PLAN. INSTALL STRAW WATTLES PER COR STD PLAN 213.40. SAWCUT AND REMOVE EXISTING SIDE WALK AS RE4UIRED FOR FOR INSTALLATION OF IMPROVEMENTS. SIDEWALK SHALL BE REMOVED TO THE NEAREST JOINT BEYOND THE IMPROVEMENTS OR SAWCUT PER COR STD PLAN 110. SAWCUT AND REMOVE EXISTING ASPHALT PAVEMENT. TESC/DEMO NOTES 1 2 4 5 6 7 8 9 10 3 11 12 13 14 GENERAL NOTES 1.CATCH BASIN INLET PROTECTION SHALL BE PROVIDED AND MAINTAINED AT ALL EXISTING AND PROPOSED CATCH BASINS PRIOR TO AND FOR THE DURATION OF CONSTRUCTION OPERATIONS. PROTECTION MEASURES FOR PROPOSED CATCH BASINS ARE NOT SHOWN ON TESC PLAN FOR CLARITY. 2.STATION AND OFFSET ARE PER ACCESS ROAD ALIGNMENT UNLESS OTHERWISE STATED. 3.LOCATION OF TESC MEASURES SHOWN ARE APPROXIMATE AND SHALL BE FIELD LOCATED TO ACCOMMODATE ACTUAL SITE CONDITIONS AND WORK SCHEDULE. 4.SEE SHEET C004 FOR CONSTRUCTION SE4UENCING. 5.ALL EXISTING ONSITE TESC MEASURES SHALL BE MAINTAINED THROUGHOUT THE DURATION OF THE PROJECT. 6.CONTRACTOR TO IMPORT AND STOCKPILE ONSITE MINIMUM OF 150 CY 4UARRY SPALLS FOR TESC AND SLOPE PROTECTION AS NEEDED. 4UARRY SPALLS PLACED FOR SLOPE PROTECTION SHALL BE UNDERLAIN WITH GEOTEXTILE FOR SEPARATION. SEE ADDITIONAL RE4UIREMENTS PER SPECIAL PROVISIONS 801 TEMPORARY SLOPE PROTECTION. 08/28/2023 08/28/2023 PAB03 7 CHAINLINK FENCE7 CHAINLINK FENCE 7 CHAINLINK FENCE -ERSEY BARRIERS -ERSEY BARRIERS G G G GG G G G PPPP O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P LA PIANTA LIMITED PARTNERSHIPAFN 20021028002594W D W D W D W D W D W D320330316318322324326328 STA 11+56.25, 263.69'LT3 STA 12+97.63, 43.71'LT 3 10 STA 12+52.40, 11.78'LT103 33 0 32 4 32 6 32 8 33 2 3 3 2 STA 9+93.74, 8.71'LT103 STA 9+25.54, 112.63'LT103 2 34 5 6 1 AC C E S S R O A D 7 8 9 (TYP.) 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 1 3 0 0 STA 9+23.26, 116.11'LT10 OTAK 33201.A SHEET: 11241 WLOORZV RRDG NE SXLWH 200 RHGPRQG WA 98052 425.822.4446 ZZZ.RWDN.FRP 2023 OTAK INC. OF 36 DRAWING NO. PRO-ECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG PORWWHG: AXJ 28 2023 6:06SP K:?PURMHFW?33200?33201A?CADD?ACAD?DZJ?C301AC302A.GZJ LD\RXW NDPH: C301NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. SCALE IN FEET 20 0 20 40 CONSTRUCTION CENTERLINE SEE SHEET C101 FOR DETAILS. CONSTRUCT PRIMARY ISOLATOR ROW PER DETAIL ON SHEET C310. CONSTRUCT STORMWATER INFILTRATION FACILITY CHAMBER GALLERY PER DETAIL ON SHEET C310. INSTALL INSPECTION PORT PER DETAIL ON SHEET C310. INFILTRATION CHAMBER MANIFOLD VAULT SEE SHEET C412 FOR DETAILS. TREATMENT VAULT SEE SHEETS C413C414 FOR DETAILS. MAINTENANCE ACCESS ROAD SEE SHEETS C501C510 FOR DETAILS. STORM SEWER PIPE SEE SHEETS C401C410 FOR DETAILS. CONSTRUCT SECONDARY ISOLATOR ROW PER DETAIL ON SHEET C310. CONSTRUCT GRAVITY BLOCK WALL STATION AND OFFSET SHOWN TO WALL CONTROL LINE. SEE SHEET S604 FOR TYPICAL SECTION AND DETAILS. CONSTRUCTION NOTES GENERAL NOTES 1.STATION AND OFFSET ARE PER ACCESS ROAD ALIGNMENT UNLESS OTHERWISE STATED. 1 2 3 C301 14 STORMWATER INFILTRATION FACILITY PLAN R408014 4 5 6 7 8 9 10 08/28/2023 08/28/2023 270275280285290295300305310315320325330335270275280285290295300305310315320325330335310976ELEVATION = 289.5481082H:1V1282INFILTRATION ZONENON-INFILTRATION ZONEGRAVITY BLOCKWALL. SEE SHEETS604 FOR DETAILS95ELEVATION = 31511PERMANENT STORMWATER EASEMENTBOTTOM OF CHAMBERELEV=31593H:1V1311.5H:1V12H:1V12EXCAVATED SLOPE BY OTHERS. SEE SHEET C201 FOR PLAN VIEWEXTENTS.TREATMENT VAULT, SEE SHEETS C413-C414 FOR DETAILS.INSTALL GEOTEXTILE FABRIC, NON-WOVEN GEOTEXTILE FORUNDERGROUND DRAINAGE, MODERATE SURVIVABILITY CLASS C PERWSDOT 9-33.2(1) AGAINST 2:1 EXISTING FILL CUT SLOPE AND BACKFILLEXCAVATED AREA WITH SELECT BORROW PER SPECIAL PROVISIONS2-03 AND COMPACT PER WSDOT STD. SPEC 2-03.3(14)C, METHOD A.INSTALL GEOTEXTILE FABRIC, NON-WOVEN GEOTEXTILE FORUNDERGROUND DRAINAGE, MODERATE SURVIVABILITY CLASS C PERWSDOT 9-33.2(1) AND BACKFILL EXCAVATED AREA WITH INFILTRATIONGRAVEL PER SPECIAL PROVISIONS 2-03 AND COMPACT PER WDSOT STD.SPEC 2-03.3(14)C, METHOD A.INSTALL 12" COMPACTED DEPTH GRAVEL BACKFILL FOR WALLS PERWSDOT STD. SPEC 9-03.12(2) OVER INFILTRATION FACILITY FROM TOE TOTOE OF PLAY FIELD PERIMETER SLOPES. COMPACT PER WSDOT STD.SPEC 2-03.3(14)C, METHOD C.CONSTRUCT STORMWATER INFILTRATION FACILITY PER DETAILS ONSHEET C310.PROVIDE MINIMUM OF 12" OF INFILTRATION GRAVEL, PER SPECIALPROVISION 7-06, ABOVE AND TO THE OUTSIDE OF INFILTRATIONCHAMBERS FOOTPRINT PER DETAILS ON SHEET C310.BACKFILL WITH GRAVEL BORROW PER WSDOT STD. SPEC 9-03.14(01),COMPACT PER WSDOT STD SPEC 2-03.3(14)C, METHOD B.PLACE 18-IN DEEP TOPSOIL TYPE A PER DETAIL ON SHEET L702.GRADE SLOPE AT MAXIMUM 4H:1V.INSTALL GEOTEXTILE FABRIC, NON-WOVEN GEOTEXTILE FORUNDERGROUND DRAINAGE, MODERATE SURVIVABILITY CLASS C PERWSDOT 9-33.2(1).BACKFILL EXCAVATED AREA WITH NON-INFILTRATION MATERIAL.NON-INFILTRATION MATERIAL SHALL MEET REQUIREMENTS IN SPECIALPROVISIONS SECTION 2-03.CONSTRUCT TREATMENT VAULT DRAIN PER DETAIL ON SHEET C414.1STORMWATER INFILTRATION FACILITY SECTION AAC301C30215STORMWATER INFILTRATION FACILITY SECTIONR-408015H SCALE: 1"=20', V SCALE: 1"=5'234567891011OTAK 33201.ASHEET:11241 Willows Road NE, Suite 200Redmond, WA 98052425.822.4446www.otak.com© 2023 OTAK, INC.OF36DRAWING NO.PROJECT NUMBERREVISION COMMENTSNO.BYREVIEWDATEDESIGNERDRAWN BYCHECKED BYCDTTRGPlotted: Aug 31, 2023 - 11:18am K:\Project\33200\33201A\CADD\ACAD\Dwg\C301A-C302A.dwg Layout Name: C302NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. LEGENDSELECT BORROW, PER PROJECT SPECIALPROVISIONSINFILTRATION GRAVEL, PER PROJECTSPECIAL PROVISIONSUNDISTURBED NATIVE MATERIALNON-INFILTRATION MATERIAL, PER PROJECTSPECIAL PROVISIONS SECTION 2-03PROPOSED PERMANENT EASEMENT LINETOPSOIL TYPE AGRAVEL BORROWGEOTEXTILE FABRIC, NON-WOVENGEOTEXTILE FOR UNDERGROUNDDRAINAGE, MODERATE SURVIVABILITYCLASS C PER WSDOT 9-33.2(1)EXISTING FILL MATERIALGRAVEL BACKFILL FOR WALLS1312STORMWATER INFILTRATIONFACILITY SECTION NOTES08/31/202308/31/2023 300 305 310 315 320 325 330 335 300 305 310 315 320 325 330 335 18 TOPSOIL TYPE AGEOTEXTILE FABRIC, NON-WOVEN GEOTEXTILE FOR UNDERGROUND DRAINAGE, MODERATE SURVIVABILITY CLASS C PER WSDOT 9-33.2(1) MIN. 12 INFILTRATION GRAVEL ON ALL SIDES OF INFILTRATION CHAMBER GALLERY 4:1 S L O P E GRAVEL BORROW STORMTECH CHAMBER (TYP.), SEE STORMWATER INFILTRATION FACILITY DETAILS ON SHEET C310. UNDISTURBED NATIVE MATERIAL GEOTEXTILE FABRIC, NON-WOVEN GEOTEXTILE FOR UNDERGROUND DRAINAGE, MODERATE SURVIVABILITY CLASS C PER WSDOT 9-33.2(1) 36 TOPSOIL TYPE A 12 GRAVEL BACKFILL FOR WALLS 300 305 310 315 320 325 330 335 300 305 310 315 320 325 330 335 18 TOPSOIL TYPE A GEOTEXTILE FABRIC, NON-WOVEN GEOTEXTILE FOR UNDERGROUND DRAINAGE, MODERATE SURVIVABILITY CLASS C PER WSDOT 9-33.2(1) MIN. 12 INFILTRATION GRAVEL ON ALL SIDES OF INFILTRATION CHAMBER GALLERY 12 GRAVEL BACKFILL FOR WALLS STORMTECH CHAMBER (TYP.), SEE STORMWATER INFILTRATION FACILITY DETAILS ON SHEET C310. UNDISTURBED FILL MATERIAL GEOTEXTILE FABRIC, NON-WOVEN GEOTEXTILE FOR UNDERGROUND DRAINAGE, MODERATE SURVIVABILITY CLASS C PER WSDOT 9-33.2(1) INFILTRATION GRAVEL NON-INFILTRATION MATERIAL 4:1 S L O P E GRAVITY BLOCK WALL. SEE SHEET S604 FOR DETAILS UNCLASSIFIED EXCAVATION INCL. HAUL PAY LIMITS OTAK 33201.A SHEET: 11241 WLOORZV RRDG NE, SXLWH 200 RHGPRQG, WA 98052 425.822.4446 ZZZ.RWDN.FRP 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG PORWWHG: AXJ 28, 2023 - 12:33SP K:?PURMHFW?33200?33201A?CADD?ACAD?DZJ?C303.GZJ LD\RXW NDPH: C303NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. STORMWATER INFILTRATION FACILITY SECTION BB C301 C303 16R-408016 H Scale: 1"=10', V Scale: 1"=5' STORMWATER INFILTRATION FACILITY SECTION GENERAL NOTES 1.SEE SECTION A ON SHEET C302 FOR FULL DEPTH OF STAGE 1 FILL. 08/28/2023 08/28/2023 12" MIN PRIMARY ISOLATOR ROW PRIMARY ISOLATOR ROW PRIMARY ISOLATOR ROW FLOW 12" 12" TYP 100" 9" TYP. 60" 2' MIN 12" MIN 9" 11' MAX ACCESS ROAD INFILTRATION ROW SECONDARY ISOLATOR ROW NOT TO SCALE ISOLATOR ROW SECTION NOT TO SCALE STORMWATER INFILTRATION FACILITY - CHAMBER GALLERY NOT TO SCALE PRIMARY ISOLATOR ROW DETAIL NOT TO SCALE INSPECTION PORT DETAIL 12" 18" 4.5' MIN. MC-4500 ENDCAP OR APPROVED EQUAL INSTALL NON-WOVEN GEOTEXTILE FOR UNDERGROUND DRAINAGE, MODERATE SURVIVABILITY, CLASS C AROUND BOTTOM AND SIDES ONE LAYER OF ISOLATOR ROW WOVEN GEOTEXTILE, PER SPECIAL PROVISIONS 7-06, BETWEEN INFILTRATION GRAVEL AND CHAMBERS 10.3' (3.1 M) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS 4" SCHED 40 SCREW-IN CAP 4" SCHED 40 PVC 4" SCHED 40 PVC COUPLING 4" SCHED 40 PVC CORE 4.5" Ø HOLE IN CHAMBER ANY OF (2) VALLEY LOCATIONS CONTAINING STIFFENING RIBS INFILTRATION CHAMBER MANIFOLD VAULT, SEE SHEET C412 FOR DETAILS COVER PIPE CONNECTION TO END CAP OF INFILTRATION FACILITY WITH NON-WOVEN GEOTEXTILE FOR UNDERGROUND DRAINAGE, MODERATE SURVIVABILITY, CLASS C 24" SD @ 0.0% ACCESS PIPE, LENGTH VARIES. SEE SHEET C401 FOR PIPE LENGTH INSTALL FLARED END RAMP ON END OF 24" DIAM PIPE PER SPECIAL PROVISION 7-06. GRAVEL BORROW TOPSOIL PER SHEETS L701-L702 SEE LANDSCAPING SHEETS L701-L702 FOR PLANTING PLAN INFILTRATION GRAVEL, PER SPECIAL PROVISIONS 2-03 AND 9-03.16 GRAVEL BACKFILL FOR WALLS SEE ISOLATOR ROW DETAIL, THIS SHEET ONE LAYER OF ISOLATOR ROW WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 10.3' (3.1 M) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS, PER SPECIAL PROVISION 7-06. INFILTRATION GRAVEL PER SPECIAL PROVISIONS 2-03 AND 9-03.16 ADS MODEL MC-4500, MC-7200 OR EQUIVALENT GRAVEL BACKFILL FOR WALLS TOPSOIL PER SHEETS L701-L702 INSTALL NON-WOVEN GEOTEXTILE FOR UNDERGROUND DRAINAGE, MODERATE SURVIVABILITY, CLASS C AROUND INFILTRATION GRAVEL SURROUNDING TOP, BOTTOM, AND SIDES OF INFILTRATION FACILITY CHAMBERS INSPECTION PORT, SEE INSPECTION PORT DETAIL, THIS SHEET. REFER TO SHEET C301 FOR LOCATION. TOPSOIL PER SHEETS L701-L702 SEE LANDSCAPING SHEETS L701-L702 FOR PLANTING PLAN GRAVEL BACKFILL FOR WALLS SEE ISOLATOR ROW DETAIL, THIS SHEET FLOW 12" ACCESS ROAD 12" 18" ONE LAYER OF ISOLATOR ROW WOVEN GEOTEXTILE, PER SPECIAL PROVISIONS 7-06, BETWEEN INFILTRATION GRAVEL AND CHAMBERS 10.3' (3.1 M) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS MANIFOLD CATCH BASIN. SEE SHEET C401 FOR STRUCTURE TYPE, LOCATION, RIM ELEVATION, AND PLACEMENT TYPE. SEE SHEET C410 FOR PLACEMENT DETAILS COVER PIPE CONNECTION TO END CAP OF INFILTRATION FACILITY WITH NON-WOVEN GEOTEXTILE FOR UNDERGROUND DRAINAGE, MODERATE SURVIVABILITY, CLASS C 24" SD @ 0.0% ACCESS PIPE. LENGTH OF PIPE PER SHEET C401 INSTALL FLARED END RAMP ON END OF 24" DIAM PIPE PER SPECIAL PROVISION 7-06. GRAVEL BORROW TOPSOIL PER SHEETS L701-L702 SEE LANDSCAPING SHEETS L701-L702 FOR PLANTING PLAN GRAVEL BACKFILL FOR WALLS NOT TO SCALE SECONDARY ISOLATOR ROW DETAIL NOTES: 1.SEE SHEET C301 FOR PRIMARY ISOLATOR ROW LAYOUT. NOTES: 1.SEE SHEET C301 FOR SECONDARY ISOLATOR ROW LAYOUT. 12" MIN OTAK 33201.A SHEET: 11241 WLOORZV RRDG NE, SXLWH 200 RHGPRQG, WA 98052 425.822.4446 ZZZ.RWDN.FRP 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG PORWWHG: AXJ 28, 2023 - 12:34SP K:?PURMHFW?33200?33201A?CADD?ACAD?DZJ?C310.GZJ LD\RXW NDPH: C310NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. C310 17 STORMWATER INFILTRATION FACILITY DETAILS R-40801708/28/2023 08/28/2023 111PAB-03 7' CHAINLINK FENCE7' CHAINLINK FENCE 7' CHAINLINK FENCE JERSEY BARRIERS PPPP O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P115 1200LA PIANTA LIMITED PARTNERSHIPAFN 20021028002594W D W D W D W D W D JEFFERSON AVENUE NE 8+ 0 0 9+ 0 0 10 + 0 0 11 + 0 0 12 + 0 0 1 3 + 0 0 33 0 32 4 32 6 32 8 33 2 33 2 320330316318322324326328330 322 324 326 328 INFILTRATION CHAMBER MANIFOLD VAULT, SEE SHEET C412 FOR DETAILS 3 24" SD TREATMENT VAULT, SEE SHEETS C413-C414 FOR DETAILS 336" SD 4 324" SD 1 56PRIMARY ISOLATOR ROW6INFILTRATION ROW (TYP.)6SECONDARY ISOLATOR ROW (TYP.) 824" SD (TYP.) 9 330324326328332334CB110, TYPE 2 - 60" STA 11+80.04, 11.29'RT102 CB105, TYPE 2 - 48" STA 10+90.82, 34.47'RT2 CB100, TYPE 2 - 60" STA 11+03.22, 11.78'RT2 CB200, TYPE 2 - 48"7 CB205, TYPE 2 - 72"7 CB210, TYPE 2 - 72"7 CB215, TYPE 2 - 72"7 CB220, TYPE 2 - 72"7 CB225, TYPE 2 - 72"7 CB230, TYPE 2 - 72"7 CB235, TYPE 2 - 72"7 CB240, TYPE 2 - 72"7 CB245, TYPE 2 - 72"7 CB250, TYPE 2 - 60"7 CB255, TYPE 2 - 48"7 CB260, TYPE 2 - 48"7 STA 8+70.55, 37.89'RT ELEV.=323.5 11 STA 8+19.95, 35.18'LT ELEV.=323.5 11 STA 11+52.43, 245.92'LT ELEV.=323.5 11 STA 12+61.96, 73.85'LT ELEV.=323.5 11 STA 12+44.13, 40.05'LT ELEV.=323.5 11 STA 9+70.53, 46.26'LT ELEV.=323.5 11 228 LF 226 LF 228 LF STA 11+84.00, 38.06'LT ELEV.=323.5 11 STA 9+71.50, 32.56'RT ELEV.=323.5 11 INFILTRATION FACILITY MANIFOLD DRAINAGE STRUCTURE PLACEMENT STR. NO. CB200 CB205 CB210 CB215 CB220 CB225 CB230 CB235 CB240 CB245 CB250 CB255 CB260 STR STA./ OFFSET 10+06.50 1.31' L 10+27.52 1.56' L 10+49.07 1.81' L 10+70.63 2.07' L 11+35.28 2.84' L 11+56.83 3.09' L 11+78.39 3.35' L 11+99.94 3.61' L 12+21.49 3.86' L 12+43.16 4.12' L 12+60.25 11.01' L 12+76.76 19.33' L 12+91.96 29.27' L STR. RIM ELEV. 330.0 329.8 329.5 329.3 328.7 328.5 328.3 328.5 328.7 328.9 329.2 329.5 330.0 SUMP ELEV. 313.19 313.19 313.19 313.19 313.19 313.19 313.19 313.19 313.19 313.19 313.19 313.19 313.19 STR. TYPE/ DIAM. TYPE 2 - 48" TYPE 2 - 72" TYPE 2 - 72" TYPE 2 - 72" TYPE 2 - 72" TYPE 2 - 72" TYPE 2 - 72" TYPE 2 - 72" TYPE 2 - 72" TYPE 2 - 72" TYPE 2 - 60" TYPE 2 - 48" TYPE 2 - 48" OUTFLOW PIPE LENGTH 8.97' 7.21' 6.74' 6.31' 8.91' 8.45' 7.97' 7.57' 7.07' 10.69' 2.75' 5.35' 5.37' PLACEMENT DETAIL TYPE A TYPE B TYPE B TYPE B TYPE B TYPE B TYPE B TYPE B TYPE B TYPE B TYPE A TYPE A TYPE A OTAK 33201.A SHEET: 11241 Willows Road NE, Suite 200 Redmond, WA 98052 425.822.4446 www.otak.com © 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG Plotted: Aug 31, 2023 - 11:22am C:\temp\AcPublish_13296\C401-C402.dwg Layout Name: C401NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. C401 18R-408018 SITE GRADING AND DRAINAGE IMPROVEMENTS PLAN SCALE IN FEET 20 0 20 40 CONSTRUCTION NOTES GENERAL NOTES 1 2 3 4 5 6 7 8 9 1.ALL STORM SEWER PIPE SHALL BE POLYPROPYLENE WITH SMOOTH INTERIOR UNLESS NOTED OTHERWISE. 2.STATION AND OFFSET, AND RIM ELEVATION SHOWN REFERENCE CENTER OF STRUCTURE. SEE SHEET C410 FOR STRUCTURE PLACEMENT DETAIL. 3.STATION AND OFFSET ARE PER ACCESS ROAD ALIGNMENT OTHERWISE STATED. 4.VERIFY LOCATION OF EXISTING UTILITIES PRIOR TO CONSTRUCTION. 5.CATCH BASIN COVER SHALL BE ORIENTED AS SHOWN ON PLAN. 6.ALL DRAINAGE STRUCTURES SHALL HAVE SOLID LOCKING CIRCULAR FRAME AND COVER PER COR STD PLAN 204.50 UNLESS OTHERWISE SPECIFIED. COVERS SHALL BE MARKED "DRAIN". 10 11 12 13 14 15 16 CONSTRUCTION CENTERLINE, SEE SHEET C101 FOR DETAILS. INSTALL DRAINAGE STRUCTURE, TYPE AND SIZE PER PLAN AND PROFILE. SEE STRUCTURE PLACEMENT DETAIL ON SHEET C410. INSTALL STORM SEWER PIPE, LENGTH, SIZE AND SLOPE PER PLAN AND PROFILE. SEE SHEETS C403-C404 FOR PROFILES. MAINTENANCE ACCESS ROAD, SEE SHEETS C501-C510 FOR DETAILS. STORMWATER INFILTRATION FACILITY, SEE SHEETS C301-C310 FOR DETAILS. STORWMATER INFILTRATION FACILITY ROW TYPE PER DETAIL AND SECTION ON SHEET C310. INSTALL MANIFOLD DRAINAGE STRUCTURE, TYPE, SIZE, AND PLACEMENT STYLE PER TABLE ON THIS SHEET. MANIFOLD DRAINAGE STRUCTURES HAVE SAME INVERTS, IE=315.19. SEE SHEET C410 FOR TYPE A AND TYPE B PLACEMENT DETAILS. CONNECT MANIFOLD DRAINAGE STRUCTURE TO INFILTRATION FACILITY CHAMBERS PER DETAIL ON SHEET C310. LENGTH OF PIPE CONNECTION (INSIDE EDGE OF DRAINAGE STRUCTURE TO INFILTRATION CHAMBER) PER TABLE ON THIS SHEET. INSTALL TREATMENT VAULT DRAIN. SEE SHEET C414 FOR DETAILS. INSTALL RECTANGULAR BI-DIRECTIONAL VANED GRATE PER COR STD. PLAN 204.30. BOTTOM OF PLAY FIELD PER STATION, OFFSET AND ELEVATION SHOWN ON THIS SHEET. DRIVEWAY ENTRANCE SHALL BE PER COR STD PLAN 104.4. CONCRETE APRON SHALL BE 8-FEET IN WIDTH, BEHIND EXISTING CURB, TO MEET STREET STANDARDS. EXISTING STORM DRAINAGE TO REMAIN. PROTECT DURING CONSTRUCTION. CONNECT TO EXISTING DRAINAGE PIPE OR STRUCTURE. POTHOLE EXISTING UTILITY AT CROSSING PRIOR TO CONSTRUCTION AND NOTIFY THE ENGINEER IF CONFLICT EXISTS. INSTALL HYDRODYNAMIC SEPARATOR STRUCTURE. SEE SHEET C411 FOR DETAILS. INSTALL FLOW SPLITTER STRUCTURE. SEE SHEET C412 FOR DETAILS. EXISTING UTILITY TO BE RELOCATED PER SHEET C502. PLUG EXISTING OVERFLOW STORMWATER PIPE AT SHOWN LOCATION PER WSDOT STD SPEC. 7-08.3(4). STORMWATER PIPE SHALL NOT BE PLUGGED UNTIL PROPOSED STORMWATER SYSTEM IS CONNECTED TO EXISTING MONROE AVE TRUNKLINE AND PROPOSED INFILTRATION FACILITY IS ONLINE. INSTALL CAP ON BELL END OF PIPE TO ALLOW FUTURE CONNECTION BY OTHERS. CONNECT TO EXISTING DRAINAGE PIPE PER SPECIAL PROVISIONS 7-05.3(9). CUT EXISTING PIPE WHERE NECESSARY. PLACE NEW 36" PVC STUB TO CONNECT TO EXISTING CMP TO EACH SIDE AND CONNECT STUB TO EXISTING PIPE PER WSDOT STD. PLAN B-60.40-01, TYPE K. 24" SD CONNECTION FROM MANIFOLD VAULT TO PRIMARY ISOLATOR ROW, LENGTH PER PLAN. INSTALL RECTANGULAR VANED GRATE PER COR STD. PLAN 204.20 16 17 18 19 20 21 22 23 08/31/2023 08/31/2023 102103CPCDDSCPCCCSSS MH 14"10"18"MONROE AVENUE NE "SPEED 25" GRASS GRASS CONC. SIDEWALK GRASS CONC. SIDEWALK GRASS GRASS GRASS ASPHALT 7' CHAINLINK FENCE7' CHAINLINK FENCE TV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TV TVTVTVW W W W W W W W W W W W W W W W W W W W W WSDSDSDSDSDSDSDSDSD SDSDSDSDSDSDSDSD SSSS SSSSSSSSSSSSSSSSSSSSSSSSSSSS SSSSSS 36" CMP 10" PVC 36" CMP 18" CPP18" CPP8" CMP8" CMPO H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P O H P P TVTVTV TV TV TV TV TV TV TV TV TV TV P TVTVTVTVTVTVTVTVTVTV PPP PPPPPPPPPPP PTV P P PPPPP TV TVTVTVTVTV P P P P 3 DUCT BANKS 3 DUCT BANKS 3 DUCT BANKS 3 DUCT BANKS 3 DUCT BANKS 3 DUCT BANKS 3 DUCT BANKS 3 DUCT BANKS ATP-03ATP-04AHA-01 AHA-02 22" CPP IE = 308.60 18" CPP IE = 314.13 6"8"12"6"1201LA PIANTA LIMITED PARTNERSHIPAFN 20021028002594XX X X X X X X X X PPX X X SSSSSS W D W D W D MONROE AVE NE 1 3 + 0 0 14+0015+0016+00TEMPORARY EASEMENT FOR SURFACEWATER DRAINAGE OVERFLOW UTILITYAFN 2018070200008527.44'340332 334 336338342 300 300 310 310 320 330 340 336" SD 336" SD 15 SEWER 15COMM 13 18LIGHT POLE & J-BOX & POWER SWING GATE, PER SHEET C502 15POWER 336" SD 324" SD 3 36" SD 1 4 324" SD 19OVERFLOW PIPE OUTLET 19OVERFLOW PIPE INLET 9 20 21 15 COMM 21 CB130, TYPE 2 - 72" STA 16+45.95, 7.68'RT142 CB120, TYPE 2 - 60" STA 13+20.19, 8.02'LT2 FLOW SPLITTER VAULT, 10' X 10' STA 13+59.65, 2.88'RT17 HYDRODYNAMIC SEPARATOR VAULT, 22' X 14' STA 13+79.58, 4.10'RT16 CB125, TYPE 2 - 60" STA 14+14.60, 6.47'RT232 12 15WATER OTAK 33201.A SHEET: 11241 Willows Road NE, Suite 200 Redmond, WA 98052 425.822.4446 www.otak.com © 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG Plotted: Aug 31, 2023 - 11:22am C:\temp\AcPublish_13296\C401-C402.dwg Layout Name: C402NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. C402 19R-408019 SITE GRADING AND DRAINAGE IMPROVEMENTS PLAN SCALE IN FEET 20 0 20 40 CONSTRUCTION NOTES GENERAL NOTES 1 2 3 4 5 6 7 8 9 1.ALL STORM SEWER PIPE SHALL BE POLYPROPYLENE WITH SMOOTH INTERIOR UNLESS NOTED OTHERWISE. 2.STATION AND OFFSET, AND RIM ELEVATION SHOWN REFERENCE CENTER OF STRUCTURE. SEE SHEET C410 FOR STRUCTURE PLACEMENT DETAIL. 3.STATION AND OFFSET ARE PER ACCESS ROAD ALIGNMENT OTHERWISE STATED. 4.VERIFY LOCATION OF EXISTING UTILITIES PRIOR TO CONSTRUCTION. 5.CATCH BASIN COVER SHALL BE ORIENTED AS SHOWN ON PLAN. 6.ALL DRAINAGE STRUCTURES SHALL HAVE SOLID LOCKING CIRCULAR FRAME AND COVER PER COR STD PLAN 204.50 UNLESS OTHERWISE SPECIFIED. COVERS SHALL BE MARKED "DRAIN". 10 11 12 13 14 15 16 CONSTRUCTION CENTERLINE, SEE SHEET C101 FOR DETAILS. INSTALL DRAINAGE STRUCTURE, TYPE AND SIZE PER PLAN AND PROFILE. SEE STRUCTURE PLACEMENT DETAIL ON SHEET C410. INSTALL STORM SEWER PIPE, LENGTH, SIZE AND SLOPE PER PLAN AND PROFILE. SEE SHEETS C403-C404 FOR PROFILES. MAINTENANCE ACCESS ROAD, SEE SHEETS C501-C510 FOR DETAILS. STORMWATER INFILTRATION FACILITY, SEE SHEETS C301-C310 FOR DETAILS. STORWMATER INFILTRATION FACILITY ROW TYPE PER DETAIL AND SECTION ON SHEET C310. INSTALL MANIFOLD DRAINAGE STRUCTURE, TYPE, SIZE, AND PLACEMENT STYLE PER TABLE ON THIS SHEET. MANIFOLD DRAINAGE STRUCTURES HAVE SAME INVERTS, IE=315.19. SEE SHEET C410 FOR TYPE A AND TYPE B PLACEMENT DETAILS. CONNECT MANIFOLD DRAINAGE STRUCTURE TO INFILTRATION FACILITY CHAMBERS PER DETAIL ON SHEET C310. LENGTH OF PIPE CONNECTION (INSIDE EDGE OF DRAINAGE STRUCTURE TO INFILTRATION CHAMBER) PER TABLE ON THIS SHEET. INSTALL TREATMENT VAULT DRAIN. SEE SHEET C414 FOR DETAILS. INSTALL RECTANGULAR BI-DIRECTIONAL VANED GRATE PER COR STD. PLAN 204.30. BOTTOM OF PLAY FIELD PER STATION, OFFSET AND ELEVATION SHOWN ON THIS SHEET. DRIVEWAY ENTRANCE SHALL BE PER COR STD PLAN 104.4. CONCRETE APRON SHALL BE 8-FEET IN WIDTH, BEHIND EXISTING CURB, TO MEET STREET STANDARDS. EXISTING STORM DRAINAGE TO REMAIN. PROTECT DURING CONSTRUCTION. CONNECT TO EXISTING DRAINAGE PIPE OR STRUCTURE. POTHOLE EXISTING UTILITY AT CROSSING PRIOR TO CONSTRUCTION AND NOTIFY THE ENGINEER IF CONFLICT EXISTS. INSTALL HYDRODYNAMIC SEPARATOR STRUCTURE. SEE SHEET C411 FOR DETAILS. INSTALL FLOW SPLITTER STRUCTURE. SEE SHEET C412 FOR DETAILS. EXISTING UTILITY TO BE RELOCATED PER SHEET C502. PLUG EXISTING OVERFLOW STORMWATER PIPE AT SHOWN LOCATION PER WSDOT STD SPEC. 7-08.3(4). STORMWATER PIPE SHALL NOT BE PLUGGED UNTIL PROPOSED STORMWATER SYSTEM IS CONNECTED TO EXISTING MONROE AVE TRUNKLINE AND PROPOSED INFILTRATION FACILITY IS ONLINE. INSTALL CAP ON BELL END OF PIPE TO ALLOW FUTURE CONNECTION BY OTHERS. CONNECT TO EXISTING DRAINAGE PIPE PER SPECIAL PROVISIONS 7-05.3(9). CUT EXISTING PIPE WHERE NECESSARY. PLACE NEW 36" PVC STUB TO CONNECT TO EXISTING CMP TO EACH SIDE AND CONNECT STUB TO EXISTING PIPE PER WSDOT STD. PLAN B-60.40-01, TYPE K. 24" SD CONNECTION FROM MANIFOLD VAULT TO PRIMARY ISOLATOR ROW, LENGTH PER PLAN. INSTALL RECTANGULAR VANED GRATE PER COR STD. PLAN 204.20 16 17 18 19 20 21 22 23 08/31/2023 08/31/2023 310 315 320 325 330 335 340 345 310 315 320 325 330 335 340 345 13+00 14+00 15+00 16+00 16+60329.50315.0329.68324.2329.88333.5330.40335.014+00331.39335.0332.47335.8333.54336.5334.62337.1335.70337.615+00336.77338.2337.85338.8338.93339.3340.01339.6340.85340.116+00340.93341.116+60 CB130, TYPE 2 - 72" RIM=341.05 IE=332.94 (36" EX. CMP S OUT) IE=331.20 (36" SD W OUT) IE=332.94 (36" EX. CMP N IN) HYDRODYNAMIC SEPARATOR VAULT, 22 X 14 IE 324.29 (36 SD W OUT) IE 324.29 (36 SD E IN) CB125, TYPE 2 - 60 RIM 332.05 IE 325.20 (36 SD W OUT) IE 325.20 (36 SD E IN) IE 326.20 (24 SD S IN) 20LF 36 SD S 2.75% 35LF 36 SD S 2.59% 231LF 36" SD S=2.59 % 143LF 36 SD S 3.02% 42LF 36" SD S= 3 . 4 6 % FLOW SPLITTER VAULT, 10' X 10' IE=323.74 (36" SD W OUT) IE=323.74 (24" SD SW OUT) IE=323.74 (36" SD E IN) CB120, TYPE 2 - 60 RIM 329.66 IE 322.28 (36 SD SW OUT) IE 322.28 (36 SD E IN) FINISHED GRADE AT ACCESS ROAD ALIGNMENT STAGE 1 FINISHED GRADE AT ACCESS ROAD ALIGNMENT APPROX. LOCATION OF COMM. UTILITY TO BE VERIFIED BY CONTRACTOR EXIST. 10" SEWER. CONTRACTOR TO FIELD VERIFY THE DEPTH OF EXISTING SEWER AND NOTIFY ENGINEER IF CONFLICT EXISTS EXIST.PROP.310 315 320 325 330 335 310 315 320 325 330 335 310 315 320 325 330 335 340 310 315 320 325 330 335 340 10+40 11+00 12+00 13+00329.40315.0329.20315.011+00329.00315.0328.80315.0328.60315.0328.40315.0328.24315.012+00328.39315.0328.57315.0328.76315.0328.94315.0329.13315.013+00329.31315.0CB100, TYPE 2 - 60" RIM=328.73 IE=315.51 (36" SD NW OUT) IE=315.51 (36" SD NE IN) CB110, TYPE 2 - 60 RIM 327.97 IE 317.95 (36 SD SW OUT) IE 317.95 (36 SD NE IN) 77LF 36" SD S=3. 1 8 % 143LF 36" SD S=3 . 0 2 % STORMWATER INFILTRATION FACILITY CB100, TYPE 2 - 60" RIM=328.73 IE=315.51 (36" SD NW OUT) IE=315.51 (36" SD NE IN) INFILTRATION CHAMBER MANIFOLD VAULT SEE SHEET C412 FOR DETAILS 10LF 36 SD S 3.26%STAGE 2 FINISHED GRADE AT ACCESS ROAD ALIGNMENT STAGE 1 FINISHED GRADE AT ACCESS ROAD ALIGNMENT EXIST.PROP.SEE SHEETS C302-C310 FOR DETAILS STAGE 2 FINISHED GRADE AT PIPE CENTERLINE STAGE 1 FINISHED GRADE AT PIPE CENTERLINE OTAK 33201.A SHEET: 11241 WLOORZV RRDG NE, SXLWH 200 RHGPRQG, WA 98052 425.822.4446 ZZZ.RWDN.FRP 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG PORWWHG: AXJ 28, 2023 - 12:37SP K:?PURMHFW?33200?33201A?CADD?ACAD?DZJ?C403.GZJ LD\RXW NDPH: C403NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. C403 20R-408020 SITE DRAINAGE PROFILES H SCALE 20:1, V SCALE 5:1 ACCESS ROAD ALIGNMENT PROFILE STA. 13+00 - STA. 16+60 H SCALE 20:1, V SCALE 5:1 ACCESS ROAD ALIGNMENT PROFILE STA. 10+40 - STA. 13+00 GENERAL NOTES 1.PIPE PROFILES ARE SHOWN ALONG THE ACCESS ROAD ALIGNMENT UNLESS OTHERWISE STATED. 2.STATION AND OFFSET, AND RIM ELEVATION SHOWN REFERENCE CENTER OF STRUCTURE UNLESS OTHERWISE STATED 3.STATION AND OFFSET ARE PER ACCESS ROAD ALIGNMENT UNLESS OTHERWISE STATED. 4.PIPE LENGTHS AND ELEVATIONS SHOWN ON PROFILES ARE MEASURED CENTER-OF-STRUCTURE TO CENTER-OF-STRUCTURE. SAME CB 08/28/2023 08/28/2023 310 315 320 325 330 335 310 315 320 325 330 335 310 315 320 325 330 335 340 310 315 320 325 330 335 340 10+40 11+00 12+00 13+00 13+80329.40315.0329.20315.011+00329.00315.0328.80315.0328.60315.0328.40315.0328.24315.012+00328.39315.0328.57315.0328.76315.0328.94315.0329.13315.013+00329.31315.0329.50315.0329.68324.2329.88333.513+80330.40335.0FLOW SPLITTER VAULT, 10' X 10' RIM=329.81 IE=323.74 (36" SD W OUT) IE=323.74 (24" SD SW OUT) IE=323.74 (36" SD E IN) 8LF 24 SD S 11.16% 24LF 24 SD S 1.73% TREATMENT VAULT 224-FT X 21.8-FT X 11-FT IE IN = 323.33 IE OUT = 320.00STORMWATER INFILTRATION FACILITY CB105, TYPE 2 - 48" RIM=329.58 IE=319.08 (24" SD NW OUT) IE=319.08 (24" SD NE IN) INFILTRATION CHAMBER MANIFOLD VAULT SEE SHEET C412 FOR DETAILS 32LF 2 4" S D S = 1 1. 9 7 % IE=319.88 (6" WD SE IN) CB105, TYPE 2 - 48" RIM=329.58 IE=319.08 (24" SD NW OUT) IE=319.08 (24" SD NE IN) IE=319.88 (6" WD SE IN) STAGE 2 FINISHED GRADE AT PIPE CENTERLINE STAGE 2 FINISHED GRADE AT ACCESS ROAD ALIGNMENT EXIST.PROP.SEE SHEETS C302-C310 FOR DETAILS STAGE 1 FINISHED GRADE AT ACCESS ROAD ALIGNMENT STAGE 1 FINISHED GRADE AT PIPE CENTERLINE OTAK 33201.A SHEET: 11241 WLOORZV RRDG NE, SXLWH 200 RHGPRQG, WA 98052 425.822.4446 ZZZ.RWDN.FRP 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG PORWWHG: AXJ 28, 2023 - 12:37SP K:?PURMHFW?33200?33201A?CADD?ACAD?DZJ?C403.GZJ LD\RXW NDPH: C404NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. C404 21R-408021 SITE DRAINAGE PROFILES H SCALE 20:1, V SCALE 5:1 ACCESS ROAD ALIGNMENT PROFILE (TREATMENT VAULT PIPES) STA 10+40 - 13+80 GENERAL NOTES 1.PIPE PROFILES ARE SHOWN ALONG THE ACCESS ROAD ALIGNMENT UNLESS OTHERWISE STATED. 2.STATION AND OFFSET, AND RIM ELEVATION SHOWN REFERENCE CENTER OF STRUCTURE UNLESS OTHERWISE STATED 3.STATION AND OFFSET ARE PER ACCESS ROAD ALIGNMENT UNLESS OTHERWISE STATED. 4.PIPE LENGTHS AND ELEVATIONS SHOWN ON PROFILES ARE MEASURED CENTER-OF-STRUCTURE TO CENTER-OF-STRUCTURE. SAME CB 08/28/2023 08/28/2023 Y CENTER OF GRATE CENTER OF STRUCTURE NOTES: 1.CENTER OF GRATE CENTER OF STRUCTURE FOR TYPE 1 AND TYPE 1L STRUCTURES ONLY. 2.SPECIFIED NORTHING AND EASTING OR STATION AND OFFSET REFERENCE CENTER OF STRUCTURE FOR ALL DRAINAGE FACILITIES, UNLESS NOTED OTHERWISE. 3.RIM ELEVATION AND STATION/OFFSET OR NORTHING/EASTING REFERENCES ARE TO CENTER OF STRUCTURE. NOTES: 1. CENTER OF GRATE CENTER OF STRUCTURE FOR TYPE 1 AND TYPE 1L STRUCTURES ONLY. 2. SPECIFIED NORTHING AND EASTING REFERENCE CENTER OF STRUCTURE FOR ALL DRAINAGE FACILITIES UNLESS OTHERWISE NOTED ON PLANS. 13 STRUCTURE PLACEMENT TYPE A DETAIL OUTLETINLETOUTLET GEOMETRIC CENTER OF STRUCTURE CATCH BASIN TYPE 2 - 72" DIAM. PIPE ANGLE POINT, STATION AND OFFSET PER SHEET C401 SOLID CIRCULAR FRAME RING AND COVER PER COR STD. PLAN 204.50, MARKED DRAIN (TYP.) 24" DIAM. SD (TYP.) 24" DIAM. SD (TYP.) 24" DIAM. SD (TYP.) A A 7.9 12.0 INFILTRATION FACILITY SECONDARY ISOLATOR ROW TYPE 2-72" DIAM. OFFSET CATCH BASIN GROUT (TYP.) INLETOUTLET 24" DIAM. SD IE=315.19 SOLID CIRCULAR FRAME RING AND COVER PER COR STD. PLAN 204.50, MARKED "DRAIN". RIM ELEVATION VARIES, SEE SHEET C401 FOR MANIFOLD CB RIM ELEVATIONS GROUT (TYP.) 24" DIAM. SD IE=315.19 (TYP.) 24" DIAM. SD IE=315.19 (TYP.) 2 SUMP (TYP.) SUMP ELEVATION=313.19 (TYP) INFILTRATION FACILITY SECONDARY ISOLATOR ROW PLAN SECTION A-A 57 OTAK 33201.A SHEET: 11241 WLOORZV RRDG NE, SXLWH 200 RHGPRQG, WA 98052 425.822.4446 ZZZ.RWDN.FRP 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG PORWWHG: AXJ 28, 2023 - 12:38SP K:?PURMHFW?33200?33201A?CADD?ACAD?DZJ?C410.GZJ LD\RXW NDPH: C410NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. R-408022 C410 22 TYPICAL STRUCTURE PLACEMENT DETAIL STRUCTURE PLACEMENT TYPE B DETAIL 08/28/2023 08/28/2023 STA. 13+86.50 OFF. 21.27' RT STA. 13+72.50 OFF. 21.21' RT STA. 13+72.60 OFF. 0.79' LT STA. 13+86.60 OFF. 0.73' LT SECTION A-A SECTION B-B INLET PIPE OUTLET PIPE OUTLET CONTROL BOX RETURN PIPE WEIR HOOD MAIN WEIR 3' X 3' ACCESS HATCH, TYP 3' X 3' ACCESS HATCH, TYP WIDTH LENGTHWIDTH OUTLETINLET PRIMARY CHAMBER 96"48"96"MAIN WEIR OUTLET CONTROL BOX 24" DIAM. HDPE RETURN PIPE 3' X 3' ACCESS HATCH, ADUST TO FINISHED GRADE (TYP.) OUTLET INLET SECONDARY CHAMBER 24" DIAM. HDPE RETURN PIPE48"96"96"12"MIN.12"MIN.CSTC LEVELING PAD CSTC LEVELING PAD 12" MIN. 12" MIN. 3' X 3' ACCESS HATCH, ADUST TO FINISHED GRADE (TYP.) OTAK 33201.A SHEET: 11241 WLOORZV RRDG NE, SXLWH 200 RHGPRQG, WA 98052 425.822.4446 ZZZ.RWDN.FRP 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG PORWWHG: AXJ 28, 2023 - 12:38SP K:?PURMHFW?33200?33201A?CADD?ACAD?DZJ?C411.GZJ LD\RXW NDPH: C411NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. C411 23 HYDRODYNAMIC SEPARATOR DETAILS R-408023 HYDRODYNAMIC SEPARATOR VAULT DETAIL (BAYSEPARATOR OR APPROVED EQUAL) NOTES: 1.CONTRACTOR TO PROVIDE TYPE 3E WORKING DRAWINGS FOR ENGINEER APPROVAL. 2.STATION AND OFFSET ARE PER ACCESS ROAD ALIGNMENT 3.SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. 4.ACCESS HATCH SHALL BE LOCKING, ALUMINUM, WITH SECONDARY FALL PROTECTION GRATING, H-30 LOADING. LW PRODUCTS COMPANY HHS, OR APPROVED EQUAL. 08/28/2023 08/28/2023 2'8'3'3'10'5'4' 6"6"6.90'6"1.25'7.15'1"(TYP.)1" (TYP.) 36" DIA. HIGH FLOW BYPASS OUTLET IE: 323.74 36" DIA. TRUNKLINE INLET IE: 323.74 24" DIA. WQ FLOW PIPE OUTLET IE: 323.74 WEIR I.E.: 327.74 GRAVEL BACKFILL FOR WALLS 12" MIN. CSTC 36" DIA. HIGH-FLOW BYPASS OUTLET 24" DIA. WQ FLOW PIPE OUTLET 36" DIA. TRUNKLINE INLET STA. 13+50.05, OFF. 4.49' LT STA. 13+60.02, OFF. 4.26' RT. STA. 13+59.80 OFF. 5.73' RT STA. 13+49.75, OFF. 5.51' RT 36" X 48" X 1 2" STAINLESS STEEL RESTRICTOR PLATE 13.8" DIA CIRCULAR ORIFICE OPENING , IE=323.74 1" DIA HOLE FOR ATTACHMENT. SECURE PLATE WITH STAINLESS STEEL EXPANSION BOLTS AND WASHER, 1" EMBEDNMENT INTO CONC. WALL. SEAL OUTER EDGE OF PLATE WITH SILICON CAULK. 3'X3' ACCESS HATCH, ADJUST TO FINISH GRADE (TYP.) 36" X 48" STEEL RESTRICTOR PLATE PER DETAIL BELOW 10' 24" Ø SCH 40 PVC PIPE OUTLET [IE=315.19] TO INFILTRATION CHAMBER ISOLATOR ROW 24" DIA MANIFOLD IE: 315.19 OUTFLOW PIPE IE=315.19 (TYP.) VAULT IE = 314.19 TOP OF VAULT = 321.19 3'X3' ACCESS HATCH, ADJUST TO FINISHED GRADE (TYP.) 24" DIA MANIFOLD IE: 315.19 36" DIA. HIGH-FLOW BYPASS INLET 24" DIA. WQ FLOW PIPE INLET HANDHOLDS OR LADDER, PER COR STD 204.60 GRAVEL BACKFILL FOR WALLS5'X3' ACCESS HATCH, ADJUST TO FINISHED GRADE TOP OF WEIR ELEV: 317.69 12" MIN. CSTC 12" 12" 7' 27' 3'5'3' 12" SUMP 12" 2.89' 3.94'6.1'3.06' 6" 3' 3'X3' ACCESS HATCH, ADJUST TO FINISHED GRADE (TYP.) 3' 27.00' 2.70' 5.58' 2.70' 4.42'9.08' 5% 5% 3.65' 9.08'4.42' 36" DIA. HIGH-FLOW BYPASS INLET IE: 315.19 24" DIA. WQ FLOW PIPE INLET IE: 315.19 HANDHOLDS OR LADDER 24" DIAM. SD TO INFILTRATION CHAMBER ISOLATOR ROWS (TYP.) STA. 10+84.61, OFF. 1.27' LT STA. 10+84.61, OFF.8.77' LT STA. 11+11.61, OFF.8.77' LT STA. 11+11.61, OFF. 1.27' LT 7.5'OTAK 33201.A SHEET: 11241 Willows Road NE, Suite 200 Redmond, WA 98052 425.822.4446 www.otak.com © 2023 OTAK, INC. OF 36 DRAWIN* NO. PROJECT NUMBER REVISION COMMENTSNO.B<REVIEW DATE DESI*NER DRAWN B<CHECKED B< CD TT R*Plotted: Aug 28, 2023 - 4:34pm K:\Project\33200\33201A\CADD\ACAD\Dwg\C412-C414.dwg Layout Name: C412NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. C412 24 FLOW SPLITTER VAULT AND INFILTRATION CHAMBER MANIFOLD VAULT DETAILS R-408024 FLOW SPLITTER VAULT SECTION A-A NOT TO SCALE INFILTRATION CHAMBER MANIFOLD VAULT PLAN VIEW NOT TO SCALE INFILTRATION CHAMBER MANIFOLD VAULT SECTION A-A NOT TO SCALE NOTES: 1.CONTRACTOR TO PROVIDE TYPE 3E WORKING DRAWINGS FOR ENGINEER APPROVAL. 2.SUBGRADE BELOW VAULTS TO BE COMPACTED PER WSDOT STAND SPEC 2-03.3(14)C METHOD C. 3.SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. 4.STATION AND OFFSET ARE PER ACCESS ROAD ALIGNMENT. 5.ACCESS HATCHES SHALL BE LOCKING ALUMINUM, WITH SECONDARY FALL PROTECTION GRATING, H-30 LOADING. LW PRODUCTS COMPANY OR APPROVED EQUAL. 6.LADDERS SHALL BE PER KCRDCS FIGURE 7-011. FLOW SPLITTER VAULT PLAN VIEW NOT TO SCALE 08/28/2023 08/28/2023 224 -0 SLAB OD 10 TYP. SECOND POUR END WALL 21 -8 WALL OD20 -0 WALL ID 3 -4 8 -0 TYP 4 TYP 10 TYP WALL THICKNESS AT BASE INVERTED TRENCH OUTLET PIPE. IE: 320.00' 10 -10 TYP 3 -0 TYP INLET PIPE. IE: 323.33' 21 -8 WALL OD 20 -0 WALL ID 3 -4 8 -0 TYP 4 TYP 10 TYP WALL THICKNESS AT BASE INLET PIPE. IE: 323.33 OUTLET PIPE. IE: 320.00' 10 -10 TYP 6X Ø24" STAND PIPE WITH OVERFLOW GRATE 6 -46 -414 -06 -621 -0148 -10 IE: 320.00' TOP OF CONCRETE: 330.00' 1 -0 10 -0 OUTLET PIPE IE: 323.33' 11 -0 INLET PIPE. TOP OF CONCRETE: 330.00' Ø4" SLOTTED PVC UNDERDRAIN. Ø4" SLOTTED PVC UNDERDRAIN. 6"x36" INLET WINDOW (TYP 37 EACH SIDE) INLET CHANNEL DISTRIBUTION PLATES (TYP EVERY 3 FT), SEE DETAIL 2 ON SHEET C414. INVERTED TRENCH JOINT (TYP EVERY 10 FT)TOP OF INVERTED TRENCH6X Ø24" HDPE STAND PIPE WITH OVERFLOW GRATE (POLYLOK 3008-G24) GRATED VAULT TOP AND STEEL SUPPORTS PER STRUCTURAL SHEETS S601-S603. INVERTED TRENCH JOINT (TYP EVERY 10 FT) GRATED VAULT TOP AND STEEL SUPPORTS PER STRUCTURAL SHEETS S601-S603. 21 -0 STA. 10+98.24, 45.30' RT STA. 10+98.24, 23.63' RT STA. 13+54.03, 28.02' RT STA. 13+33.45, 14.63' RT PRECAST CONC. INVERTED TRENCH (TYP.) OUTER PRECAST CONC. TRENCH WALLS (TYP.)C414DC414DCOBBLES FOR ENERGY DISSIPATION, SEE DETAIL 3 ON SHEET C414. COBBLES FOR ENERGY DISSIPATION, SEE DETAIL 3 ON SHEET C414. WD WD WD WD WD WD WD WD WD WD WD WD WD WD WD WD WD WD TREATMENT VAULT DRAIN, SEE DETAILS ON SHEET C414. CONNECT TO CB105 AS SHOWN ON SHEET C401 OTAK 33201.A SHEET: 11241 WLOORZV RRDG NE, SXLWH 200 RHGPRQG, WA 98052 425.822.4446 ZZZ.RWDN.FRP 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG PORWWHG: AXJ 28, 2023 - 12:39SP K:?PURMHFW?33200?33201A?CADD?ACAD?DZJ?C412-C414.GZJ LD\RXW NDPH: C413NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. C413 25 TREATMENT VAULT DETAILS R-408025 TREATMENT VAULT DETAIL BLRPRG UQGHUJURXQG 20 -0 X 224 -0 3-SLGHG BR[ TUHQFK (OR APPROVED EQUAL) TUHDWPHQW FORZ RDWH: 12.65 FIV PHDN FORZ RDWH: 17.6 FIV NOTES: 1.CONTRACTOR SHALL PROVIDE TYPE 3E WORKING DRAWINGS FOR ENGINEER APPROVAL FOR TREATMENT VAULT. 2.CONCRETE 28 DAY COMPRESSIVE STRENGTH SHALL BE 5,000 PSI MINIMUM. 3.STEEL REINFORCEMENT: REBAR, ASTM A-615 OR A-706, GRADE 60. 4.MESH REINFORCEMENT: ASTM A-1064, S1.2, GRADE 80. 5.CEMENT: ASTM C-150 SPECIFICATION. 6.BIOPOD TREATMENT VAULT SYSTEM MANUFACTURED BY OLDCASTLE SHALL INCLUDE OUTER PRECAST TRENCH, PRECAST INVERTED TRENCH, INTERNAL PIPING, MULCH, STORMMIX MEDIA, GRAVEL, DISTRIBUTION PLATES AND HARDWARE, AND DISSIPATION ROCK. CONTRACTOR RESPONSIBLE FOR THE INSTALLATION OF ALL TREATMENT VAULT COMPONENTS. 7.OVERSIZED HOLES TO ACCOMMODATE SPECIFIC PIPE TYPE MUST BE CONCENTRIC TO PIPE ID. AFTER PIPES ARE INSTALLED, ALL ANNULAR SPACES SHALL BE FILLED WITH A MINIMUM OF 3000 PSI CONCRETE FOR FULL THICKNESS OF PRECAST WALLS. PIPES ARE TO BE FLUSH WITH THE INSIDE SURFACE OF THE CONCRETE STRUCTURE. 8.CONTRACTOR RESPONSIBLE TO VERIFY ALL SIZES, LOCATIONS AND ELEVATIONS OF OPENINGS. 9.CONTRACTOR RESPONSIBLE TO ENSURE ADEQUATE BEARING SURFACE IS PROVIDED (I.E. COMPACTED AND LEVEL PER PROJECT SPECIFICATIONS). 10.SECTION HEIGHTS, SLAB/WALL THICKNESSES AND KEYWAYS ARE SUBJECT TO CHANGE DUE TO AVAILABILITY AND PRODUCTION PLANT CAPABILITY. 11.MAXIMUM PICK WEIGHT 58,400 LBS. (MEDIA AND INTERNALS SHIPPED SEPARATELY.) 12.STATION AND OFFSET ARE PER ACCESS ROAD ALIGNMENT. SCALE: 1"=10' TOP VIEW SCALE: 1"=10' PLAN VIEW SCALE: 1"=10' ELEVATION VIEW 08/28/2023 08/28/2023 1'-6"1'-2" 3'-0" (TYP) 3'-0" (TYP) 6" 6" X 36" INLET WINDOW TOP OF INVERTED TRENCH 1'-6" X 3' STAINLESS STEEL SOLID PLATE 6" X 3' STAINLESS STEEL SOLID PLATE, USE AS REQUIRED TO REDUCE 6" X 36" INLET WINDOW OPEN AREA 4" 2" INSIDE TOP OF INVERTED TRENCH 8" X 3' STAINLESS STEEL SOLID PLATE ABOVE INLET WINDOW 8" 3'-2" VERTICAL SUPPORTS, AS NEEDED 2'-4" 8" 3'-6" 4" 1'-2" 6" 4" 3'-2" 4" 3'-4" INVERTED TRENCH 4'-0" INLET CHANNELØ24" HDPE STAND PIPE WITH OVERFLOW GRATE (POLYLOK 3008-G24).INLET CHANNEL DISTRIBUTION PLATES SPACED EVERY 3 FT, SEE DETAIL 2 FOR ELEVATION VIEW PRECAST CONCRETE INVERT TRENCH TOP OF MULCH EL = 323.50' MAX BIORETENTION PONDING EL = 324.00' OVERFLOW EL = 324.17 100YR HIGH WATER EL = 324.67 1'2' TREATMENT VAULT 12" CSTC LEVELING PAD NON-INFILTRATION ZONE FILLTOPSOIL TYPE A GRAVEL BACKFILL FOR DRAINS 1' MIN. TREATMENT VAULT DRAIN, SEE DETAIL THIS SHEET. SEE SHEET C401 PLAN FOR LAYOUT AND SHEET C404 FOR PROFILE CONNECTION TO CB105 3:1 MAX S L O P E GRAVEL BACKFILL FOR WALLS 6" DIA. UNDERDRAIN PIPE, 0.5% MIN. SLOPE GRAVEL BACKFILL FOR DRAINS CONSTRUCTION GEOTEXTILE FOR UNDERGROUND DRAINAGE, MODERATE SURVIVABILITY, WITH 12" OVERLAP AT TOP 1' 1' OUTLET PIPE, IE: 320.00', NEARSIDE FLOW THROUGH PORTS IN TRENCH WALLS Ø4 SLOTTED PVC UNDERDRAIN 17"x17" HAUNCH (TYPICAL) INLET PIPE, IE: 323.33', FARSIDE. GRATED VAULT TOP AND STEEL SUPPORTS PER STRUCTURAL SHEETS S601 - S603 INVERTED TRENCH SEE DETAIL 1 20'-0" WALL ID 10" TYP WALL THICKNESS 8" TYP WALL THICKNESS 21'-8" WALL OD DISSIPATION ROCK AT DISTRIBUTION PLATE OPENINGS, SEE DETAIL 3 12" CSTC LEVELING PAD 20" GRAVEL 2" MULCH 18" StormMix™ MEDIA 10'-0" 1' BASE SLAB 3'3' GRAVEL BACKFILL FOR WALLS TREATMENT VAULT DRAIN SEE DETAIL THIS SHEET 18" TOPSOIL TYPE A, SEE TREATMENT VAULT DRAIN TYPICAL SECTION THIS SHEET 6" COMPACTED DEPTH CSTC MAINTENANCE ACCESS ROAD SHOULDER. SEE SHEET C510 FOR DETAILS 9" 6" 2" 8" 4" NOTES: 1.FINAL SIZE AND PLACEMENT OF DISSIPATION ROCK TO BE DETERMINED BY CONTRACTOR, SEE SPECIAL PROVISIONS 7-05 FOR TREATMENT VAULT. 2.DISSIPATION ROCK TO BE PLACED BENEATH EACH 4" HIGH 3' WIDE INLET WINDOWS. 3.DISSIPATION ROCK TO BE WSDOT 8" STREAMBED COBBLES, OR APPROVED EQUAL. 8" X 3' STAINLESS STEEL SOLID PLATE ABOVE WINDOW 6" X 36" WINDOW ADJUSTABLE STEEL PLATE TO REDUCE 6" X 36" WINDOW AS NEEDED [DOWN TO 4" X 36"] DISSIPATION ROCK OTAK 33201.A SHEET: 11241 Willows Road NE, Suite 200 Redmond, WA 98052 425.822.4446 www.otak.com © 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG Plotted: Aug 28, 2023 - 6:27pm K:\Project\33200\33201A\CADD\ACAD\Dwg\C412-C414.dwg Layout Name: C414NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. C414 26 TREATMENT VAULT DETAILS R-408026 TREATMENT VAULT DETAILS SCALE: 1"=2' SECTION D-D SCALE: 1"=2' DETAIL 2 - DISTRIBUTION PLATES SCALE: 1"=1' DETAIL 1 - INVERTED TRENCH BioPod Underground 20'-0" X 224'-0" 3-Sided Box Trench (OR APPROVED EQUAL) Treatment Flow Rate: 12.65 cfs Peak Flow Rate: 17.6 cfs TREATMENT VAULT DRAIN TYPICAL SECTION TREATMENT VAULT DRAIN DETAIL SCALE: 1"=1' DETAIL 3 - DISSIPATION ROCK 08/28/2023 08/28/2023 XXXXXXXXXXXXXXXXXXXX X X X X X X X X X X X X X X X 1 1 1 OHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHP OHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHP OHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHP OHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHP OHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHP OHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHP WD WD WD WD WD WD WD WD 10+00 11+00 12+00 13+00 1 4 + 0 0 ACCESS ROAD 1 5 LOC K ING PO S T STA 10+00.00, 13.50 LT AP 3 STA 10+00.00, 13.50 RT AP3 STA 10+25.21, 13.50 RT PT3 STA 13+59.55, 6.00 RT PC12 STA 12+96.00, 12.74 LT PT3 STA 10+55.71, 44.00 RT PC, EL 329.483 STA 10+55.63, 62.25 RT AP, EL 329.663 STA 11+15.21, 13.50 RT PC END12 11 BEGIN STA 10+84.63, 44.00 RT PT, EL 329.12 12 STA 13+00.06, 13.19 RT PT END11 12 BEGIN 320330316318322324326328332334 336 3 3 8 1 6 STA 9+97.50, 59.86 RT AP4 STA 10+11.06, 80.69 RT AP4 STA 9+97.50, 16.00 LT AP4 STA 13+35.98, 40.47 LT END4 324 326 328 2 4 STA 14+12.94, 34.43 LT4 STA 14+12.14, 9.77 LT4 STA 11+20.21 13.50 RT END11 BEGIN10 STA 12+93.64 13.50 RT END10 11 BEGIN STA 10+86.13, 34.32 RT EL 329.00 12 14 L 47.909, R 30.500 D 90.0000 L 47.909, R 30.500 D 90.0000 L 51.370, R 54.685 D 53.8225 L 66.659, R 70.000 D 54.5611 33 2 3 3 4 3 3 6 3 3 8330 3323 3 4 3363 3 8 STA 10+84.63, 62.37 RT AP, EL 329.33 END3 12 BEGIN STA 13+43.87, 6.39 LT PC 3 310 315 320 325 330 335 340 345 310 315 320 325 330 335 340 345 10+00330.00315.010+20329.80315.010+40329.60315.010+60329.40315.010+80329.20315.011+00329.00315.011+20328.80315.011+40328.60315.011+60328.40315.011+80328.24315.012+00328.39315.012+20328.57315.012+40328.76315.012+60328.94315.012+80329.13315.013+00329.31315.013+20329.50322.113+40329.68330.613+60329.88336.513+80330.40336.1STA = 10+00.00ELEV = 330.00LOW PT STA: 11+80.29 LOW PT ELEV: 328.24 PVI STA:11+80.00 PVI ELEV:328.20 K:8.00 LVC:15.41 BVCS: 11+72.29BVCE: 328.28EVCS: 11+87.71EVCE: 328.27LOW PT STA: 13+56.38 LOW PT ELEV: 329.83 PVI STA:13+74.22 PVI ELEV:330.00 K:8.00 LVC:35.67 BVCS: 13+56.38BVCE: 329.830.93%-1.00%STA = 10+00.00ELEV = 330.00LOW PT STA: 11+80.29 LOW PT ELEV: 328.24 PVI STA:11+80.00 PVI ELEV:328.20 K:8.00 LVC:15.41 BVCS: 11+72.29BVCE: 328.28EVCS: 11+87.71EVCE: 328.27LOW PT STA: 13+56.38 LOW PT ELEV: 329.83 PVI STA:13+74.22 PVI ELEV:330.00 K:8.00 LVC:35.67 BVCS: 13+56.38BVCE: 329.830.93%-1.00% STAGE 2 FINISHED GRADE STAGE 1 FINISHED GRADE STAGE 1STAGE 2OTAK 33201.A SHEET: 11241 WLOORZV RRDG NE, SXLWH 200 RHGPRQG, WA 98052 425.822.4446 ZZZ.RWDN.FRP 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG PORWWHG: AXJ 28, 2023 - 12:41SP K:?PURMHFW?33200?33201A?CADD?ACAD?DZJ?C501-C502.GZJ LD\RXW NDPH: C501NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. SCALE IN FEET 20 0 20 40 5 0 5 10VERT HORZ CONSTRUCTION CENTERLINE, SEE SHEET C101 FOR DETAILS. CONSTRUCT MAINTENANCE ACCESS ROAD PER DETAILS ON SHEET C510 . CONSTRUCT CEMENT CONCRETE TRAFFIC CURB PER COR STD PLAN 101 INSTALL 6-FT TALL BLACK VINYL CHAIN LINK FENCE PER COR STD PLAN 234.60 AND 234.70. INSTALL SWING GATE PER DETAIL ON SHEET C510. INSTALL 6" DEPTH CRUSHED SURFACING TOP COURSE PER WSDOT STD. SPEC 9-03.9(3) BETWEEN CURB AND TREATMENT VAULT. RELOCATE EXISTING UTILITY PRIOR TO CONSTRUCTION. LIGHT POLE MUST BE REPLACED WITH NEW POLE PER COR STD PLAN 117.1 AND PLACED ON CONCRETE PAD PER COR STD PLAN 120. EXISTING LIGHT TO BE RETURNED TO MAINTENANCE FACILITY. COORDINATE WITH ERIC CUTSHALL. CONSTRUCT SIDEWALK PER COR STD PLAN 102. REPLACE EXISTING CONCRETE SIDEWALKS FROM EXPANSION JOINT TO JOINT. CONSTRUCT CEMENT CONCRETE DRIVEWAY ENTRANCE PER COR STD PLAN 104.4 AND ENLARGED PLAN ON SHEET C510. CONSTRUCT CEMENT CONCRETE ROLLED CURB PER DETAIL ON SHEET C510. TRANSITION CURB BETWEEN CEMENT CONCRETE TRAFFIC CURB AND GUTTER AND CEMENT CONCRETE ROLLED CURB PER DETAIL ON SHEET C510. CONSTRUCT CEMENT CONCRETE TRAFFIC CURB AND GUTTER PER COR STD PLAN 101. INSTALL POWER CONDUIT AND TYPE 1 JUNCTION BOX TO EXISTING POWER CONDUIT FOR NEW LIGHT POLE. CONDUIT SHALL BE 4-INCH DIAMETER SCHEDULE 80 PVC. CEMENT CONCRETE CURB AND GUTTER AT CATCH BASIN SHALL BE CONSTRUCTED PER COR STD PLAN 101. TRANSITION CURB FROM 6" HEIGHT TO 0" HEIGHT OVER LAST 12" OF LENGTH. REPLACE HMA PAVEMENT FULL DEPTH. MATCH EXISTING HMA DEPTH AND EXISTING GRADE CROSS SLOPE. TRANSITION CROSS SLOPE OF MAINTENANCE ACCESS ROAD FROM STA 15+71 TO STA 16+00 TO FROM TYPICAL MAINTENANCE ACCESS SECTION PER SHEET C510 TO MATCH DRIVEWAY ENLARGED GRADING PLAN PER SHEET C510. INSTALL CHAN LINK FENCE W/ PRIVACY SLATS PER SPECIAL PROVISIONS SECTION 8-12. INSTALL DOUBLE 20-FOOT CHAIN LINK W/ PRIVACY SLATS GATE PER SPECIAL PROVISIONS SECTION 8-12. CONSTRUCT CEMENT CONCRETE TRAFFIC CURB AND GUTTER PER COR STD PLAN 101. MATCH EXISTING CURB FROM EXPANSION JOINT TO JOINT. INSTALL 2" OVERLAY OF CLASS B ASPHALT PAVEMENT. ASPHALT OVERLAY SHALL APPLY TO ENTIRE LANE WIDTH. SEE SHEET C510 FOR OVERLAY LIMITS. CONSTRUCTION NOTES GENERAL NOTES 1.STATION AND OFFSET ARE PER ACCESS ROAD ALIGNMENT UNLESS OTHERWISE NOTED. 2.ALL DIMENSIONS, STATION AND OFFSET REFERENCES ARE TO FACE OF CURB UNLESS OTHERWISE NOTED. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 C501 27R-408027 MAINTENANCE ACCESS ROAD PLAN AND PROFILE 08/28/2023 08/28/2023 XXXXP P XXXS SS MH 48 CONC RIM 342.20 10 PVC (N) IE 335.00 10 PVC (S) IE 334.80 16 C PC C C SPEED 25GRASSCONC. SIDEWALKGRASSDRIVEWAY7 CHAINLINK FENCE TVTVTVTVTVTVTVTVTVTV TV TVTVWWWWWWWSDSDSDSDSSSSSSSSSSSSOHPOHPOHPOHPTVPPPPPPPPTVTV TVTVTVTVTVPPTVTVTVTVTVPP PPPPPPTVTVTVTVTV2 DUCT BANKS2 DUCT BANKS3 DUCT BANKS3 DUCT BANKSATP-03 ATP-04 AHA-01AHA-02 68 12 6 14+00 15+00 16+00 16+80 4H : 1V1 2 5LOCKING POST STA 15+06.22, 6.00 RT AP12 STA 15+10.25, 6.00 LT AP3 STA 15+90.65, 14.11 LT AP, EL 340.79173 FULL DEPTH JOINT STA 14+11.08, 10.35 RT AP 4 9 7 STA 14+12.94, 34.43 LT4 STA 14+12.14, 9.77 LT4 8 13 STA 15+99.24, 28.02 LT BEGIN 18 STA 15+97.38, 22.39 RT18 STA 16+07.56, 22.76 RT18L 51.370, R 54.685 14 8 16 8 STA 16+59.23, 24.89'RT BEGIN MATCH EXIST. 20 STA 16+59.72, 12.90'RT END MATCH EXIST. 20 STA 16+15.05, 23.08 RT BEGIN MATCH EXIST. 20 STA 16+17.20, 26.88'LT BEGIN MATCH EXIST. 20 STA 15+71.28, 5.11 RT AP, EL 340.471712 STA 15+90.65, 5.90 RT EL 340.891712 STA 15+71.28, 12.16 LT EL 340.82173 STA 16+00.65, 13.70 LT EL 340.68173 STA 15+99.82, 6.29 RT EL 341.051715 STA 15+98.81 16.28 LT END18 19 BEGIN STA 15+97.89 8.71 RT END19 18 BEGIN STA 16+06.11, 50.39 RT END 18 332 334 336 338 34021 315 320 325 330 335 340 345 315 320 325 330 335 340 345STA = 16+16.59ELEV = 340.61HIGH PT STA: 15+91.81 HIGH PT ELEV: 340.99 PVI STA:15+83.10 PVI ELEV:341.25 K:5.00 LVC:36.44 BVCS: 15+64.88BVCE: 340.27EVCS: 16+01.32EVCE: 340.90LOW PT STA: 13+56.38 LOW PT ELEV: 329.83 PVI STA:13+74.22 PVI ELEV:330.00 K:8.00 LVC:35.67 EVCS: 13+92.05EVCE: 330.965.39% -1.90% 13+80330.40336.114+00331.39335.714+20332.47335.714+40333.54336.514+60334.62337.114+80335.70337.615+00336.77338.215+20337.85338.815+40338.93339.315+60340.01339.615+80340.85340.116+00340.93341.116+20 16+40 16+60 STAGE 2 FINISHED GRADE STAGE 1 FINISHED GRADE STAGE 1STAGE 2OTAK 33201.A SHEET: 11241 WLOORZV RRDG NE, SXLWH 200 RHGPRQG, WA 98052 425.822.4446 ZZZ.RWDN.FRP 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG PORWWHG: AXJ 28, 2023 - 12:41SP K:?PURMHFW?33200?33201A?CADD?ACAD?DZJ?C501-C502.GZJ LD\RXW NDPH: C502NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. SCALE IN FEET 20 0 20 40 5 0 5 10VERT HORZ CONSTRUCTION CENTERLINE, SEE SHEET C101 FOR DETAILS. CONSTRUCT MAINTENANCE ACCESS ROAD PER DETAILS ON SHEET C510 . CONSTRUCT CEMENT CONCRETE TRAFFIC CURB PER COR STD PLAN 101 INSTALL 6-FT TALL BLACK VINYL CHAIN LINK FENCE PER COR STD PLAN 234.60 AND 234.70. INSTALL SWING GATE PER DETAIL ON SHEET C510. INSTALL 6" DEPTH CRUSHED SURFACING TOP COURSE PER WSDOT STD. SPEC 9-03.9(3) BETWEEN CURB AND TREATMENT VAULT. RELOCATE EXISTING UTILITY PRIOR TO CONSTRUCTION. LIGHT POLE MUST BE REPLACED WITH NEW POLE PER COR STD PLAN 117.1 AND PLACED ON CONCRETE PAD PER COR STD PLAN 120. EXISTING LIGHT TO BE RETURNED TO MAINTENANCE FACILITY. COORDINATE WITH ERIC CUTSHALL. CONSTRUCT SIDEWALK PER COR STD PLAN 102. REPLACE EXISTING CONCRETE SIDEWALKS FROM EXPANSION JOINT TO JOINT. CONSTRUCT CEMENT CONCRETE DRIVEWAY ENTRANCE PER COR STD PLAN 104.4 AND ENLARGED PLAN ON SHEET C510. CONSTRUCT CEMENT CONCRETE ROLLED CURB PER DETAIL ON SHEET C510. TRANSITION CURB BETWEEN CEMENT CONCRETE TRAFFIC CURB AND GUTTER AND CEMENT CONCRETE ROLLED CURB PER DETAIL ON SHEET C510. CONSTRUCT CEMENT CONCRETE TRAFFIC CURB AND GUTTER PER COR STD PLAN 101. INSTALL POWER CONDUIT AND TYPE 1 JUNCTION BOX TO EXISTING POWER CONDUIT FOR NEW LIGHT POLE. CONDUIT SHALL BE 4-INCH DIAMETER SCHEDULE 80 PVC. CEMENT CONCRETE CURB AND GUTTER AT CATCH BASIN SHALL BE CONSTRUCTED PER COR STD PLAN 101. TRANSITION CURB FROM 6" HEIGHT TO 0" HEIGHT OVER LAST 12" OF LENGTH. REPLACE HMA PAVEMENT FULL DEPTH. MATCH EXISTING HMA DEPTH AND EXISTING GRADE CROSS SLOPE. TRANSITION CROSS SLOPE OF MAINTENANCE ACCESS ROAD FROM STA 15+71 TO STA 16+00 TO FROM TYPICAL MAINTENANCE ACCESS SECTION PER SHEET C510 TO MATCH DRIVEWAY ENLARGED GRADING PLAN PER SHEET C510. INSTALL CHAN LINK FENCE W/ PRIVACY SLATS PER SPECIAL PROVISIONS SECTION 8-12. INSTALL DOUBLE 20-FOOT CHAIN LINK W/ PRIVACY SLATS GATE PER SPECIAL PROVISIONS SECTION 8-12. CONSTRUCT CEMENT CONCRETE TRAFFIC CURB AND GUTTER PER COR STD PLAN 101. MATCH EXISTING CURB FROM EXPANSION JOINT TO JOINT. INSTALL 2" OVERLAY OF CLASS B ASPHALT PAVEMENT. ASPHALT OVERLAY SHALL APPLY TO ENTIRE LANE WIDTH. SEE SHEET C510 FOR OVERLAY LIMITS. CONSTRUCTION NOTES GENERAL NOTES 1.STATION AND OFFSET ARE PER ACCESS ROAD ALIGNMENT UNLESS OTHERWISE NOTED. 2.ALL DIMENSIONS, STATION AND OFFSET REFERENCES ARE TO FACE OF CURB UNLESS OTHERWISE NOTED. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 C502 28 MAINTENANCE ACCESS ROAD PLAN AND PROFILE R-40802808/28/2023 08/28/2023 2% 4 51 2 2% 3 2% WIDTH VARIES PER SHEETS C501 AND C502, MIN. 6 WIDTH VARIES PER SHEETS C501 AND C502, MIN. 6 VARIES, 2 MIN. S OR SE TREATMENT VAULT OR EDGE OF PERMANENT EASEMENT N OR NW INFILTRATION CHAMBER GALLERY OR EDGE OF PERMANENT EASEMENT 8 2% 4 SLOPE VARIES, PER SHEETS C501 AND C502 2 6 7 9 9 P16CCCC8 CMP (E) IE 336.38 PPP P PPP PP8.00'36.00' 15.67'13.32'16+00STA 15+99.16, 22.45 RT EL 341.62 STA 16+07.16, 22.73 RT EL 341.53 STA 16+15.10, 23.05 RT TBC, EL 341.48 (MATCH EXIST.) STA 16+15.47, 14.94 RT TBC, EL 341.38 STA 15+99.82, 6.28 RT EL 341.05 STA 16+00.23, 3.71 LT EL 340.86 STA 16+07.81, 6.61 RT EL 340.89 STA 16+00.65, 13.70 LT EL 340.68 STA 16+15.80, 6.94 RT EL 340.75 STA 16+00.98, 21.69 LT EL 340.91 STA 16+08.64, 13.37 LT EL 340.54 STA 16+01.22, 27.51 LT EL 341.00 STA 16+17.20, 26.86 LT TBC, EL 340.64 (MATCH EXIST.) STA 16+16.96, 21.07 LT TBC, EL 340.75 STA 16+09.20, 27.11 LT EL 340.92 STA 15+99.49, 14.37 RT EL 341.54 STA 16+16.63, 13.04 LT EL 340.39 MONROE AVE NE DRIVEWAY PAY LIMITS 8.00'21.18'7.90'6 1 2 SLOPE VARIES PER SHEET C501CURB 10 1 2 R 13 R 12 2 4 4' MIN. TROWELED TRANSITION FROM CEMENT CONCRETE TRAFFIC CURB TO MODIFIED ROLLED CURB 4" 12" 18" 6" NOTES: 1.ALIGN BACK OF VERTICAL, TRANSITION, AND ROLLED CURB. CEMENT CONCRETE TRAFFIC CURB PER COR STD PLAN 101 CEMENT CONCRETE ROLLED CURB AND GUTTER TRANSITION SECTION (PAYMENT UNDER CEMENT CONCRETE VERTICAL CURB AND GUTTER) 5.5" 12" 12" 5'-0" TRAN SI TI O N FULL EXPANSION JOINT BACK OF CURB 6" 12"R 13"R FULL EXPANSION JOINT OTAK 33201.A SHEET: 11241 WLOORZV RRDG NE, SXLWH 200 RHGPRQG, WA 98052 425.822.4446 ZZZ.RWDN.FRP 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG PORWWHG: AXJ 28, 2023 - 12:42SP K:?PURMHFW?33200?33201A?CADD?ACAD?DZJ?C510.GZJ LD\RXW NDPH: C510NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. CONSTRUCTION NOTES 6 COMPACTED DEPTH CRUSHED SURFACING TOP COURSE PER WSDOT STD. SPEC 9-03.9(3) BENEATH PAVEMENT AND CURB. 4 COMPACTED DEPTH HMA, CLASS 12 PG 58H-22. CEMENT CONCRETE CURB AND GUTTER. CURB TYPE PER SHEET C501 - C502. FINISHED GRADE NOT STEEPER THAN 3H:1V UNLESS OTHERWISE STATED. NON-INFILTRATION MATERIAL OR 6 DEPTH CRUSHED SURFACING TOP COURSE PER WSDOT STD. SPEC 9-03.9(3). 18 TOPSOIL TYPE A PER DETAIL ON SHEET L702. CRUSHED SURFACING TOP COURSE PER WSDOT STD. SPEC 9-03.9(3) OR 18 TOPSOIL TYPE A FOR PLANTED AREAS. SEE SHEET L701 FOR PLAN VIEW LOCATION OF SHOULDER SURFACING. CEMENT CONCRETE TRAFFIC CURB PER COR STD. PLAN 101. 6 COMPACTED DEPTH CRUSHED SURFACING TOP COURSE PER WSDOT STD. SPEC 9-03.9(3) MAINTENANCE ACCESS ROAD SHOULDER, LIMITS PER PLAN. 1 2 3 4 5 C510 29R-408029 MAINTENANCE ACCESS ROAD SECTIONS AND DETAILS CONSTRUCTION NOTE: KEEP GATE SUPPORTED AT BOTH ENDS AT ALL TIMES, EXCEPT FOR SWINGING BETWEEN LOCKING POSTS 22 LOCKING PIPE POST 4" I.P.S. STD. WT. SEE NOTE 7OUTER PIPE=4" I.P.S. STD. WT. (4-1/2" O.D.) 6 -0 MIN. INNER HINGE PIPE=3-1/2" I.P.S. CARBON STEEL SCHED. 80(XH) (4" O.D.) 5 -0 MIN. 1 -0 MIN. SEE NOTE 3 SEE NOTE 3 3 -6SEE NOTE 5 SEE NOTE 6 2 -0 MIN. NOTES: 1.SWING GATE TO BE FURNISHED AND INSTALLED BY CONTRACTOR. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS TO ENGINEER PRIOR TO FABRICATION. 2.PAINT ALL FIELD WELDS WITH GALVCON. 3.CONCRETE SHALL BE CLASS 4000. SLOPE TOP OF CONCRETE TO DRAIN AWAY FROM POST. 4.DO NOT INSTALL GATE UNTIL CONCRETE FOOTING HAS CURED 7 DAYS. 5.CONTRACTOR SHALL INSTALL 8 FOOT LONG x 2" WIDE RED/WHITE STRIPED REFLECTIVE TAPE CENTERED ON BOTH SIDES OF SWING ARM. 6.CONTRACTOR SHALL INSTALL SIGN READING "CITY OF RENTON MAINTENANCE ACCESS ONLY" TO ENTRANCE SWING GATE. SIGN DIMENSION, LETTERING, AND COLOR PER DETAIL ON THIS SHEET. SIGN SHALL BE ATTACHED TO GATE ARM WITH GALVANIZED STEEL HARDWARE. 7.ADDITIONAL LOCKING PIPE POST REQUIRED AT EACH GATE ENTRANCE TO ALLOW FOR SECURING GATE IN OPEN POSITION. LOCATION PER SHEET C502. 12" CITY OF RENTON MAINTENANCE ACCESS ONLY NOTES: 1.SIGN SHALL BE FURNISHED INSTALLED WITH DIMENSIONS, COLOR, AND LETTERING PER WSDOT SIGN FABRICATION MANUAL AND SIGN DETAIL R10-18. 2.SIGN SHALL READ TEXT SHOWN IN DETAIL. 24" SUPPORT PIPE=3-1/2" I.P.S. CARBON STEEL SCHED. 80(XH) (4" O.D.) NOTES: 1.DRIVEWAY ENTRANCE AND CURB AND GUTTER SHALL BE PER COR STD PLAN 104.4 AND 104.2. CONCRETE APRON SHALL BE 8-FOOT IN WIDTH, BEHIND EXISTING CURB TO MEET COR STREET STANDARDS. THIS ALLOWS FOR FUTURE 8-FOOT WIDTH PLANTER AND 8-FOOT SIDEWALK BY OTHERS. 2.DRIVEWAY ENTRANCE AND SIDEWALK SHALL BE CONSTRUCTED PER THE DIMENSIONS AND ELEVATIONS SHOWN ABOVE. NTS MAINTENANCE ACCESS ROAD SECTION NTS SIGN DETAIL NTS SWING GATE SCALE: 1"=10' DRIVEWAY ENTRANCE - ENLARGED PLAN DETAIL NOTES: 1.ROLLED CURB AND GUTTER TO MATCH POSITIVE SUPERELEVATION NTS CEMENT CONCRETE ROLLED CURB DETAIL NTS CURB TRANSITION DETAIL 6 7 NOTES: 1.CROSS SLOPE SHALL VARY FROM STATION 15+71- 16+00 IN ORDER TO TIE INTO THE BACK OF DRIVEWAY ENTRANCE. SPOT ELEVATIONS PER SHEET C502. 8 2" OVERLAY OF CLASS B ASPHALT SHALL APPLY TO ENTIRE LANE-WIDTH 9 08/28/2023 08/28/2023 OTAK 33201.A SHEET: 11241 WLOORZV RRDG NE, SXLWH 200 RHGPRQG, WA 98052 425.822.4446 ZZZ.RWDN.FRP 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG PORWWHG: AXJ 28, 2023 - 12:42SP K:?PURMHFW?33200?33201A?CADD?ACAD?DZJ?S601-S602.GZJ LD\RXW NDPH: 27 S601S601 30R-408030 GRATED VAULT TOP PLAN RDRDRD OTAK 33201.A SHEET: 11241 WLOORZV RRDG NE, SXLWH 200 RHGPRQG, WA 98052 425.822.4446 ZZZ.RWDN.FRP 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG PORWWHG: AXJ 28, 2023 - 12:42SP K:?PURMHFW?33200?33201A?CADD?ACAD?DZJ?S601-S602.GZJ LD\RXW NDPH: 30 S602S602 31R-408031 GRATED VAULT TOP DETAILS RDRDRD OTAK 33201.A SHEET: 11241 WLOORZV RRDG NE, SXLWH 200 RHGPRQG, WA 98052 425.822.4446 ZZZ.RWDN.FRP 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG PORWWHG: AXJ 28, 2023 - 12:42SP K:?PURMHFW?33200?33201A?CADD?ACAD?DZJ?S601-S602.GZJ LD\RXW NDPH: 31 S603S603 32R-408032 GRATED VAULT TOP DETAILS RDRDRD NOTES: 1.PLAN STATION AND OFFSET MEASURED TO WALL CONTROL LINE AT INSIDE FACE OF WALL. 2.AGGREGATES SHALL BE PLACED AND COMPACTED PER SPECIAL PROVISION 2-03. 3.GRAVITY BLOCK, GEOTEXTILE FABRIC, INFILTRATION GRAVEL, AND NON-INFILTRATION MATERIAL SHALL BE PLACED PER DETAIL. GRAVITY BLOCK WILL BE PLACED FIRST, AFTER WHICH AGGREGATES AND GEOTEXTILE FABRIC SHALL BE PLACED TO A MAXIMUM ELEVATION OF THE TOP OF BLOCK. A LIFT CONSISTING OF ONE BLOCK, ITS SURROUNDING AGGREGATE, AND GEOTEXTILE FABRIC MUST BE PLACED AND FULLY COMPACTED PRIOR TO THE PLACEMENT OF THE SUBSEQUENT LIFT. 4.GRAVITY BLOCK WALL SHALL BE CONSTRUCTED TO MATCH THE PLAN VIEW LIMITS SHOWN ON SHEET C301 AND TO A HEIGHT OF 25 FEET AS SHOWN ON SHEET C302. 5.THE GRAVITY BLOCK WALL WILL BE CONSTRUCTED CONCURRENTLY WITH FILL MATERIAL PLACEMENT ON EACH SIDE. THE MAXIMUM ALLOWABLE UNBALANCED SOIL HEIGHT ON EITHER SIDE OF THE WALL SHALL NOT EXCEED 2 FEET. INFILTRATION FACILITY MANIFOLD STUB-OUT, 24" DIAM. SD. LENGTH VARIES 18" MIN. SEPARATION 2.00'SUMPINFILTRATION GRAVEL PER SPECIAL PROVISIONS 2-03 AND 9-03.16 INFILTRATION GRAVEL PER SPECIAL PROVISIONS 2-03 AND 9-03.16 18" TOPSOIL TYPE A PER DETAIL ON SHEET L702 GRAVEL BORROW PER WSDOT STD SPEC. 9-03.14(01), COMPACTED PER WSDOT STD. SPEC 2-03.3(14)C, METHOD B UNDER LANDSCAPING GRAVITY BLOCK (TYP.) MAINTENANCE ACCESS ROAD PER SECTION ON SHEET C510 INFILTRATION FACILITY MANIFOLD PIPE, 24" DIAM SD. INFILTRATION FACILITY ISOLATOR ROW BOTTOM OF CHAMBERS=315 TOP OF GRAVITY BLOCK WALL=314.5 IE OUT = 315.19 TYPE 2, MANIFOLD CB (TYP.) GEOTEXTILE FABRIC, NON-WOVEN GEOTEXTILE FOR UNDERGROUND DRAINAGE, MODERATE SURVIVABILITY CLASS C PER WSDOT 9-33.2(1) GEOTEXTILE FABRIC, NON-WOVEN GEOTEXTILE FOR UNDERGROUND DRAINAGE, MODERATE SURVIVABILITY CLASS C PER WSDOT 9-33.2(1) SUMP=313.19 NON-INFILTRATION MATERIAL COMPACTED PER SPECIAL PROVISIONS 2-03. GEOTEXTILE ELEVATION=314 IE IN = 315.19 2.50'(TYP.)1.00' 2.50' (TYP.) 6" THICK CRUSHED SURFACING TOP COURSE LEVELING PAD NON-INFILTRATION MATERIAL PER SPECIAL PROVISIONS 2-03. SELECT BORROW PER SPECIAL PROVISIONS 2-03 AND 9-03.14(2) WALL CONTROL LINE GEOTEXTILE FABRIC, NON-WOVEN GEOTEXTILE FOR UNDERGROUND DRAINAGE, MODERATE SURVIVABILITY CLASS C PER WSDOT STD. SPEC 9-33.2(1) GRAVITY BLOCK, INFILTRATION GRAVEL, AND NON-INFILTRATION MATERIAL SHALL BE PLACED AS DESCRIBED IN NOTE 3 BOTTOM OF WALL, ELEVATION 289.5 LIMITS OF GRAVITY BLOCK WALL LIFT (TYP.) 1.00' VERTICAL WALL - NO BATTER GRAVEL BORROW PER WSDOT STD SPEC. 9-03.14(01), COMPACTED PER WSDOT STD. SPEC 2-03.3(14)C, METHOD C UNDER ACCESS ROAD 6" THICK CRUSHED SURFACING TOP COURSE LEVELING PAD SELECT BORROW PER SPECIAL PROVISIONS 2-03 AND 9-03.14(2) EXISTING NATIVE MATERIAL GRAVITY BLOCK (TYP.) STAGE 1 EXISTING GRADE (1.5H:1V) FILL BETWEEN EXISTING NATIVE MATERIAL AND GRAVITY BLOCK WITH COMPACTED CSTC PER WSDOT STD. SPEC 9-03.9(3) (TYP.)2.50'(TYP.)5.0' (TYP.) 2.5' MIN. OVERLAP OF GRAVITY BLOCK OTAK 33201.A SHEET: 11241 WLOORZV RRDG NE, SXLWH 200 RHGPRQG, WA 98052 425.822.4446 ZZZ.RWDN.FRP 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG PORWWHG: AXJ 28, 2023 - 12:43SP K:?PURMHFW?33200?33201A?CADD?ACAD?DZJ?S604.GZJ LD\RXW NDPH: S604NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. R-408033 S604 33 GRAVITY BLOCK WALL DETAILS NTS GRAVITY BLOCK WALL TYPICAL SECTION NTS GRAVITY BLOCK SLOPE KEY-IN DETAIL RDRDRD OTAK 33201.A SHEET: 11241 WLOORZV RRDG NE, SXLWH 200 RHGPRQG, WA 98052 425.822.4446 ZZZ.RWDN.FRP 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG PORWWHG: AXJ 28, 2023 - 12:43SP K:?PURMHFW?33200?33201A?CADD?ACAD?DZJ?S605.GZJ LD\RXW NDPH: S605S605 34R-408034 LUMINAIRE FOUNDATION DETAILS RDRDRD 102 103 111 P C PC SD CB TYPE 1 RIM 345.76 8 CMP (W) IE 343.81 SUMP 342.26 D SD MH 60 CONC RIM 345.96 8 CMP (E) IE 339.96 18 CPP (W) IE 339.36 8 CMP (W) IE 340.18 36 CMP (N) IE 332.56 36 CMP (S) IE 332.56 SD CB TYPE 1 RIM 345.84 8 CMP (E) IE 342.42 SUMP 340.74 D SD MH TYPE 2 RIM 345.59 18 CPP (W) IE 337.24 36 CMP (N) IE 332.89 36 CMP (S) IE 332.69 S SS MH 48 CONC RIM 342.20 10 PVC (N) IE 335.00 10 PVC (S) IE 334.80 16 C PC C C RIM 340.13 8 CMP (W) IE 335.98 8 CMP (E) IE 335.98 36 CMP (N) IE 333.05 36 CMP (S) IE 332.95 S SS MH RIM 347.79 10 PVC (N) IE 334.09 10 PVC (S) IE 333.89 AB-03 MONROE AVENUE NE4 CHAINLINK FENCE7 CHAINLINK FENCE 7 CHAINLINK FENCE 7 CHAINLINK FENCE7 CHAINLINK FENCE7 CHAINLINK FENCEJERSEY BARRIERSJERSEY BARRIERSGGGGGGGGGGGGGGGPPPP TVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTV WWWWWWWWWWWWWWSD SD SDSDSDSDSDSDSDSDSDSSSSSSSSSSSSSSSSSSSSSSSS36 CMP10 PVC36 CMP18 CPP 18 C P P 8 CMP 8 CMPOHPOHPOHPOHPOHPOHPOHPOHPOHP OHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPEL 380.68 EL 377.07 JEFFERSON AVENUE NEPPPPPPPPPPPPPPPPTV TVTVTVTVTVTVTVTVTVTVTVTVTVPTVTVTVTVTVP PPPPPPPPPPPPPPPPTVTVTVTVTVTVTVTVTVTVTVTVTVTVPPPPPTVTVTVTVPPPATP-03 ATP-04 AHA-01AHA-02 22 CPP IE 308.60 18 CPP IE 314.13 3 4 6 344 342 330 334 68 12 6 115 XXXXXXXXXXX X XXXXXXXXXXXP XXSSSSOTAK 33201.A SHEET: 11241 WLOORZV RRDG NE, SXLWH 200 RHGPRQG, WA 98052 425.822.4446 ZZZ.RWDN.FRP 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG PORWWHG: AXJ 24, 2023 - 5:12SP K:?PURMHFW?33200?33201A?CADD?ACAD?DZJ?L701.GZJ LD\RXW NDPH: 32 L701NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. L701 35 LANDSCAPE PLAN R-408035 SCALE IN FEET 30 0 30 60 CONSTRUCTION NOTES 1 LEGEND CALOCEDRUS DECURRENS / CALIFORNIA INCENSE CEDAR ROOT BARRIER, SEE L702 FOR DETAIL DROUGHT TOLERANT SHRUB PLANTING SEE L702 FOR PLANTING LAYOUT PLAY FIELD SEED MIX SEE L702 FOR SEED MIX COMPOSITION 1.NO HOLLYWOOD JUNIPERS OR GRAY GLEAM JUNIPERS SHALL BE PLANTED WITHIN A 5' BUFFER OF ANY STRUCTURE OR PAVEMENT. 2.SEE LANDSCAPE DETAILS ON SHEETS L702. GENERAL NOTES 2 GRATED VAULT TOP PLAY FIELD SEED MIX 3 CALIFORNIA INCENSE CEDAR 4 ROOT BARRIER 5 DROUGHT TOLERANT SHRUB PLANTING KBLMLM STATE O F WA SHI N GTONLIND S A Y M A R T I NLICENS E D LANDSCA P E A R C H ITECTNO. 1 580 EXP . 0 6 /1 3 /202308/28/2023 TREE PLANTING CALOCEDRUS DECURRENS / CALIFORNIA INCENSE CEDAR 38 6 HT DROUGHT TOLERANT SHRUB PLANTING 32,060 SF CISTUS CORBARIENSIS / WHITE ROCKROSE 750 2 GAL JUNIPERUS CHINENSIS TORULOSA / HOLLYWOOD JUNIPER 36 5 GAL JUNIPERUS COMMUNIS COMPRESSA / PYRAMIDAL COMMON JUNIPER 1,443 2 GAL JUNIPERUS HORIZONTALIS BLUE CHIP / BLUE CHIP JUNIPER 214 2 GAL JUNIPERUS SABINA TAMARISCIFOLIA / TAMARIX JUNIPER 303 2 GAL JUNIPERUS SCOPULORUM GRAY GLEAM / GRAY GLEAM JUNIPER 143 5 GAL PLAY FIELD SEED MIX 101,630 SF 45%LOLIUM PERENNE PERENNIAL RYEGRASS 25%POA PRATENSIS KENTUCKY BLUEGRASS 15%LOLIUM PERENNE PERENNIAL RYEGRASS 15%FESTUCA RUBRA CHEWINGS FESCUE SEEDING RATE: 10 LBS. / 1,000 SQUARE FEET PRO TIME PT 309 SUPREME MIX IS THE BASIS OF DESIGN FOR THIS SEED MIX OTAK 33201.A SHEET: 11241 WLOORZV RRDG NE, SXLWH 200 RHGPRQG, WA 98052 425.822.4446 ZZZ.RWDN.FRP 2023 OTAK, INC. OF 36 DRAWING NO. PROJECT NUMBER REVISION COMMENTSNO.BY REVIEW DATE DESIGNER DRAWN BY CHECKED BY CD TT RG PORWWHG: AXJ 24, 2023 - 5:12SP K:?PURMHFW?33200?33201A?CADD?ACAD?DZJ?L702-L703.GZJ LD\RXW NDPH: 33 L702NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. L702 36 LANDSCAPE DETAILS R-408036 NOT TO SCALE DROUGHT TOLERANT SHRUB PLANTING LAYOUT HOLLYWOOD JUNIPERBLUE CHIP JUNIPER WHITE ROCKROSE GRAY GLEAM JUNIPER CALIFORNIA INCENSE CEDAR TAMARIX JUNIPER 4-MAN LANDSCAPE BOULDER 3-MAN LANDSCAPE BOULDER NOT TO SCALE TOPSOIL TYPE A PREPARATION DETAIL PLANT SCHEDULE NOT TO SCALE TREE PLANTING, SHRUB PLANTING, LANDSCAPE BOULDER, AND ROOT BARRIER DETAIL COMPACT IN 6" LIFTS PARALLEL TO FINISH GRADE. COMPACT SOIL UNTIL A FOOTPRINT DOES NOT EXCEED 1" DEPTH. TOPSOIL TYPE A GRAVEL BACKFILL FOR WALLS FINISH GRADE NOTES: 1.DEPTH OF TOPSOIL TYPE A VARIES IN DROUGHT TOLERANT SHRUB AREAS. SEE C302 FOR DEPTHS. 2.18" TOPSOIL TYPE A DEPTH PARALLEL TO FINISH GRADE IN PLAY FIELD AREA. SEE SHEETS C302-303 FOR SUBGRADE DEPTH LANDSCAPE BOULDER, PER SPECIAL PROVISIONS 8-20. BURY 1/3 DEPTH OF LANDSCAPE BOULDER INTO FINISHED GRADE (TYP.) ROCK CLASS (-MAN)ROCK WEIGHT (LBS)AVERAGE LONGEST DIMENSION (INCHES) 3 700 TO 2,000 28 - 36 4 2,000 TO 4,000 36 - 48 LANDSCAPE BOULDERS NORTH FENCE LINE 36" DEPTH TOPSOIL TYPE A SET ROOT CROWN TO BE 1"-2" ABOVE FINISH GRADE. KEEP MULCH CLEAR OF TREE OR SHRUB BASE. MULCH 3" DEPTH IN ALL DROUGHT TOLERANT SHRUB PLANTING AREAS (KEEP MULCH CLEAR OF SHRUB BASE) FINISHED GRADE 36" DEPTH ROOT BARRIER PLAY FIELD SEED MIX 18" DEPTH TOPSOIL TYPE A SET ROOTBALL ON SUBGRADE. CUT AND REMOVE TWINE AND BURLAP FROM TOP AND SIDES OF ROOTBALL. (REMOVE ALL WIRE BASKETS.) TREES (AS SPECIFIED)SET ALL PLANTS PLUMB 1' - 6" 1:1 MAX SLOPE 3:1 TYP SLOPE 4" HIGH X 8" WIDE ROUND-TOPPED SOIL BERM, CENTERED ON DOWNHILL SIDE OF ROOTBALL. BERM SHALL BEGIN AT ROOTBALL PERIPHERY. SHRUB PLANTINGS (AS SPECIFIED) NO HOLLYWOOD JUNIPERS OR GRAY GLEAM JUNIPERS SHALL BE PLANTED WITHIN A 5' BUFFER OF ANY STRUCTURE OR PAVEMENT.5'PYRAMIDAL COMMON JUNIPER GRAVEL BORROW 12" DEPTH GRAVEL BACKFILL FOR WALLS STORMWATER INFILTRATION FACILITY KBLMLM STATE O F WA SHI N GTONLIND S A Y M A R T I NLICENS E D LANDSCA P E A R C H ITECTNO. 1 580 EXP . 0 6 /1 3 /202308/28/2023 Public Works Department MONROE AVE NE INFILTRATION FACILITY CAG-23-316 STANDARD DETAILS 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 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 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'— // IOy Nlreltl LF EO REM ANC ODES SOEWA MMPE;_ CMN^- _ VMffS!SEE NOtE I WINES. 4 18 Li UFPAVEA 1M111M1Mr KOImEo IORarYI1 K FAAMIONAM RYP.1 m-E'ICIwau NAWr RYPJ CEl1EM NIEEETA.P E0t1 %'I // \\ 9m R411Ef1 CONCREli Irw ERlI„CRIORR m NOTE E j PUBLIC WORKS CEMENT CONCRETE DRIVEWAY Elm DEPARTMENT ENTRANCE -TYPES C1 B, C213, C3B, and C-MAXB (WITH BUFFED For NOTES see STD PLAN 104.2 STD. PLAN - 104.4 i I I I P.L11 Gregg Zimmerman, Public Works Administrator I` VMFS _ Ea[I1 1q 4 In Y.l<6Ef IORarYI1 E, w OEPPESSEtJ CUX8E Wl1Ep- Irw ERlI„CRIORR Ivw lANsrWGIAH.gMi SEEMOTEICEMENitILWTTEEANlJNWIrHIAIIVLVgSEGUTTEA ISEE NOEE A E'tdllMCi10N JOWf jf W J 60Ewri:kwl0m! IKE SM PUN IEA PUN VIEW ITYPE CO SHOWN, CI 8 M IC -MM SIMIIARI SEE NOTE EI j PUBLIC WORKS CEMENT CONCRETE DRIVEWAY Elm DEPARTMENT ENTRANCE -TYPES C1 B, C213, C3B, and C-MAXB (WITH BUFFED For NOTES see STD PLAN 104.2 STD. PLAN - 104.4 i I I I P.L11 Gregg Zimmerman, Public Works Administrator I` VMFS _ Ea[I1 1q In Y.l<6Ef IORarYI1 E, w OEPPESSEtJ CUX8E Wl1Ep- Irw ERlI„CRIORR Ivw rSEE MOIEA E yr fYMMW nFf RVV.I 6ECTION O Ixe em µiir°iIIIrP1 60Ewri:kwl0m! r pwtwarw In mve alaaE laiare ervrolESlacEwE'Em _- ___ _ 16M Re£WAY IC ARI. 1r YN. SE tm O j PUBLIC WORKS CEMENT CONCRETE DRIVEWAY Elm DEPARTMENT ENTRANCE -TYPES C1 B, C213, C3B, and C-MAXB (WITH BUFFED For NOTES see STD PLAN 104.2 STD. PLAN - 104.4 i I I I P.L11 Gregg Zimmerman, Public Works Administrator 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 POLE ELEVATION FOUNDATION SHALL SUPPORT POLE SHOWN IN STANDARD PLAN 117.1A FOUNDATION, AND ANCHOR BOLT DETAILS PER STANDARD PLAN 117.1A j jjDocuSign Envelope ID: 9D9B0DA8-0385-4664-AE66-57BFF1561D7F 7/27/2022 | 5:44 PM PDT FOUNDATION DETAILS POLE ELEVATION POLE CHAMBER DETAIL jj jDocuSign Envelope ID: 9D9B0DA8-0385-4664-AE66-57BFF1561D7F 7/27/2022 | 5:44 PM PDT BASE COVER DETAIL CABINET TOP PLATE DETAIL CABINET BOTTOM PLATE DETAIL CABINET CHAMBER DETAIL DocuSign Envelope ID: 9D9B0DA8-0385-4664-AE66-57BFF1561D7F 7/27/2022 | 5:44 PM PDT LUMINAIRE ARM DETAILS LUMINAIRE ARM MOUNTING BRACKET DETAILS DocuSign Envelope ID: 9D9B0DA8-0385-4664-AE66-57BFF1561D7F 7/27/2022 | 5:44 PM PDT DocuSign Envelope ID: 9D9B0DA8-0385-4664-AE66-57BFF1561D7F 7/27/2022 | 5:44 PM PDT DocuSign Envelope ID: 9D9B0DA8-0385-4664-AE66-57BFF1561D7F 7/27/2022 | 5:44 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: 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 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: 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 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 O L L U 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 - 204.50 PUBLIC 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 8/13/2020 | 8:48 AM PDT 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: 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 AM PDT 1.CONDITIONS OF USE 1.1.FOR PERMANENT STABILIZATION OF SLOPES 2H:1V OR GREATER AND WITH MORE THAN 10 FEET OF VERTICAL RELIEF. 1.2.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. 2.DESIGN AND INSTALLATION SPECIFICATIONS 2.1.INSTALLATION IS CRITICAL TO THE EFFECTIVENESS OF THIS PRODUCT. IF GOOD GROUND CONTACT IS NOT ACHIEVED, RUNOFF CAN CONCENTRATE UNDER THE PRODUCT, RESULTING IN SIGNIFICANT EROSION. 2.2.JUTE MATTING MUST BE USED IN CONJUNCTION WITH MULCH. EXCELSIOR, WOVEN STRAW, BLANKETS, AND COIR (COCONUT FIBER) BLANKETS MAY BE INSTALLED WITHOUT MULCH. 2.3.PURELY SYNTHETIC BLANKETS ARE ALLOWED, BUT SHALL ONLY BE USED FOR LONG-TERM STABILIZATION OF WATERWAYS. THE ORGANIC BLANKETS ARE BETTER FOR SLOPE PROTECTION AND SHORT-TERM WATERWAY PROTECTION BECAUSE THEY RETAIN AND PROVIDE ORGANIC MATTER TO THE SOIL, SUBSTANTIALLY IMPROVING THE SPEED AND SUCCESS OF RE-VEGETATION. 2.4.DO NOT STRETCH BLANKETS/MATTINGS TIGHT - ALLOW THE ROLLS TO MOLD TO ANY IRREGULARITIES. 2.5.SLOPE SURFACE SHALL BE SMOOTH BEFORE PLACEMENT FOR PROPER SOIL CONTACT. 2.6.STAPLING PATTERN AS PER MANUFACTURER'S RECOMMENDATION. 2.7.IF THERE IS A BERM AT THE TOP OF SLOPE, ANCHOR UPSLOPE OF THE BERM. 2.8.FOR SLOPES LESS THAN 3H:1V, ROLLS MAY BE PLACED IN HORIZONTAL STRIPS. 2.9.LIME, FERTILIZE, AND SEED BEFORE INSTALLATION. PLANTING OF SHRUBS, TREES, ETC. SHOULD OCCUR AFTER INSTALLATION. 3.MAINTENANCE STANDARDS 3.1.GOOD CONTACT WITH THE GROUND MUST BE MAINTAINED, AND THERE MUST NOT BE EROSION BENEATH THE NET OR BLANKET. 3.2.AREAS OF THE NET OR BLANKET THAT ARE DAMAGED OR NOT IN CLOSE CONTACT WITH THE GROUND SHALL BE REPAIRED AND STAPLED. 3.3.IF EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE, THE PROBLEM SHALL BE FIXED AND THE ERODED AREA PROTECTED. NOTES: 2" MIN. OVERLAP 6" MIN. OVERLAP ANCHOR IN 6" x 6" MIN. TRENCH AND STAPLE AT 12" INTERVALS BRING MATERIAL DOWN TO A LEVEL AREA, TURN THE END UNDER 4", AND STAPLE AT 12" INTERVALS STAPLE OVERLAPS 5' MAX. SPACING SLOPE INSTALLATIONS OF NETS AND BLANKETS STD. PLAN - 213.20 PUBLIC 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 9/28/2018 | 9:45 AM PDT 1.CONDITIONS OF USE 1.1.PLASTIC COVERING MAY BE USED ON DISTURBED AREAS THAT REQUIRE COVER MEASURES FOR LESS THAN 30 DAYS. 1.2.PLASTIC IS PARTICULARLY USEFUL FOR PROTECTING CUT AND FILL SLOPES AND STOCKPILES. 1.3.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. 1.4.THIS METHOD SHALL NOT BE USED UPSLOPE OF AREAS THAT MIGHT BE ADVERSELY IMPACTED BY RUNOFF. SUCH AREAS INCLUDE STEEP AND UNSTABLE SLOPES. 2.DESIGN AND INSTALLATION SPECIFICATIONS 2.1.PLASTIC SHEETING SHOULD HAVE A MINIMUM THICKNESS OF 0.06 MILLIMETERS. 2.2.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. 2.3.TIRES, SAND BAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC. 2.4.SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12 INCHES AND BE WEIGHTED OR TAPED. 3.MAINTENANCE STANDARDS 3.1.TORN SHEETS MUST BE REPLACED AND OPEN SEAMS REPAIRED. 3.2.IF THE PLASTIC BEGINS TO DETERIORATE DUE TO ULTRAVIOLET RADIATION, IT MUST BE COMPLETELY REMOVED AND REPLACED. 3.3.WHEN THE PLASTIC IS NO LONGER NEEDED, IT SHALL BE COMPLETELY REMOVED. NOTES: 10' MAX.. 10' MAX. TOE IN SHEETING IN 4" x 4" MIN. TRENCH PROVIDE ENERGY DISSIPATION AT TOE IF EROSION IS LIKELY SANDBAG (TYP.) PLASTIC COVERING STD. PLAN - 213.30 PUBLIC 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 9/28/2018 | 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: 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 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: 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 AM PDT PLAN VIEW ELEVATION VIEW SECTION A NOTES: 6" SEWER PIPE WITH BUTTERFLY VALVES 8'x8' SUMP WITH 5' OF CATCH TO ACCOMMODATE CLEANING BY TRACKHOE 3" TRASH PUMP WITH FLOATS ON SUCTION HOSE 2" SCH 40 1 1/2" SCH 40 FOR SPRAYERS MIDPOINT SPRAY NOZZLES, IF NEEDED 2% SLOPE5H:1V5H:1V2% SLOPE 1H:1V1H:1V15' ATB APRON TO PROTECT GROUND FROM SPLASHING WATER ATB CONSTRUCTION ENTRANCE ASPHALT CURB ON THE LOW ROAD SIDE TO DIRECT WATER BACK TO POND 6" SLEEVE UNDER ROAD BALL VALVE (TYP.) CURB 6" SLEEVE 15'15'20'15'50' 5' 18' 12' 3' 1 1 LOCATE INVERT OF TOP PIPE 12" TO 14" ABOVE BOTTOM OF WHEEL WASH 8'x8' SUMP TO ACCOMMODATE CLEANING BY TRACKHOE DRAIN PIPE WITH BUTTERFLY VALVE WATER LEVEL, 12" TO 14" DEEPA6" ATB OVER CRUSHED BASE MATERIAL OR 8" ATB OVER A GOOD SUBGRADE 5% - 10%SLOPE1.CONDITIONS OF USE 1.1.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. 2.DESIGN AND INSTALLATION SPECIFICATIONS 2.1.USE A LOW CLEARANCE TRUCK TO TEST THE WHEEL WASH BEFORE PAVING. EITHER A BELLY DUMP OR LOWBOY WILL WORK WELL TO TEST CLEARANCE. 2.2.MIDPOINT SPRAY NOZZLES ARE ONLY NEEDED IN VERY MUDDY CONDITIONS. 2.3.POLYACRYLAMIDE (PAM) ADDED TO WHEEL WASHWATER AT A RATE OF 0.25-0.5 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. 3.MAINTENANCE STANDARDS 3.1.THE WHEEL WASH SHOULD START OUT EACH DAY WITH CLEAN, FRESH WATER. 3.2.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. 3.3.WHEEL WASH OR TIRE BATH WASHWATER SHALL BE DISCHARGED TO A SEPARATE ONSITE TREATMENT SYSTEM, SUCH AS A CLOSED-LOOP RECIRCULATION SYSTEM OR LAND APPLICATION, OR TO THE SANITARY SEWER SYSTEM WITH PROPER APPROVAL AND/OR PERMITS FROM KING COUNTY AND THE CITY OF RENTON. WHEEL WASH AND PAVED CONSTRUCTION ENTRANCE STD. PLAN - 215.00 PUBLIC 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 9/28/2018 | 9:45 AM PDT EXIST I N G R O A D 1.CONDITION OF USE 1.1.CONSTRUCTION ENTRANCE 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. 1.2.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. 2.DESIGN AND INSTALLATION SPECIFICATIONS 2.1.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: 2.2.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. 2.3.HOG FUEL (WOOD BASED MULCH) MAY BE SUBSTITUTED FOR OR COMBINED WITH QUARRY SPALLS IN AREAS THAT WILL NOT BE USED FOR PERMANENT ROADS. 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. 2.4.FENCING SHALL BE INSTALLED AS NECESSARY TO RESTRICT TRAFFIC TO THE CONSTRUCTION ENTRANCE. 2.5.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. 3.MAINTENANCE STANDARDS 3.1.QUARRY SPALLS SHALL BE ADDED IF THE PAD IS NO LONGER IN ACCORDANCE WITH THE SPECIFICATIONS. 3.2.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. 3.3.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 AND DISCHARGED APPROPRIATELY. WASH WATER MUST BE PUMPED BACK ONTO THE SITE AND CANNOT DISCHARGE TO SYSTEMS TRIBUTARY TO SURFACE WATERS. 3.4.ANY QUARRY SPALLS THAT ARE LOOSENED FROM THE PAD AND END UP ON THE ROADWAY SHALL BE REMOVED IMMEDIATELY. 3.5.IF VEHICLES ARE ENTERING OR EXITING THE SITES AT POINTS OTHER THAN THE CONSTRUCTION ENTRANCE(S), FENCING SHALL BE INSTALLED TO CONTROL TRAFFIC. NOTES: CONSTRUCTION ENTRANCE NOTES: 1.DRIVEWAYS SHALL BE PAVED TO THE EDGE OF THE RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. 2.IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PRESENT, AS PER CITY ROAD STANDARDS GEOTEXTILE 4"-8" QUARRY SPALLS 12" MIN. THICKNESS 15' MIN. PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA 100' MIN. GRAB TENSILE STRENGTH (ASTM D4632)200 LBS. MIN. GRAB TENSILE ELONGATION (ASTM D4632)30% MAX. (WOVEN) CBR PUNCTURE STRENGTH (ASTM D6241)495 LBS. MIN. AOS (ASTM D4751)20-45 (U.S. STANDARD SIEVE SIZE) R = 25' MIN. STABILIZED CONSTRUCTION ENTRANCE STD. PLAN - 215.10 PUBLIC 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 9/28/2018 | 9:45 AM PDT NOTES: SECTION VIEW ISOMETRIC VIEW DRAINAGE GRATE TRIM GRATE FRAME FILTERED WATER SEDIMENT AND DEBRIS OVERFLOW BYPASS BELOW INLET GRATE DEVICE DRAINAGE GRATE (RECTANGULAR GRATE SHOWN)RETRIEVAL SYSTEM (TYP.) OVERFLOW BYPASS (TYP.) BELOW INLET GRATE DEVICE 1.PROTECTION SHALL BE PROVIDED FOR ALL STORM DRAIN INLETS DOWNSLOPE AND WITHIN 500 FEET OF A DISTURBED OR CONSTRUCTION AREA, UNLESS THE RUNOFF THAT ENTERS THE CATCH BASIN WILL BE CONVEYED TO A SEDIMENT POND OR TRAP. 2.INLET PROTECTION SHALL BE USED TO PROTECT THE DRAINAGE SYSTEM. 3.THE CONTRIBUTING DRAINAGE AREA MUST NOT BE LARGER THAN ONE ACRE. 4.SIZE THE BELOW INLET GRATE DEVICE (BIGD) FOR THE STORMWATER STRUCTURE IT WILL SERVICE. 5.THE BIGD SHALL HAVE A BUILT-IN HIGH-FLOW RELIEF SYSTEM (OVERFLOW BYPASS). 6.THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE BIGD WITHOUT SPILLING THE COLLECTED MATERIAL. 7.PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION 8-01.3(15). 8.ANY SEDIMENT IN THE CATCH BASIN INSERT SHALL BE REMOVED WHEN THE SEDIMENT HAS FILLED ONE-THIRD OF THE AVAILABLE STORAGE. THE FILTER MEDIA FOR THE INSERT SHALL BE CLEANED OR REPLACED AT LEAST MONTHLY. 5" MAX. CATCH BASIN INSERT STD. PLAN - 216.30 PUBLIC WORKS DEPARTMENT APPROVED: 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 AM PDT 1.CONDITIONS OF USE 1.1.REQUIRED AT: 1.1.1.THE TOP OF ALL SLOPES IN EXCESS OF 3H:1V AND WITH MORE THAN 20 FEET OF VERTICAL RELIEF. 1.1.2.AT INTERVALS ON ANY SLOPES THAT EXCEEDS THE DIMENSIONS SPECIFIED BELOW. 2.DESIGN AND INSTALLATION SPECIFICATIONS 2.1.FOR SLOPES STEEPER THAN 2H:1V WITH MORE THAN 10 FEET OF VERTICAL RELIEF, BENCHES MAY BE CONSTRUCTED OR CLOSER SPACED INTERCEPTOR SWALES MAY BE USED. THE DESIRED MEASURE MUST BE DESIGNED BY AN ENGINEER TO EFFECTIVELY INTERCEPT THE HIGH VELOCITY RUNOFF TO A SEDIMENT POND OR TRAP. 2.2.CONSTRUCTION TRAFFIC OVER TEMPORARY SWALES SHALL BE MINIMIZED. 3.MAINTENANCE STANDARDS 3.1.DAMAGE RESULTING FROM RUNOFF OR CONSTRUCTION ACTIVITY SHALL BE REPAIRED IMMEDIATELY. 3.2.IF THE FACILITIES DO NOT REGULARLY RETAIN STORM RUNOFF, THE CAPACITY AND/OR FREQUENCY OF THE SWALES SHALL BE INCREASED. NOTES: 2 MAX. 1 AVERAGE SLOPE SLOPE PERCENT FLOW PATH 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 2 MAX. 1 2' MIN. 12" MIN. SWALE SPACING DEPENDS ON SLOPE GRADIENT LEVEL BOTTOM INTERCEPTOR SWALE STD. PLAN - 217.10 PUBLIC 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 9/28/2018 | 9:45 AM PDT GENERAL NOTES:1.FENCE MATERIAL SHALL BE 9 GAUGE GALVANIZED STEEL FABRIC WITH BONDED VINYL COATING. VINYL COATING SHALL BE COMPATIBLE WITH THE SURROUNDING ENVIRONMENT AS APPROVED BY THE CITY (E.G.GREEN IN OPEN, GRASSY AREAS AND BLACK IN WOODED AREAS). ALL POSTS, CROSS BARS, AND GATES SHALL BE PAINTED OR COATED THE SAME COLOR AS VINYL CHAIN LINK FENCE.2.UNLESS OTHERWISE SPECIFIED ON STD. PLAN 234.60 OR 234.70, STANDARD MATERIALS USED IN CONSTRUCTION OF CHAIN LINK FENCE AND GATES SHALL BE IN ACCORDANCE WITH WSDOT STD. SPEC SECTION 9-16.1.3.ALONG THE TOP AND BOTTOM, USING WIRE TIES AND HOG RINGS, FASTEN THE CHAIN LINK FENCE FABRIC TO THE TOP RAIL AND TENSION WIRE WITHIN THE LIMITS OF THE FIRST FULL FABRIC WEAVE.4.WITHIN 10 FEET OF A TRAVELED LANE, USE TENSION WIRE INSTEAD OF A TOP RAIL.5.BOTH SIDES OF A CORNER POST SHALL CONNECT TO A PULL POST (SEE END DEPICTION).6.IF SOIL ALLOWS, LINE POSTS MAY BE DRIVEN DIRECTLY INTO GROUND A MINIMUM OF 2'-6" INSTEAD OF USING CONCRETE POST BASE.LINE POSTGATEPOST, FRAME, AND RAIL SPECIFICATIONS(HIGH STRENGTH SCHEDULE 40 GALVANIZED PIPE)MEMBEROUTSIDE DIAMETER O.D.WEIGHT (LB/FT)GATE POST4"6.56END POST / CORNER POST /PULL POST2-7/8"4.64LINE POST2-3/8"3.12GATE FRAME1-7/8"2.28TOP RAIL1-5/8"1.83TIE WIRES (TYP.)SPACED @ 14" MAX.LINE POST SPACED@ 10' MAX.6' FABRICHEIGHT(TYP.)2'-6"(TYP.)TIE WIRES (TYP.)SPACED @14" MAX.CHAIN LINK FENCEFABRIC (TYP.)PULL POST(AT GATE)TENSIONWIRE (TYP.)3'-0" (TYP.)GATE POST12" ROUNDTRUSSROD (TYP.)TIE WIRES (TYP.)SPACED @14" MAX.MATCH FENCE SELVAGE (TYP.)MATCH FENCESELVAGE (TYP.)16'10'TOP HINGE ~180°SWING (TYP.)I234.70TOP RAIL (TYP.),SEE NOTE 4PULL POST(AT GATE)TENSIONWIRE (TYP.)BOTTOM HINGE~180° SWING (TYP.)18"HOG RINGS (TYP.)SPACED @ 24" MAX.J234.70K234.70FABRIC BAND WITHCARRIAGE BOLT AND NUT(TYP.) SPACED @ 15" MAXSTRETCHER BAR (TYP.)6'FABRICHEIGHT(TYP.)SEE NOTE 612" ROUND12" ROUND10" MIN. ROUND10" MIN.ROUNDG234.70H234.70E234.70GATE POSTGATE LATCHGATE FRAME (TYP.)E234.70F234.70CORNEREND10' MAX.END POSTTENSIONWIRE (TYP.)A234.70FABRIC BAND WITH CARRIAGEBOLT AND NUT (TYP.)SPACED @ 15" MAXSTRETCHERBAR (TYP.)TENSIONWIRE (TYP.)HOG RINGS (TYP.)SPACED @ 24" MAX.TOP RAIL (TYP.),SEE NOTE 4C234.703'-0"(TYP.)~1"TIE WIRES (TYP.)SPACED @14" MAX.CONCRETE POST BASE (TYP.)10" DIA MIN.KNUCKLEDSELVAGE (TYP.)PULL POST(AT END ORCORNER)B234.70D234.70CHAIN LINKFENCE FABRIC(TYP.)CORNER POST,SEE NOTE 56"(TYP.)6'FABRICHEIGHT(TYP.)PUBLIC WORKSDEPARTMENTAPPROVED:DATEMartin PastuchaPublic Works AdministratorUNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS)POND FENCING AND GATESTD. PLAN - 234.60DocuSign Envelope ID: 3B1B34D3-7E0A-476C-ADB3-4329FFE0C1088/13/2020 | 8:48 AM PDT SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION STATE DESIGN ENGINEER Washington State Department of Transportation TYPE K BAND ANGLE CONNECTOR DETAIL TYPE D BAND ANGLE CONNECTOR DETAIL TYPE F BAND ANGLE CONNECTOR DETAIL TYPE F TYPE KTYPE K SEMI-CORRUGATED BAND TYPE F ANNULAR CORRUGATED BAND TYPE D REFORMED PIPE ENDS W REFORMED PIPE ENDS W W OR HELICAL END WITH REFORMED END NEW PIPE EXTENSION PITCH × DEPTH CORRUGATION TYPE BAND 3 × 1 OR 2 2/3 × 1/2 2 2/3 × 1/2 REFORMED TO 12 ~ 84 3 × 1 2 2/3 × 1/2 REFORMED TO TYPE GASKET DIAM. PIPE W MIN. 3 × 1 OR 2 2/3 × 1/2 2 2/3 × 1/2 REFORMED TO D 90 ~ 144 12 ~ 84 12 ~ 48 54 ~ 84 54 ~ 144 F K 12 SLEEVE SLEEVE24 10 1/2 12 24 24 2 2/3 × 1/2 SLEEVE 3 × 1 3 × 1 2 2/3 × 1/2 REFORMED TO 2 2/3 × 1/2 D F K SLEEVE SLEEVE 12 ~ 72 12 36 ~ 60 12 24 10 1/2 12 24 24 66 ~ 108 12 ~ 48 12 ~ 48 54 ~ 84 54 ~ 96 2 2/3 x 1/2 2 2/3 x 1/2 3 × 1ALUMINUMSTEEL(ALL DIMENSIONS ARE IN INCHES) COUPLING BAND DIMENSION TABLE PIPE ARCH ONLY HELICAL END EXISTING PIPE WITH FOR CLARITY (TYP.) BAND LAP NOT SHOWN DOUBLE BAR & STRAP CONNECTOR DETAIL BAR & STRAP CONNECTOR DETAIL 1/2" (IN) × 6" (IN) BOLT (TYP.) 1/2" (IN) × 6" (IN) BOLT (TYP.) 1/2" (IN) × 6" (IN) BOLT (TYP.) (FOR PIPE EXTENSIONS ONLY) FLAT BAND OR DIMPLE BAND O-RING OR SLEEVE O-RING OR SLEEVE CORRUGATED METAL PIPE COUPLING BANDS FOR STANDARD PLAN B-60.40-01STATEOFWASHINGT O NR EGISTEREDPROFE S SIONAL ENGINEERNA M L IEH EILUJ 41819 .. 10'-0" MAX. END OR CORNER POST TENSION WIRE HOG RINGS (TYP.) - SPACED @ 24" (IN) MAX. 10'-0" MAX. END OR CORNER POST TENSION WIRE CONCRETE POST BASE (TYP.) PULL POST TENSION WIRE PULL POST ,., . •, · .. <! . ' ·' . . .. . , ., POST AND RAIL SPECIFICATIONS PIPE ROLL FORMED POST NOM. SIZE WEIGHT (SCH. 40) SECTION (lb/ft) I. D. END, CORNER, OR PULL POST 2 1/2" DIAM. 8 5.10 LINE OR BRACE POST 2" DIAM. 0 1.85 1 000' -0" MAX. TENSION WIRE LINE POST -SPACED @ 1 0' (FT) MAX. 1-::c (!) = jjj O::c -' (.) coo:: m ;;: TYPE3 500' -0" MAX. TENSION WIRE LINE POST -SPACED @ 1 0' (FT) MAX. 1-::c (!) = jjj O::c -' (.) .... 0:: m ;;: TYPE4 3 1/2" p ~ =:::::::: ~ C") ] FABRIC LOOP-J 8 2 SIDES Y TWISTED SELVAGE (TYP.) KNUCKLED SELVAGE (TYP.) 10'-0" MAX. (TYP.) TENSION WIRE KNUCKLED SELVAGE (TYP.) 1 5/8" 1 ~~c --' FENCE LINE 0 PULL POST -SPACED @ 1 000' (FT) MAX. HOG RINGS (TYP.) - SPACED @ 24" (IN) MAX. NOTES 1. All concrete post bases shall be 1 0" (in) minimum diameter. TENSION WIRE BRACE POST 2. Along the top and bottom, using Hog Rings, fasten the Chain Link Fence Fabric to the Tension Wire within the limits of the first full fabric weave. CHAIN LINK FENCE FABRIC CONCRETE POST BASE (TYP.) TENSION WIRE 3. Details are illustrative and shall not limit hardware design or post selection of any particular fence type. 4. Fencing shall be used for security and boundary delineation only. TIE WIRES (TYP.) - SPACED @ 14" (IN) MAX. POST FABRIC BAND WITH CARRIAGE BOLT AND NUT-SPACED 15" (IN) MAX. STRETCHER BAR HOG RINGS (TYP.) - SPACED @ 24" (IN) MAX. TENSION WIRE BRACE POST CHAIN LINK FENCE FABRIC METHOD OF FASTENING STRETCHER BAR TO POST TIE WIRES (TYP.) - SPACED @ 14" (IN) MAX . CHAIN LINK FENCE TYPES 3AND 4 STANDARD PLAN L-20.10-03 SHEET 1 OF 2 SHEETS APPROVED FOR PUBLICATION STATE DESIGN ENGINEER ..... ... Washington State Department of Transportation 0::: w ::c (.) 1-w ....1 u.. ~ ....1 0 (.) ~ ~ 0 FABRIC BAND WITH CARRIAGE BOLT AND NUT TENSION WIRE TIE WIRE -SPACED @ 14" (IN) MAX. (TYP.) HOG RING -SPACED @ 24" (IN) MAX. END OR CORNER POST DETAIL 0 ' :v ' ' ' ' ' ' ' BRACE POST DETAIL 0 BRACE BAND WITH CARRIAGE BOLT AND NUT TENSION WIRE STRETCHER BAR TENSION WIRE TURNBUCKLE BRACE BAND WITH CARRIAGE BOLT AND NUT TWO-WAY BRACE BAND WITH CARRIAGE BOLTS AND NUTS TENSION WIRES FABRIC BAND WITH CARRIAGE BOLT AND NUT (TYP.) TURNBUCKLE STRETCHER BAR (TYP.) PULL POST {AT END OR CORNER) DETAIL 0 TWO-WAY BRACE BAND WITH CARRIAGE BOLTS AND NUTS TENSION WIRES FABRIC BAND WITH CARRIAGE BOLT AND NUT (TYP.) PULL POST {WITHIN RUN) DETAIL 0 TURNBUCKLE TENSION WIRES STRETCHER BAR (TYP.) TENSION WIRE CHAIN LINK FENCE TYPES 3AND 4 STANDARD PLAN L-20.10-03 SHEET 2 OF 2 SHEETS APPROVED FOR PUBLICATION STATE DESIGN ENGINEER ..... ... Washington State Department of Transportation Public Works Department MONROE AVE NE INFILTRATION FACILITY CAG-23-316 DEPARTMENT OF ECOLOGY SPECIFICATIONS INSERT WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER FACILITY SPECIFICATIONS INSERT General Partial funding of this project is being provided by the Washington State Department of Ecology’s (Ecology) Stormwater Grant Program. Compliance w ith State and Local Laws The construction of the project, including all subcontracted work, shall conform to the applicable requirements of state and local laws and ordinances. State Interest Exclusion 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. Third Party Beneficiary Partial funding of this project is being provided through the Washington State Department of Ecology Stormwater Grant Program. 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. Access to the construction site and to records The contractor shall provide for the safe access to the construction site and to the contractor's records by Washington State Department of Ecology personnel. The Contractor shall maintain accurate records and accounts to facilitate the Owner’s audit requirements and shall ensure that all subcontractors maintain auditable records. These Project records shall be separate and distinct from the Contractor’s other records and accounts. All such records shall be available to the Owner and to Washington State Department of Ecology personnel for examination. All records pertinent to this project shall be retained by the Contractor for a period of three (3) years after the final audit. 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 Department of Ecology. Inadvertent Discovery of Archeological Resources The contractor shall obtain a copy of the Inadvertent Discovery Plan from the Project Owner. The contractor shall keep a copy of the inadvertent discovery plan for the project on the work site at all times. The contractor shall immediately stop all work if human remains, cultural, or archeological resources are discovered in the course of construction. The contractor shall follow the inadvertent discovery plan in dealing with the human remains, cultural, or archeological resources. Project Signs The Contractor shall display Ecology’s logo in a manner that informs the public that the project received financial assistance from the Washington State Stormwater Grant Program. Utilization of Minority and Women Business Enterprises All bidders are encouraged to utilize certified minority-owned and women-owned businesses to the extent possible in the performance of this contract. All prospective bidders or persons submitting qualifications should take the following steps, when possible. 1. Include qualified minority and women's businesses on solicitation lists. 2. Assure that qualified minority and women's businesses are solicited whenever they are potential sources of services or supplies. 3. Divide the total requirements, when economically feasible, into smaller tasks or quantities to permit maximum participation by qualified minority and women's businesses. 4. Establish delivery schedules, where work requirements permit, which will encourage participation of qualified minority and women's businesses. 5. Use the services and assistance of the State Office of Minority and Women's Business Enterprises (OMWBE) and the Office of Minority Business Enterprises of the U.S. Department of Commerce, as appropriate. All prospective bidders must provide a list of the MBE/WBE subcontractors they intend to use during the project. This list must be provided with the bid package. Revised 3/25/15 Public Works Department MONROE AVE NE INFILTRATION FACILITY CAG-23-316 GEOTECHNICAL REPORT CITY OF RENTON, PHASE 3 GEOTECHNICAL EVALUATION FOR STORMWATER FACILITY, UPPER BALCH PIT Monroe Avenue NE Storm System Improvements, 100% Design Prepared for: Otak 190398 Task 3.1.1.2D  July 24, 2023 FINAL e a r t h w a t e r+ppeecc tt C O N S U L T I N G CITY OF RENTON, PHASE 3 GEOTECHNICAL EVALUATION FOR STORMWATER FACILITY, UPPER BALCH PIT Monroe Avenue NE Storm System Improvements, 100% Design Prepared for: Otak 190398 Task 3.1.1.2D  July 24, 2023 FINAL Aspect Consulting, LLC Elson T. “Chip” Barnett, LEG Senior Engineering Geologist ebarnett@aspectconsulting.com Erik O. Andersen, PE Principal Geotechnical Engineer eandersen@aspectconsulting.com Matthew M. Lewis, LHG Project Hydrogeologist mlewis@aspectconsulting.com John Knutson, PE, PMP Principal Water Resources Engineer jknutson@aspectconsulting.com V:\190398 City of Renton Monroe Ave NE Storm System Improvements\Deliverables\Task 3.1.1.2D 100% Design\Final\100%_Report_Final_07-24-23.docx 7/24/23 7/24/23 earth +w ater Aspect Consulting, LLC 710 2nd Avenue Suite 550 Seattle, WA 98104 206.328.7443 www.aspectconsulting.com ASPECT CONSULTING 190398 TASK 3.1.1.2D  JULY 24, 2023 FINAL i Contents 1 Introduction ................................................................................................ 1 1.1 Background ................................................................................................ 1 2 Site Conditions ............................................................................................ 2 3 Subsurface Conditions ............................................................................... 3 3.1 Geologic Mapping ....................................................................................... 3 3.2 Geology and Stratigraphy ........................................................................... 3 3.3 Field Investigation ....................................................................................... 4 3.3.1 Infiltration Testing ................................................................................. 4 3.3.2 Laboratory Testing ................................................................................ 5 3.3.3 Groundwater ......................................................................................... 5 3.4 Seismicity ................................................................................................... 6 3.4.1 Surficial Ground Rupture ...................................................................... 7 3.4.2 Liquefaction .......................................................................................... 7 3.5 Critical Areas .............................................................................................. 8 3.6 Geologic Hazard Area Slope Setback ........................................................ 8 4 Stormwater Infiltration Design ................................................................... 9 4.1 Soil Infiltration Rates ................................................................................... 9 4.1.1 Facility Design and Narratives .............................................................. 9 4.2 Temporary Slopes .................................................................................... 11 4.2.1 Slope Stability Analysis of Temporary Slopes ..................................... 11 4.3 Contruction Considerations ...................................................................... 12 4.3.1 Gravity Block Wall............................................................................... 13 4.3.2 Luminaire Light Pole Relocation along Monroe Ave NE ...................... 13 5 Conclusions and Recommendations....................................................... 14 5.1 Stormwater Design ................................................................................... 14 5.2 Construction ............................................................................................. 15 5.2.1 General Recommendations ................................................................ 15 5.2.2 Infiltration Chamber Gallery Area ........................................................ 16 5.2.3 Enhanced Water Quality Vault Area ................................................... 16 5.2.4 Gravity Block Wall............................................................................... 17 5.2.5 Luminaire Light Pole Relocation along Monroe Ave NE ...................... 18 6 References ................................................................................................. 19 7 Limitations ................................................................................................. 21 Infiltration Testing Field Methods ......................................................................... 1 Infiltration Testing Analysis Methods .................................................................... 1 ASPECT CONSULTING ii FINAL 190398 TASK 3.1.1.2D  JULY 24, 2023 List of Tables 1 Well Summary ............................................................................................4 2 Seismic Design Parameters .......................................................................7 3 Summary of Design Infiltration Rates (Idesign) for the Proposed Facility .... 10 4 Summary of Soil Engineering Properties .................................................. 12 5 Slope Stability Analyses Results .............................................................. 12 List of Figures 1 Site Location Map 2 Site Plan 3 Hydrograph of AB-03 and AB-06 4 Site Grading and Stockpile Plan List of Appendices A Subsurface Exploration Program B Laboratory Testing Results C Borehole Infiltration Testing D Slope Stability Analysis E Stormwater Infiltration Facility Section F Report Limitations and Guidelines for Use ASPECT CONSULTING 190398 TASK 3.1.1.2D  JULY 24, 2023 FINAL 1 1 Introduction Aspect Consulting, LLC (Aspect) prepared this report for Otak and the City of Renton (City) of the 100% geotechnical evaluation design in support of Phase 3 of the Upper Balch Pit as a stormwater management facility at the Monroe Avenue NE site in Renton, Washington (Site). This report includes current results of focused geotechnical evaluations at targeted locations within the approximately 246-acre stormwater subbasin (Subbasin). 1.1 Background In December 2020, we completed a memorandum that included the results of our Phase 1 geotechnical evaluation with preliminary data focused on feasibility for the Upper Balch Pit as a potential facility and recommended next steps for the Monroe Avenue NE Storm System Improvement Project (Project; Aspect 2020a). In July 2021, we completed a 30% Design Report that provided preliminary recommendations (Aspect, 2021). The following sections provide background on the Site, an overview of local geology, geotechnical data, and a description of data evaluated for the potential stormwater infiltration site at the Upper Balch Pit. The Site currently receives stormwater from a 246-acre Subbasin in the Renton Highlands area (Figure 1). A 670-foot-long, 36-inch-diameter perforated pipe along NE 2nd Street and a 200-foot-long, 48-inch-diameter perforated pipe along King County Access Road drain portions of the stormwater runoff. In 1994, a large rain event caused flooding in the street along Monroe Avenue NE, south of NE 4th Street, and erosion of the northeast corner of the Upper Balch Pit, a privately- owned gravel pit (located at 301 Monroe Avenue NE). To accommodate any future high- flow runoff, the Upper Balch Pit property owner provided the City with a temporary easement. The easement allowed construction of one 18-inch-diameter and one 24-inch- diameter overflow pipe, which would discharge flows into the pit during high-flow events. This temporary system has prevented flooding of the roadway and adjacent property since the original event. A recent application to the City to redevelop the Upper Balch Pit site will remove the two overflow pipes from operation. In order to minimize risk of property damage from urban flooding or incidents nearby, a new approach to managing high-flow runoff needs to be constructed prior to the removal of the pipes to allow the City to continue to manage stormwater within the Subbasin. Following the submittal of our “Geotechnical Evaluation for Potential Stormwater Facilities” memorandum (Aspect, 2020a), Otak focused design from three potential sites to one Site for further evaluation for stormwater infiltration and design of a stormwater facility in the northwest corner of Upper Balch Pit, as shown on Figure 2. ASPECT CONSULTING 2 FINAL 190398 TASK 3.1.1.2D  JULY 24, 2023 2 Site Conditions The Upper Balch Pit is a 14.4-acre parcel (Parcel No. 1623059059) owned by Segale Properties LLC (Segale). The parcel has historically been mined for sand and gravel resource as observed from aerial photographs beginning in the mid- to late- 1960s (Netronline, 2023). The parcel is bounded by NE 2nd Street to the south, Monroe Avenue NE to the east, Jefferson Avenue NE to the west, and privately owned businesses to the north (Parcel Nos. 1623059111, 1623059112, 1623059058, 1623059052 and 1623059128). As described in our “Preliminary Stormwater Feasibility Evaluation” memorandum for Task 3 (Aspect, 2020b), the parcel includes mapped steep slope hazard areas (slopes greater than 40 percent) within all of the south, east, north, and a portion of the west parcel boundaries associated with sand and gravel mining. We observed no other geologic hazards during our Site reconnaissance. The Site includes exposed soils associated with mining activities and more recent mass grading and filling activities. The Upper Balch Pit topography reflects the mining history with moderate to steeply sloping areas along the pit margins ranging from Elevation 340 to 286 (NAVD1988). Vegetation observed along the slopes leading into the pit includes Himalayan blackberry and Douglas fir trees up to approximately 7 inches diameter breast height. ASPECT CONSULTING 190398 TASK 3.1.1.2D  JULY 24, 2023 FINAL 3 3 Subsurface Conditions 3.1 Geologic Mapping Local soils inform the feasibility for infiltration at the Site. Based on our review of the geologic map (Mullineaux, 1965), the Site is underlain by Pleistocene Vashon Stade continental recessional stratified drift and glaciofluvial deposits (Qpa; also referred to as recessional outwash glacial deposits). The recessional outwash glacial deposits consist chiefly of well-sorted sand and gravel with few fines. The unit is subdivided according to origin and topographic form with outwash along the Cedar River. 3.2 Geology and Stratigraphy Previous Phase 1 and current phase explorations at the Site include one test pit labeled ATP-01 (Aspect, 2020a) and five soil borings labeled AB-03 through AB-07 and AB-09 (Figure 2). Aspect drilled and sampled six borings in December 2020 (AB-03) and March through May 2021 (AB-04 through -07, and AB-09). Drilling at AB-03 and AB-09 were advanced using hollow-stem auger methods to depths of 76.5 feet and 56.5 feet below ground surface (bgs), respectively. Drilling at AB-04 through AB-07 was advanced using sonic hollow-stem auger methods to depths ranging from 70 to 76 feet bgs. Detailed exploration details, boring logs, and well construction diagrams can be found in Appendix A. AB-03 serves to monitor groundwater levels at the Site. Deep borehole infiltration wells were installed at the remaining explorations (AB-04 through AB-07 and AB-09; Figure 2). More recently, in 2022, borings AB-08 and AB-10 were completed along with two test pits labeled ATP-03 and ATP-04, and two hand auger borings AHA-01 and AHA-02. Exploration elevations are based on surveys from Otak and the City of Renton 2-foot topographic contour data for AB-09. The soils encountered were generally consistent and consisted of: TOPSOIL: From the ground surface to 0.5 feet bgs, organic silt with varying amounts of sand, gravel, roots, and garbage were encountered in test pits ATP-01 and ATP-02 (Aspect, 2020a) and more recently in ATP-03 and ATP- 04. FILL: The thickness of fill varied with location on the Site but was up to about 50 feet thick inside the mining pit. Fill was encountered in AB-03 through AB-07, and AB-8 and AB-10. Soil descriptions range from medium stiff clay to very stiff silt, to medium dense silty sand. GLACIAL OUTWASH DEPOSITS (Qpa): Outwash deposits were encountered in all the borings below the fill. These soils typically consisted of interbedded mixtures of medium dense, poorly- to well-graded mixtures of sand and gravel, including some cobbles and boulders. GLACIAL TILL DEPOSITS (Qvt): Glacial till deposits were encountered locally in test pit ATP-04 in the northeast corner of the Site below the fill. These soils typically consisted of interbedded mixtures of medium dense, ASPECT CONSULTING 4 FINAL 190398 TASK 3.1.1.2D  JULY 24, 2023 poorly- to well-graded mixtures of sand and gravel, including some cobbles and boulders. During Aspect’s Phase 1 tasks in spring 2020, Aspect observed that Segale was in the process of adding fill in the vicinity of the Site. Aspect also observed in November 2020 (in preparation of drilling boring AB-03) that fill had been placed raising the grade elevations to its current condition. Fill placement has been ongoing locally at the Site. 3.3 Field Investigation 3.3.1 Infiltration Testing Due to the existing receptor soil depth and overlying fill thickness greater than 25 feet locally, performing large-scale pilot infiltration tests (PITs) per the City of Renton’s Surface Water Design Manual (City, 2022) was deemed impractical because of the required excavation sizes. Aspect used infiltration test wells within the footprints of the proposed stormwater infiltration system (Figure 2). Measured infiltration rates were adjusted to account for the approximate water depths within the planned infiltration facility, and safety factors were applied to the adjusted rates as required by the City’s standards. Infiltration testing was performed in general conformance with the United States Bureau of Reclamation (USBR) Well Permeameter Method (USBR, 1989). The measured infiltration results indicate that the Site receptor soil has a high infiltration capacity with an allowed design infiltration rate of 20 inches per hour (maximum allowed by the City) for infiltration facility. Borehole infiltration test (BIT) wells AB-04 through AB-07 and AB-09 were installed to perform deep infiltration testing on the native glacial outwash below the fill sediments. In all the wells except AB-09, the exploration was advanced into the groundwater and vibrating wire piezometers and pressure transducers were installed to monitor groundwater levels and potential mounding during testing. A summary of boreholes and applicable well construction details is presented in Table 1 below. Table 1. Well Summary Boring/Well ID Surface Elevation Depth to Glacial Outwash Top of Outwash Elevation *Depth to Groundwater BIT Range depth Testing range Elevation Well Diameter (inches) AB-03 334.55 5.0 329.6 67.7 N/A N/A 2 AB-04 329.88 29.0 300.9 60.8 45.8-55.8 274-284 2 AB-05 329.28 49.5 279.8 61.2 50-55 274.2-279.2 6 AB-06 327.65 58.0 269.7 58.3 58-59 268.2-269.2 2 AB-07 328.07 47.5 280.6 60.0 48-53 274.1-279.1 2 AB-08** 313.13 26.5 286.6 not observed N/A N/A N/A AB-09 333.28 7.0 326.3 not observed 49-54 279-284 2 AB-10** 313.26 35.0 278.3 43.0 N/A N/A N/A Note: All values are in feet unless noted otherwise. Elevations are provided by Otak except: * Groundwater depth observed at time of drilling. ** Borings AB-08 and AB-10 were completed as borings without well construction Deep BITs were performed on all wells except AB-03 and AB-06. AB-03 had the well screened into groundwater and therefore a BIT in the vadose was not feasible in the well. AB-06 was not tested because the depth of the outwash receptor soils was too close to the ASPECT CONSULTING 190398 TASK 3.1.1.2D  JULY 24, 2023 FINAL 5 observed groundwater level to effectively complete a test. In all tests, potable water was conveyed from a nearby fire hydrant to the Site and flow was measured using an in-line flow meter. Prior to performing the tests, a presoak period was performed by introducing water into the well for at least 2 hours. The BIT consist of constant and falling head tests. The constant head test was conducted by maintaining a constant water level in the well at a constant flow rate. During the falling head test, the water level was monitored after the water was turned off. The combined presoak and constant head tests lasted at least 6 hours. Water levels in the well were monitored throughout the tests using an electronic water-level tape and a pressure- transducer equipped with data loggers. Based on soil descriptions observed in the field, results from BITs conducted in AB-05 and AB-07 were lower than anticipated, raising concerns over the migration of overlying fine-grained fill soils into the filter pack. A driller was contracted to develop wells AB-05 and AB-07 using jetting, brushing, and pumping techniques. Based on a review of development data, it was determined that there was not sufficient improvement in well performance to perform the BITs again. AB-05 and AB-07 remain important locations with data relative to the variability of the depth to recessional outwash receptor soils and the thickness of the overlying fill. AB-04 and AB-09 did include results that were more consistent with the PIT results of ATP-01 and those expected for recessional outwash soils. The reason for this may be that both AB-04 and AB-09 included well screens that were completed entirely within recessional outwash soils and had a reduced risk for fine-grained fill soils migrating into the filter pack. 3.3.2 Laboratory Testing Soil samples obtained from the explorations were transported to Aspect’s laboratory for additional examination and to confirm modified field classifications. Selected samples were submitted for geotechnical testing of engineering and index properties (see Appendix B). Tests included cation exchange capacity, percent organic content, moisture content, fines content, and grain-size distribution. The tests were performed in general accordance with test methods of the ASTM International (ASTM) or other applicable procedures (ASTM, 2017). Appendix B includes a brief discussion of the laboratory tests and test results. 3.3.3 Groundwater A standpipe piezometer was installed in exploration AB-03 to evaluate the seasonal high groundwater elevation. Pressure transducers were also installed in AB-04 through AB-07 to record groundwater and observe any response to borehole infiltration testing. Groundwater was encountered during drilling at depths ranging from approximately 58 (AB-06, Elevation 269) to 67 (AB-03, Elevation 266) feet, as shown on boring logs AB- 03 through AB-07, respectively (see Appendix A). Dataloggers were installed in AB-03 through AB-07 near the bottom of the wells during construction of the wells to record groundwater levels at 60-minute intervals. ASPECT CONSULTING 6 FINAL 190398 TASK 3.1.1.2D  JULY 24, 2023 The datalogger at AB-03 was downloaded on March 11, 2021, July 21, 2022, and on January 7, 2023, and the data was analyzed to evaluate maximum and minimum depths since installation on December 15, 2020. In AB-03, the minimum (shallowest) groundwater depth was recorded at approximately 60.8 feet (Elevation 273.2) on January 13, 2022 (Figure 3). Installation of infiltration test wells AB-04 through AB-07 included over-drilling to determine the groundwater elevation before planned BIT. Groundwater was encountered more than 50 feet below the bottom of the planned stormwater infiltration chamber. Vibrating wire piezometers were installed at approximately 75 feet bgs and have been recording groundwater levels at 30-minute intervals. No noticeable impacts to the groundwater table were recorded during or within 6 days following stormwater infiltration tests. The datalogger in AB-06 was downloaded on January 5, 2023, and the data was analyzed to evaluate maximum and minimum depths since installation on March 25, 2021. In AB- 06, the minimum (shallowest) groundwater depth was recorded at approximately 53.4 feet (Elevation 274.2) on January 7, 2022 (Figure 3). To evaluate variation across the Site, we compared AB-06 to AB-03 data. AB-06 is the farthest east monitoring well within the pit and generally corresponds to the water levels in AB-03 for seasonal high groundwater, as shown on Figure 3. Groundwater was not observed in Aspect borings AB-08, AB-09 or AB-10 as these borings were completed in summer 2022 primarily to identify the depth to the recessional outwash receptor soils. Groundwater depths will fluctuate due to variations in rainfall, irrigation, and the season; depths are generally higher in the wet season from late November to May and lower in the dry season from June to early November. On April 10, 2023, Aspect observed the decommissioning of wells AB-04, AB-05, AB- 06, AB-07, and AB-09 in general accordance with Washington Administrative Code 173- 160-381 (WAC). 3.4 Seismicity Inertial seismic forces are expected to affect the Site. Appropriate design of structures in accordance with the current version of the International Building Code (IBC; ICC, 2018) with State of Washington amendments will mitigate seismic hazards. Seismic design of the facility will be in accordance with the 2018 IBC, which references the American Society of Civil Engineers (ASCE) Standard ASCE/SEI 7-16, Minimum Design Loads for Buildings and Other Structures (ASCE, 2018) for seismic design. In accordance with these codes, the seismic design will consider a “Maximum Considered Earthquake” (MCE) ground motion with a 2 percent probability of exceedance in 50 years, or a return period of 2,475 years. The effects of Site-specific subsurface conditions on the MCE bedrock ground motion at the ground surface are determined based on the “Site Class.” The Site Class is typically correlated to the average standard penetration resistance (N-value) or average shear wave velocity in the upper 100 feet of the soil profile. Based on the average N-value from our explorations, we conclude the Site soil profile can be classified as Site Class D (Stiff Soil). ASPECT CONSULTING 190398 TASK 3.1.1.2D  JULY 24, 2023 FINAL 7 The design spectral response acceleration parameters adjusted for Site Class D in accordance with the 2018 IBC and ASCE/SEI 7-16 are presented in Table 2. These parameters are only valid if the exceptions outlined in Section 11.4.8 of ASCE/SEI 7-16 are met. If the exceptions are not met, then a Site Response Analysis in accordance with Section 21.1 of ASCE/SEI 7-16 is necessary. If the need for a Site Response Analysis becomes apparent as the Project design develops, Aspect can complete this upon request. Based on the Site’s latitude and longitude (47.487°N, 122.178°W), the code-based seismic design criteria, in accordance with the 2018 IBC, are summarized in Table 2. Table 2. Seismic Design Parameters Design Parameter Recommended Value Site Class D Site Adjusted Peak Ground Acceleration (PGAm) 0.663g(1) Short Period Spectral Acceleration (Ss) 1.416g 1-Second Period Spectral Acceleration (S1) 0.484g Site Coefficient (Fa) 1.00 Site Coefficient (Fv) 1.816 Design Short Period Spectral Acceleration (SDS) 0.944g Design 1-Second Period Spectral Acceleration (SD1) 0.586g Notes: 1 g = Gravitational force Based on the latitude and longitude of the Site: 47.4878°N, 122.178°W, World Geodetic System 1984 (WGS84). The risk category used was II, residential use Based on the American Society of Civil Engineers (ASCE) hazard tool (ASCE, 2018). 3.4.1 Surficial Ground Rupture A trace of an east-west trending thrust fault zone (Seattle Fault Zone) projects approximately 2.2 miles north of the Site, with the nearest known active fault trace (an unnamed fault) located approximately 0.72 miles south-southwest of the Site (Johnson et al., 2016). Due to the suspected long recurrence interval and the proximity of the Site to the mapped fault trace, the potential for surficial ground rupture at the Site is considered low during the expected life of the Project. 3.4.2 Liquefaction Liquefaction occurs when loose, saturated, and relatively cohesionless soil deposits temporarily lose strength from seismic shaking. The primary factors controlling the onset 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 (DNR, 2004). Given the relative density, grain-size distribution, and geologic origin of the soils at the Site, we do not consider liquefaction to be a significant hazard for the Project. ASPECT CONSULTING 8 FINAL 190398 TASK 3.1.1.2D  JULY 24, 2023 3.5 Critical Areas We reviewed the City’s online GIS portal 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, 2019). Specific geologic hazards identified in the Renton Municipal Code (RMC) Section 4-3- 050 include Steep Slopes, Landslides, Erosion, Seismic, and Coal Mines. Based on the City’s data (2020), the Critical Areas Map includes: Portions of the north and west Upper Balch Pit are within the Regulated Slopes classified as 1) > 15 percent to ≤ 25 percent or 2) >25 percent to ≤40 percent (Sensitive) and 3) as greater than 40 percent to less than or equal to 90 percent (Protected). The slopes are the result of mining and grading activities over the life of the pit, associated with sand and gravel resource extraction. The Protected Slopes in the vicinity of the Project are located along the north and west perimeter of the pit and are locally as steep as 70 percent. The slopes are vegetated locally with shrubs and Himalayan blackberry. The slopes to the east and south outside of the Site are vegetated with straight Douglas Fir. 3.6 Geologic Hazard Area Slope Setback The City requires that infiltration facilities consider the effects of stormwater injection on slope stability and groundwater aquifers from the injection point. Per Table 6.2.3.A- Setback Requirements within the City’s Surface Water Design Manual (City, 2022), geotechnical setbacks are to consider: • Facilities are not allowed on slopes >25 percent (4:1). A geotechnical analysis and report are required if located within 200 feet of a steep slope hazard area or landslide hazard or if the facility is located within a setback distance from top of slope equal to the total vertical height of a slope area that is steeper than 15 percent. The geotechnical analysis must consider cumulative impacts from the project and surrounding areas under full built-out conditions. • The facility design water surface should be a minimum of 200 feet from any steep slope hazard area or landslide hazard. Upon analysis and approval of a licensed geotechnical engineer or engineering geologist, this setback may be reduced to 50 feet. The geotechnical analysis must consider cumulative impacts from the project and surrounding areas under full built-out conditions. • The facility design water surface should be set back a minimum distance from top of slope equal to the total vertical height of a slope area that is steeper than 15 percent. Upon analysis and approval of a licensed geotechnical engineer or engineering geologist, this setback may be reduced to 50 feet. The geotechnical analysis must consider cumulative impacts from the project and surrounding areas under full built-out conditions. The proposed location for the stormwater management facility on the Site’s west and north sides will regrade areas of the cut slopes from the mining activities. The slopes that are currently present will no longer meet the City’s criteria for Steep Slope hazards when the Project is complete. ASPECT CONSULTING 190398 TASK 3.1.1.2D  JULY 24, 2023 FINAL 9 4 Stormwater Infiltration Design Per Section 5.2.1 of the City’s Surface Water Design Manual, the Site is considered a closed depression relative to computing design infiltration rates (City, 2022). The civil engineering project team at Otak considers an approximately 57,500-square-foot (1.32- acre) infiltration facility footprint within the Site. Aspect identified boring and test pit locations across the area (Figure 2) for the PIT and BIT program, which is intended to inform the project team of the approximate infiltration rates at elevations that ranged from approximately 274 to 284 feet for the BIT and 324 feet for the PIT ATP-01. A brief summary of design infiltration rates is described below, and a more detailed description of computed infiltration rates is provided in Appendix C. 4.1 Soil Infiltration Rates To comply with design infiltration methodology allowed by the City, Aspect previously completed a PIT program (Aspect, 2020a) and a BIT program under Phase 2 (see Section 3.3). Aspect applied required correction factors to establish design infiltration rates for the Site. Discussion of the equation and correction factors for testing, plugging, and geometry is provided in Appendix C. The infiltration rates (Idesign) computed using the City of Renton (City, 2022) for a closed depression are provided in Table 3. Table 3. Summary of Design Infiltration Rates (Idesign) for the Proposed Facility Exploration ID at the Site ATP-01 AB-04 AB-09 Approximate Test Elevation (ft) 330 274-284 279-284 Imeasured: in/hr 139.6 198.0 60.7 Average Design Rate (corrected) (Idesign): in/hr 30 Maximum Design Rate allowed by Renton 20 4.1.1 Facility Design and Narratives Team discussion and preliminary review of explorations data have identified a proposed stormwater infiltration facility that will expose recessional outwash receptor soil at an average elevation of approximately 280 feet. Seasonal high groundwater elevation is approximately 274.2 feet. The following sections provide narrative discussion for supplemental recessional outwash receptor soils, facility gravel, and mounding analysis relative to separation from seasonal high groundwater. 4.1.1.1 Supplemental Outwash Receptor Soils A large portion of the Site’s original recessional outwash soil was mined and replaced with unsuitable fill. For the infiltration area, Aspect recommends removing the unsuitable ASPECT CONSULTING 10 FINAL 190398 TASK 3.1.1.2D  JULY 24, 2023 fill material down to the native recessional outwash and replacing it with an average of approximately 9.5 feet of recessional outwash soil with properties similar to the native recessional outwash receptor soil. The top of the restored recessional outwash surface will be brought up to approximately Elevation 289.5 feet. The restored recessional outwash surface will then be overlain by a separation geotextile fabric and washed crushed-rock facility gravel. Aspect recommends that the imported replacement recessional outwash material soil be acquired from a commercial borrow facility that is actively mining recessional outwash soils, with the following key properties matching the on-Site receptor soil in the approximate range. • Greater than 25 percent passing the U.S. No. 40 sieve • Approximately 2-8 percent passing the U.S. No. 100 sieve • Approximately 1-5 percent passing the U.S. No. 200 sieve Aspect recommends careful observation, and that grain size and infiltration testing be conducted for the replaced recessional outwash soil to verify its functionality as receptor soil. This testing should occur at the source to verify key properties prior to acceptance and haul. Aspect also recommends careful observation as the unsuitable fill is removed to (a) verify clean contact is achieved with the native recessional outwash, and (b) ensure that the contact zone is protected from erosion and sediment until such time that the replacement recessional outwash is installed. The replacement recessional outwash should be installed using methods that result in compaction levels that are generally similar to the on-Site medium dense outwash. This will generally involve placing the material in 12-inch loose lifts using a tracked dozer, and static rolling with a steel drum. Vibratory compaction is not recommended. 4.1.1.2 Facility Gravel Overlying the recessional outwash receptor soils will be a facility infiltration gravel crushed rock product as recommended by the infiltration facility chamber manufacturer. Aspect reviewed a material spec that included up to 1.2 percent fines (passing No. 200 sieve). If this type of material is used, Aspect recommends a trommel wash operation on- site to reduce the potential for fines migration into the separation geotextile or receptor soils. 4.1.1.3 Mounding Analysis The City’s Surface Water Design Manual (City, 2022) requires groundwater investigations, including: • Mounding analyses for infiltration facilities that serve 1 acre or more of tributary area and have less than 15 feet of separation to a restrictive layer or groundwater table. • Investigating the groundwater regime for flow control design if within 50 feet from the facility base. ASPECT CONSULTING 190398 TASK 3.1.1.2D  JULY 24, 2023 FINAL 11 The imported analogous native replacement recessional outwash soil will function like the on-site receptor soil. Considering this, the proposed infiltration facility will provide more than 15 feet of receptor soil separation to seasonal high groundwater. Therefore, Aspect does not recommend that a mounding analysis be completed. 4.2 Temporary Slopes Maintenance of safe working conditions, including temporary excavation stability, is the responsibility of the contractor. All temporary cuts in excess of 4 feet in height that are not protected by trench boxes or otherwise shored should be sloped in accordance with Part N of Washington Administrative Code (WAC) 296-155 (WAC, 2021). In general, soils across the Site classify as Occupational Safety and Health Administration (OSHA) Soil Classification Type C. Temporary excavation side slopes are anticipated to stand as steep as 1.5H:1V (horizontal: vertical). The cut-slope inclinations estimated above are for planning purposes only and should be evaluated in the field by a geotechnical engineer. The existing steep cut slopes with the north and west portions of the Site are approximately inclined at 1.5H:1V or locally steeper and are performing with no indication of slope instability. The proposed excavation of the slopes to the south and east for the infiltration facility will be at 2H:1V, as shown on Figure 4. The contractor should monitor the stability of the temporary cut slopes and adjust the construction schedule and slope inclination accordingly. The contractor will also maintain in place or install erosion control measures, such as ditches, wattles, and silt fence to help stabilize side slopes during construction. Vibrations created by traffic and construction equipment may cause caving and raveling of the trench walls. In such an event, lateral support for the trench walls should be provided by the contractor to prevent loss of ground support. 4.2.1 Slope Stability Analysis of Temporary Slopes Using the computer model Slide2® (Rocscience, 2018), we conducted slope stability analyses at a representative critical section along the proposed excavated sidewall slope and temporary stockpile (Figure 4). The proposed sidewall slopes are planned to be 2H:1V slopes that descend approximately 50 vertical feet to the bottom of the proposed excavation. The temporary stockpile is setback approximately 25 feet from the top of the southern proposed sidewall slope (Figure 4). We used Slide2® to evaluate the slope stability of the temporary excavated slopes and stockpile condition. Slide2® performs slope stability computations based on the modeled conditions and calculates a factor of safety against slope failure, which is defined as the ratio of resisting forces to driving forces. A factor of safety of 1.0 indicates a “just-stable” condition, and a factor of safety less than 1.0 would indicate unstable conditions. We used the topography from the preliminary stockpile plan provided by Otak to analyze the proposed sidewall slope and temporary stockpile condition. The soil engineering properties assumed for our analyses are summarized in Table 4. Soil units were modeled using Mohr-Coulomb failure criterion. ASPECT CONSULTING 12 FINAL 190398 TASK 3.1.1.2D  JULY 24, 2023 Table 4. Summary of Soil Engineering Properties Geologic Unit Unit Weight (pcf)(1) Saturated Unit Weight (pcf)(1) Mohr Coulomb Strength Parameters Friction Angle (deg)(1) Cohesion (psf)(1) Reworked Fill (Stockpile) (Static Conditions) 105 110 28 50 Fill (Static Conditions) 110 115 30 75 Glacial Outwash Deposits (Static) 130 135 36 0 Notes: 1) pcf = pounds per cubic foot; psf = pounds per square foot; and deg = degrees The engineering properties are primarily based on the results of material interpretations during our explorations and our experience in similar geologic settings with similar geologic materials. The purpose of the slope stability analysis is to evaluate the stability of the temporary sidewall slope in the fine-grained fill and stockpile condition. For this reason, it is our opinion that the slopes do not need to meet specific code requirements for performance standards for permanent slopes. The results of our global stability analyses for the proposed slope are summarized in Table 5 and provided in Appendix D. Table 5. Slope Stability Analyses Results Scenario Calculated Factor of Safety Static Conditions 1.5 4.3 Contruction Considerations This section provides discussion of the proposed construction activities going forward. The City plans to have the owner, Segale, begin construction access road fill embankment following excavation to expose portions of receptor soils during the dry period of 2023, turning over the Site to the City’s contractor in fall of 2023. An excavated area and stockpile will be constructed, as shown on Figure 4. In fall 2023, the City will have its own contractor continue the development and construction of the facility, including the placement of analogous native fill and construction of an ecology block wall to provide separation from the infiltration area to the west and the fill to the east. The fill will support the large, enhanced water quality treatment vault and maintenance access as shown on Otak drawing C302, stormwater infiltration facility section (Appendix E). The enhanced water quality treatment vault is 224 feet long by 20 feet wide, and will be installed right at the surface, and will need to be pedestrian load only. The vault will require bearing capacity of 2,000 to 2,500 pounds per square foot (psf). ASPECT CONSULTING 190398 TASK 3.1.1.2D  JULY 24, 2023 FINAL 13 Our observations of the existing fine-grained fill soils slopes is that local rilling and gullies can form during the wet season on slopes inclined at 2H:1V or steeper locally. The use of a geotextile fabric wrap with a geogrid will likely be needed to improve strength if the on-Site fine-grained fill soils are used for the constructed access route. 4.3.1 Gravity Block Wall The gravity block wall will serve as a physical barrier to separate the facility gravel below the infiltration chamber, from the structural fill below the water quality vault. A construction requirement is that (i) the wall be raised concurrent with the fill placement, and (ii) fill placement on both sides of the block wall will also proceed concurrently such that there will never be more than 2 feet of unbalanced soil loading on the wall. The bearing capacity of the imported and lightly compacted analogous recessional outwash fill below the ecology block wall will, at all times, exceed the bearing pressure applied to this subgrade by the wall. Because this wall will have no unbalanced earth loading on it, there will be no tendency for sliding or overturning. The lateral earth pressures exerted by one fill material on one side of the block wall will be equal and opposite to those exerted by the other fill material on the other side of the block wall. Additional recommendations are provided in Section 5.2. 4.3.2 Luminaire Light Pole Relocation along Monroe Ave NE The existing light pole near the northeast corner of the Site will be relocated south of the proposed access from Monroe Ave NE. We understand that the preferred foundation type for the planned 40-foot-high light poles are on shallow spread footings 3-foot diameter to a minimum depth of 5 feet. Recommendations for the light pole are provided in Section 5.2. ASPECT CONSULTING 14 FINAL 190398 TASK 3.1.1.2D  JULY 24, 2023 5 Conclusions and Recommendations This section presents our recommendations for Stormwater Design and Construction. Based on our geotechnical evaluation of the Site, including data review, Site reconnaissance, subsurface explorations, and laboratory testing, the following key preliminary findings and conclusions should be included in further evaluating the Site. 5.1 Stormwater Design • Design infiltration rate is 20 inches per hour, which is the maximum allowed rate by the City of Renton for ATP-01, AB-04, and AB-09, where the infiltration facility is proposed. The rate represents a head-dependent value for infiltration. • Cation exchange capacity and organic content testing indicates that the glacial outwash soil could provide only minor treatment of infiltrating stormwater through filtration, cation exchange, and adsorption as presented in Appendix B. Pretreatment is planned to address potential treatment deficiencies in on-Site soils. • We recognize that, while substantially lower than the predicted measured infiltration rate under deep water conditions, the long-term design infiltration rate of 20 inches per hour is still an aggressive rate. In our experience, infiltration rates for sandy soils will drop substantially when subjected to even minor sediment loading. Accordingly, we have several recommendations to help protect infiltration rates over the long term: o Even if measured receptor soil’s cation exchange capacity meets the Washington State Department of Ecology’s (Ecology) treatability standards, still apply a minimum of Basic Treatment for the water quality peak flow rate or volume for discharges to the flow control infiltration facility. The percent organic does not meet Ecology treatability standards. o Apply a minimum of Pre-Treatment for flows that exceed (and often bypass or overflow) the water quality Basic Treatment best management practice (BMP) and will discharge to the flow control infiltration facility. o Consider using a StormTech chamber configuration that ensures that inflows to the isolation row must flow all the way through the isolation chamber before overflowing into the normal infiltration chambers. This will avoid short-circuiting that could occur once the isolation chamber is full of water and inflow is still occurring, thereby maximizing the settling time and sediment removal in the isolation chamber. • A seasonal high groundwater measurement of Elevation 274.2 has been observed over more than 2 full years of monitoring. Seasonal high has generally occurred during the month of January. ASPECT CONSULTING 190398 TASK 3.1.1.2D  JULY 24, 2023 FINAL 15 5.2 Construction From a geotechnical perspective, typical activities associated with site development such as clearing and grading, utility placement, and building construction will have no adverse impacts on surrounding properties provided City and/or other regulatory requirements for design and construction are implemented. We provide general recommendations below along with specific recommendations for the infiltration chamber, enhanced water quality vault, gravity block wall, and luminaire light pole along Monroe Avenue NE. Please refer to sheet C004 (Otak, 2023) and ADS Plans for material described below. Two areas are identified separated by an ecology block wall with an Infiltration Chamber Gallery area west of the wall and an Enhanced Water Quality Vault area east of the wall. 5.2.1 General Recommendations • Complete work on steep slopes only during periods of extended dry weather, if possible. • During construction, cobbles and boulders may be encountered as the excavation is made. The contract documents should require that the contractor be prepared to deal with oversize objects within the fill and the recessional outwash. • During construction, stormwater should be routed away from the excavation zone and the receptor soils, and care should be taken to prevent fine-grained material from the surface or from shallow soil layers from entering the excavation. • Receptor soils should not be compacted by heavy equipment. The excavated pit that locally exposes receptor soils should be temporarily sloped up to 2 percent to the west to allow for drainage into the area where receptor soils are typically the shallowest. • When the City’s contractor begins the project after the owner has completed their tasks, an Aspect representative or other qualified professional should confirm that the bottom of the proposed facility is constructed within the sandy recessional outwash deposits, and at least 2 feet below any fine-grained deposits or fill soils that may be exposed. • We recommend that Aspect or other qualified professional be present during fine- grained fill soil excavation to identify unsuitable materials (clay soils, concrete debris, or deleterious material) for reuse as structural fill. • Separating the gravel backfill for walls from the infiltration gravel and facility gravel using an Ecology block wall will reduce the risk for contamination of the infiltration gravel and facility gravel by the gravel backfill for walls. A separation geotextile fabric placed along the ecology block wall face is also recommended. • Incorporate surface water management features to keep concentrated flows from flowing over exposed cut and fill slopes. This could include catchment ditches, diversion berms and pipe slope drains extending down the slope. Erosion control measures could include silt fences and staked-straw wattles to reduce the impacts ASPECT CONSULTING 16 FINAL 190398 TASK 3.1.1.2D  JULY 24, 2023 to the excavated south, east, north, and west slopes, prior to the onset of the wet season. • We recommend the installation of a silt fence at the toe of the excavated infiltration facility slope for fall 2023/winter 2024. • The construction access road to Monroe Avenue NE may require geogrid and geotextile fabric to provide sufficient strength for construction loads if fine- grained native fill is used. • For the upper 13 feet of permanent access road construction to Monroe Ave, we recommend 95 percent compaction MDD to be compaction tested at 2-foot-thick intervals with a proof roll (vibratory roller on static) to verify firm and unyielding conditions above approximate Elevation 315. • Protect exposed cut and fill slopes as soon as possible after they are disturbed. Temporary protection could consist of plastic sheets, staked straw wattles, non- woven geotextile fabric nets, or hydroseeding combined with placement of straw, wood chip or fiber mulch, or other suitable material. Permanent slope protection should consist of suitable vegetation such as a seed mix. • Install sediment traps and silt fences at appropriate locations. • Observe and maintain erosion control systems, including checking for proper functioning and repairing features, as necessary. 5.2.2 Infiltration Chamber Gallery Area • The Select Borrow and Native Recessional Outwash soils are clast supported and should not require compaction beyond placement in loose lifts of 1- to 2-feet with a front-end loader or dozer during Stage 1. These materials should not receive compaction via vibratory compactor in order to retain their porosity needed for infiltration. No specific percent compaction for maximum dry density (MDD) is recommended for analogous native material or facility gravel. The contractor should avoid excessive tracking that will overcompact and potentially impact infiltration. • The overlying Infiltration Gravel (AASHTO #3) likewise should not be compacted by vibratory compactor with the exception of the upper 3 feet as described in the ADS notes primarily for grade control. • Equipment should be appropriately sized for the Site and used exclusively on-Site to avoid tracking fine-grain fill soils into the facility gravel or into analogous native material. 5.2.3 Enhanced Water Quality Vault Area Non-infiltration material shall conform to either WSDOT gravel backfill for walls or acceptable on-site material as identified in drawing C302 (Appendix E). For clarity we provide recommendations for Stage 1 (below approximate Elevation 315) and Stage 2. ASPECT CONSULTING 190398 TASK 3.1.1.2D  JULY 24, 2023 FINAL 17 5.2.3.1 Stage 1 • Gravel Backfill for Walls should be placed in 1-foot loose lifts and compacted to 90 percent of maximum dry density (MDD) with a vibratory compactor. Compaction will be verified with a static proof roll and nuclear densometer testing. • All vibratory compaction activities should be limited to areas greater than 5 feet from the gravity block wall. Static compaction via vibratory roller only is recommended for within 5 feet of the Gravity Block Wall. • Structural fill from the on-Site stockpiled material should be placed in loose lifts of 6 to 10 inches and compacted to 90 percent of MDD with a vibratory compactor. This material may be moisture sensitive and should only be placed in the dry season or during extended periods of dry weather of more than one week. Compaction will be verified with a static proof roll and nuclear densometer testing. 5.2.3.2 Stage 2 • For the 5 feet of fill beneath the enhanced water quality vault (approximate Elevation 315 to 320 feet), we recommend structural fill be placed and compacted to 95 percent of MDD with a vibratory compactor. Compaction testing should be verified using a nuclear densometer and proof-rolling. • Structural fill from the on-Site stockpiled material should be placed in loose lifts of 6 to 10 inches and compacted to 95 percent of MDD with a vibratory compactor. This material will likely be moisture sensitive and should only be placed in the dry season or during extended periods of dry weather of more than one week. Compaction will be verified with a static proof roll and nuclear densometer testing. • Gravel Borrow materials around the vault should be placed in 1-foot loose lifts and compacted to 95 percent of MDD with a vibratory compactor. Compaction will be verified with a static proof roll and nuclear densometer testing. 5.2.4 Gravity Block Wall • The gravity block wall will be constructed on Select Borrow soils and may receive a leveling base course of 6 inches of crushed rock to maintain a consistent grade. • The gravity block wall will be constructed concurrently with fill material placement on either side. The maximum allowable unbalanced soil height on either side of the wall should not exceed 2 feet (approximately 1 block height). • The woven geotextile fabric for separation should be placed on the east face of the wall to further reduce the risk for migration of fines west of the wall. ASPECT CONSULTING 18 FINAL 190398 TASK 3.1.1.2D  JULY 24, 2023 • All vibratory compaction activities should be limited to areas greater than 5 feet from the gravity block wall. Static compaction via vibratory roller only is recommended for within 5 feet of the Gravity Block Wall. 5.2.5 Luminaire Light Pole Relocation along Monroe Ave NE • We recommend that the light pole foundation be designed in accordance with Section 1807.3 of the International Building Code (ICC, 2018), assuming an allowable vertical bearing pressure of 2,000 pounds per square foot (psf). Resistance to lateral forces should be evaluated assuming a lateral soil-bearing value of 250 psf applied across two shaft diameters. • During footing excavation minimize the amount of loose cuttings or slough at the bottom of the footing excavation. Slough and loose cuttings should be removed from the hole using a cleanout bucket prior to placing the foundation concrete. ASPECT CONSULTING 190398 TASK 3.1.1.2D  JULY 24, 2023 FINAL 19 6 References American Society of Civil Engineers (ASCE), 2018, ASCE 7 Hazard Tool, https://asce7hazardtool.online/, accessed January 14, 2019. Aspect Consulting, LLC, 2020a, City of Renton, Geotechnical Evaluation for Potential Stormwater Facilities, Technical Memorandum (Task 4), Monroe Avenue NE Storm System Improvements, December 23, 2020 Aspect Consulting, LLC, 2020b, City of Renton, Preliminary Stormwater Feasibility Evaluation memorandum (Task 3), Monroe Avenue NE Storm System Improvements, January 14, 2020. Aspect Consulting, LLC, 2021, City of Renton, Phase 2 Geotechnical Evaluation for Potential Stormwater Facility, Upper Balch Pit (draft), July 9, 2021. ASTM International (ASTM), 2017, 2017 Annual Book of ASTM Standards, West Conshohocken, Pennsylvania. City of Renton (City), 2019, Critical Areas Regulations, Chapter 4-03-5, accessed December 20, 2019. City of Renton (City), 2020, Maps of Your Community online portal , Website, http://rp.rentonwa.gov/HTML5Public/Index.HTML?viewer=CORMaps, Accessed March 1, 2020. City of Renton (City), 2022, Surface Water Design Manual, Public Works Department, Surface Water Utility, June 22, 2022. International Code Council (ICC), 2018, International Building Code (IBC), Prepared by International Code Council, January 2018. Johnson, S.Y., Blakely, R.J., Brocher, T.M., Haller, K.M., Barnett, E.A., Bucknam, R.C., Haeussler, P.J., Pratt, T.L., Nelson, A.R., Sherrod, B.L., Wells, R.E., Lidke, D.J., Harding, D.J., and Kelsey, H.M. (Johnson et al.), compilers, 2016, Fault number 570, Seattle fault zone, in Quaternary fault and fold database of the United States: U.S. Geological Survey website, https://earthquakes.usgs.gov/hazards/qfaults, accessed 07/08/2021 04:16 PM. Last review date: November 25, 2016. Mullineaux, D. R., 1965, Geologic map of the Renton quadrangle, King County, Washington, U.S. Geological Survey, Geologic Quadrangle Map GQ-405, 1 sheet, scale 1:24,000. Netronline, 2023, Historical Aerial Photographs, viewed March 17, 2023, https://www.historicaerials.com/viewer Otak, 2023, City of Renton, Washington, Monroe Avenue NE, Infiltration Facility, 90% Design, June 2023, 33 sheets, ASPECT CONSULTING 20 FINAL 190398 TASK 3.1.1.2D  JULY 24, 2023 Rocscience, 2018, Slide2 9.023 Analysis Program. Build date May 25, 2022. United States Bureau of Reclamation (USBR), 1989, Procedure for Performing Field Permeability Testing by the Well Permeameter Method (USBR 7300-89). Washington Administrative Code (WAC), 2021, 296-155, Safety Standards For Construction Work https://apps.leg.wa.gov/WAC/default.aspx?cite=296-155 Washington Administrative Code (WAC), 2009, 173-160-381, What are the standards for decommissioning a well? https://apps.leg.wa.gov/WAC/default.aspx?cite=173- 160 Washington State Department of Ecology (Ecology), 2019, Stormwater Management Manual for Western Washington (SMMWW), Publication Number 19-10-021, July 2019. Washington State Department of Natural Resources (DNR), 2004, Liquefaction Susceptibility and Site Class Maps of Washington State, By County, Washington Division of Geology and Earth Resources Open File Report 2004-20, by Palmer, S.P., S.L. Magsino, E.L. Bilderback, J.L. Poelstra, D.S. Folger, and R.A. Niggemann, 2004, September 2004. ASPECT CONSULTING 190398 TASK 3.1.1.2D  JULY 24, 2023 FINAL 21 7 Limitations Work for this project was performed for Otak (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. 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 Chip Barnett, Senior Engineering Geologist, at 206-413-5398. FIGURES ^GIS Path: T:\projects_8\CityofRenton\MonroeAveNEStormImprovements_190398\Delivered\Memo_90PercentDesign\01 Site Location Map.mxd || Coordinate System: NAD 1983 StatePlane Washington North FIPS 4601 Feet || Date Saved: 3/29/2023 || User: nkochie || Print Date: 3/29/2023Site Location Map90% Design Geotechnical MemorandumMonroe Avenue NE Storm System ImprovementsCity of Renton, Washington FIG URE NO.1MAR-2023 PR OJECT NO .190398 BY :EAC / ETB REVISED BY :ETB / SCC 0 2,000 4,000 Feet ! ! ! #! ! ! ! !( W A S H I N G T O N SITELOCATION Bellingham Olympia Port Angeles Seattle Spokane Tacoma Wenatchee Yakima ! ! ! ! # !( SITELOCATION PugetSoundLake WashingtonElliottBay Bellevue Kent Renton Seattle C edar Riv e r GreenRiverBasemap Layer Credits || Sources: 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 the GIS User CommunitySources: Esri, USGS, NOAA SITE LOCATION DRAFT !A !A !A !A !A !A @D @D !A !A !A @D @D#*Ó#*ÓProposed InfiltrationFacility MONROE AVENUE NEJEFFERSON AVENUE NENE 2ND STREET DiscountTire U-Haul RentonCollisionCenter ChevronGas StationandMcDonald's VacantMedicalOffice King County Offices and Parking Greenwood Memorial Park and Cemetery Work Trailer with Electrical Transformer Truck Washing Area King County Depar tment of Transportation Campus King County TransferStation NE 4TH STREET Historical Residences/Current Renton Technical College Temporary AST Power PolesPower Poles AB-01 AB-03 AB-05 AB-06 AB-04 AB-07 ATP-01 ATP-02 AB-09 AB-08 AB-10 ATP-03 ATP-04 AHA-01 AHA-02 3153 1 0 345330335325330325320 320305345335335345 GIS Path: T:\projects_8\CityofRenton\MonroeAveNEStormImprovements_190398\Delivered\Memo_90PercentDesign\02 Site Plan.mxd || Coordinate System: NAD 1983 StatePlane Washington North FIPS 4601 Feet || Date Saved: 3/30/2023 || User: npawlikowski || Print Date: 3/30/2023Site Plan90% Design Geotechnical ReportMonroe Avenue NE Storm System ImprovementsCity of Renton, Washington FI GURE NO.2MAR-2023 PR OJECT N O.190398 BY :EAC / ETB REVISED BY:AO / SCC 0 200 400 Feet Basemap Layer Credits || EagleView Technologies, Inc. !A Boring #*Ó Hand Auger @D Test Pit Transmission Line Easement 1ft Elevation Contour Line 5ft Elevation Contour Line King County Parcel Site DRAFT DRAFTTemplate - Figure LSFont = Arial 8-11 ptUse “DRAFT” and “Confidential Attorney Client Communication” in right header when appropriateDate Created (mm/dd/yy) -Manually Enter Date - DON"T USE DATE FIELD THAT UPDATES0.000.250.500.751.001.251.501.752.0026026527027528028529029530012/15/2020 3/25/2021 7/3/2021 10/11/2021 1/19/2022 4/29/2022 8/7/2022 11/15/2022 2/23/2023Daily Precipitation in inchesGroundwater Elevation in feetAspect Consulting3/31/2023\\seafps\projects\BHAM\City of Renton\Monroe Ave Stormwater\Report Drafts\Draft\Task 3.1.1.2d 90% Design\Figures\Figure 3Hydrographs of AB-03 and AB-06Phase 3, 90% Geotechnical EvaluationMonroe Avenue NE Storm System Improvements, Renton, Washington 1903984JBM/JPRETBSlope Stability Analysis ProfileSource: Base map provided by City of Renton Public WorksMar-2023LegendPROJECT NO.FIGURE NO.BY:REVISED BY:CAD Path: \\seafps\Drafting\_GeoTech\190398 Monroe Ave SW\190398 - SSA.dwg Layout: Figure 04 || Date Saved: 3/29/2023 2:33:09 PM || User: jreinhardt90% Design Geotechnical ReportMonroe Avenue NE Storm System ImprovementsCity of Renton, WashingtonSite Grading and Stockpile PlanFeet0120240Site AccessA'AAA' APPENDIX A Subsurface Exploration Program ASPECT CONSULTING 190398 TASK 3.1.1.2D  JULY 14, 2023 FINAL A-1 A. Subsurface Exploration Program The field exploration programs consisted of drilling a total of eight borings (designated AB-03 through AB-10), two hand auger explorations (AHA-01 and 02), and four test pits (ATP-01 through 04). Boring AB-03 was drilled on November 23 and November 24, 2020. Borings AB-03 through AB-07 were drilled from March 23 to 27, 2021. Boring AB-09 was drilled on May 17, 2021. Borings AB-08 and AB-10 were drilled on June 24, 2022. Both hand auger explorations were advanced on June 23, 2022. Test pits ATP-01 and 02 were advanced on April 6, 2022, while ATP-03 and 04 were advanced on June 23, 2022. Borings AB-03 and AB-08 through AB-10 were advanced using hollow-stem auger (HSA) between 36.5 and 76.5 feet below ground surface (bgs). Borings AB-04 through AB-07 were drilled with sonic drilling to depths ranging from approximately 70 to 75.5 feet bgs. Explorations AHA-01 and 02 were advanced using a hand auger and shovel between 4 and 4.5 feet bgs. Test pits ATP-01 through 04 were advanced by an excavator between 4 and 12.25 feet bgs. The locations of the explorations are shown on Figure 2, and the exploration logs are included in this appendix with a key to the symbols and terms used in the logs. An Aspect geologist was present throughout the field exploration program to observe the drilling procedure, assist in sampling, and prepare descriptive logs of the exploration. Soils were classified in general accordance with ASTM International (ASTM) D2488, Standard Practice for Description and Identification of Soils (Visual-Manual Procedure). The summary exploration logs represent our interpretation of the contents of the field log. The stratigraphic contacts shown on the individual summary logs represent the approximate boundaries between soil types; actual transitions may be more gradual. The subsurface conditions depicted are only for the specific date and locations reported, and therefore, are not necessarily representative of other locations and times. A.1 Soil Borings HSA drilling was completed by Holt Services for AB-03 using a track-mounted LD-10T Rotary drill rig equipped with an automatic-safety hammer. HSA drilling of AB-08, AB- 09, and AB-10 was completed by Holocene Drilling using a track-mounted Diedrich D 50 drill rig equipped with an automatic-safety hammer. Sonic drilling was completed by Holocene Drilling using a track-mounted Geoprobe 8140 LC for borings AB-04 through AB-07. Select samples were collected using the Standard Penetration Test (SPT) in general accordance with ASTM D1586. Samples were typically obtained at 2.5-foot to 5-foot intervals bgs to the depths explored, using the SPT in general accordance with ASTM D1586. Sonic drilling provides continuous disturbed samples. The sampler types used are depicted on the exploration logs. The SPT method involves driving a 2-inch-outside-diameter split-barrel sampler with a 140-pound hammer free-falling from a distance of 30 inches. To obtain better sample recovery for anticipated coarse sand and gravel, a 3-inch-outside-diameter Modified California sampler was used, and the blow counts were corrected to a SPT equivalent. ASPECT CONSULTING A-2 FINAL 190398 TASK 3.1.1.2D  JULY 24, 2023 For SPT sampling, the number of blows for each 6-inch interval is recorded. The number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance (“N”) or blow count. The resistance, or N-value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils. If a total of 50 blows are recorded for a single 6-inch interval, the test is terminated, and the blow count is recorded as 50 blows for the total inches of penetration. Samples were placed in labeled plastic jars or bags and taken to a laboratory for further classification. A.2 Test Pits Test pits ATP-01 through ATP-02 were excavated on April 6, 2020 using a Cat 312 E track-mounted excavator. The excavation was completed by On-Track Excavating, under the direction of Aspect. ATP-03 and ATP-04 were excavated on June 23, 2022, using a using a rubber track-mounted mini track excavator operated by Kelly’s Excavating, under the direction of Aspect. The locations of the test pits are shown on Figure 2. Summary pit logs are included in Appendix A. Samples were obtained from select soil units to aid in the determination of engineering properties of the subsurface materials. The relative density/consistency of the soils was evaluated qualitatively with a 0.5-inch-diameter steel T-probe and observation of excavation difficulty at various depth intervals within the test pits. The test pits were backfilled with the native soils and compacted with the excavator bucket in 1-foot-thick lifts. Detailed descriptions of the subsurface conditions encountered in our explorations, as well as the depths where characteristics of the soils changed, are indicated on the test pit logs. The depths indicated on the log where conditions changed may represent gradational variations between soil types. Soils were classified in general accordance with the ASTM D2488, Standard Practice for Description and Identification of Soils (Visual and Manual Procedure). A key to the symbols and terms used on the logs is provided on the Exploration Log Key. A.3 Hand Augers Hand augers AHA-01 and AHA-02 were excavated on June 23, 2022, by an Aspect engineer. Soils were logged as each material change was observed though no soil samples were collected. The relative density/consistency of the soils was evaluated qualitatively with a 0.5-inch-diameter steel T-probe and observation of excavation difficulty at various depth intervals within the hand augers. The hand augers were backfilled with the native soils and packed in place by hand. A.4 Well Decommissioning On April 10, 2023, Aspect observed as wells AB-04, AB-05, AB-06, AB-07, and AB-09 (Ecology Wells BNK631, BNK633, BNK632, BNK634, and BMT-318 respectively) were decommissioned by Holocene Drilling in accordance to WAC 173-160-381 (WAC). The wells were filled via tremie pipe with neat cement grout. AI Path: Q:\_ACAD Standards\FIELD REFERENCE\MASTERS\Exploration Log Key-2018.ai // user: jinman // last saved: 12/31/2018“WITH SILT” or “WITH CLAY” means 5 to 15% silt and clay, denoted by a “-“ in the group name; e.g., SP-SM ● “SILTY” or “CLAYEY” means >15% silt and clay ● “WITH SAND” or “WITH GRAVEL” means 15 to 30% sand and gravel. ● “SANDY” or “GRAVELLY” means >30% sand and gravel. ● “Well-graded” means approximately equal amounts of fine to coarse grain sizes ● “Poorly graded” means unequal amounts of grain sizes ● Group names separated by “/” means soil contains layers of the two soil types; e.g., SM/ML. Soils were described and identified in the field in general accordance with the methods described in ASTM D2488. Where indicated in the log, soils were classified using ASTM D2487 or other laboratory tests as appropriate. Refer to the report accompanying these exploration logs for details. % by Weight Density³SPT² Blows/Foot HighlyOrganicSoilsFine-Grained Soils - 50%1 or More Passes No. 200 SieveCoarse-Grained Soils - More than 50%1 Retained on No. 200 SieveGravels - More than 50%1 of Coarse FractionRetained on No. 4 Sieve15% Fines5% FinesSands - 50%1 or More of Coarse FractionPasses No. 4 SieveSilts and ClaysLiquid Limit Less than 50%Silts and ClaysLiquid Limit 50% or More15% Fines5% FinesWell-graded GRAVEL Well-graded GRAVEL WITH SAND Poorly-graded GRAVEL Poorly-graded GRAVEL WITH SAND SILTY GRAVEL SILTY GRAVEL WITH SAND CLAYEY GRAVEL CLAYEY GRAVEL WITH SAND Well-graded SAND Well-graded SAND WITH GRAVEL Poorly-graded SAND Poorly-graded SAND WITH GRAVEL SILTY SAND SILTY SAND WITH GRAVEL CLAYEY SAND CLAYEY SAND WITH GRAVEL SILT SANDY or GRAVELLY SILT SILT WITH SAND SILT WITH GRAVEL LEAN CLAY SANDY or GRAVELLY LEAN CLAY LEAN CLAY WITH SAND LEAN CLAY WITH GRAVEL ORGANIC SILT SANDY or GRAVELLY ORGANIC SILT ORGANIC SILT WITH SAND ORGANIC SILT WITH GRAVEL ELASTIC SILT SANDY or GRAVELLY ELASTIC SILT ELASTIC SILT WITH SAND ELASTIC SILT WITH GRAVEL FAT CLAY SANDY or GRAVELLY FAT CLAY FAT CLAY WITH SAND FAT CLAY WITH GRAVEL ORGANIC CLAY SANDY or GRAVELLY ORGANIC CLAY ORGANIC CLAY WITH SAND ORGANIC CLAY WITH GRAVEL PEAT and other mostly organic soils GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT Modifier Organic Chemicals BTEX =Benzene, Toluene, Ethylbenzene, Xylenes TPH-Dx =Diesel and Oil-Range Petroleum Hydrocarbons TPH-G =Gasoline-Range Petroleum Hydrocarbons VOCs =Volatile Organic Compounds SVOCs =Semi-Volatile Organic Compounds PAHs =Polycyclic Aromatic Hydrocarbon Compounds PCBs =Polychlorinated Biphenyls GEOTECHNICAL LAB TESTSMC=Natural Moisture Content PS =Particle Size Distribution FC =Fines Content (% < 0.075 mm)GH =Hydrometer TestAL=Atterberg Limits C =Consolidation Test Str =Strength Test OC =Organic Content (% Loss by Ignition) Comp =Proctor Test K =Hydraulic Conductivity Test SG =Specific Gravity Test RCRA8 =As, Ba, Cd, Cr, Pb, Hg, Se, Ag, (d = dissolved, t = total) MTCA5 =As, Cd, Cr, Hg, Pb (d = dissolved, t = total) PP-13 =Ag, As, Be, Cd, Cr, Cu, Hg, Ni, Pb, Sb, Se, Tl, Zn (d=dissolved, t=total) CHEMICAL LAB TESTS PID =Photoionization Detector Sheen =Oil Sheen Test SPT 2 =Standard Penetration Test NSPT =Non-Standard Penetration Test DCPT =Dynamic Cone Penetration Test <1 =Subtrace 1 to <5 =Trace 5 to 10 =Few Dry =Absence of moisture, dusty, dry to the touch Slightly Moist =Perceptible moisture Moist =Damp but no visible water Very Moist =Water visible but not free draining Wet = Visible free water, usually from below water table COMPONENT DEFINITIONSDescriptive Term Size Range and Sieve Number Boulders = Larger than 12 inches Cobbles =3 inches to 12 inches Coarse Gravel =3 inches to 3/4 inches Fine Gravel =3/4 inches to No. 4 (4.75 mm) Coarse Sand =No. 4 (4.75 mm) to No. 10 (2.00 mm) Medium Sand =No. 10 (2.00 mm) to No. 40 (0.425 mm) Fine Sand =No. 40 (0.425 mm) to No. 200 (0.075 mm) Silt and Clay =Smaller than No. 200 (0.075 mm) Metals ESTIMATED1 PERCENTAGE MOISTURE CONTENT RELATIVE DENSITY CONSISTENCY GEOLOGIC CONTACTS Very Loose =0 to 4 ≥2' Loose =5 to 10 1' to 2' Medium Dense =11 to 30 3" to 1' Dense =31 to 50 1" to 3" Very Dense => 50 < 1" Consistency³ Very Soft =0 to 1 Penetrated >1" easily by thumb. Extrudes between thumb & fingers. Soft =2 to 4 Penetrated 1/4" to 1" easily by thumb. Easily molded. Medium Stiff =5 to 8 Penetrated >1/4" with effort by thumb. Molded with strong pressure. Stiff =9 to 15 Indented ~1/4" with effort by thumb. Very Stiff =16 to 30 Indented easily by thumbnail. Hard => 30 Indented with difficulty by thumbnail. Non-Cohesive or Coarse-Grained Soils SPT² Blows/Foot Observed and Distinct Observed and Gradual Inferred 1.Estimated or measured percentage by dry weight 2.(SPT) Standard Penetration Test (ASTM D1586) 3.Determined by SPT, DCPT (ASTM STP399) or other field methods. See report text for details. % by Weight Modifier 15 to 25 =Little 30 to 45 =Some >50 =Mostly Penetration with 1/2" Diameter Rod Manual Test FIELD TESTS Cohesive or Fine-Grained Soils Exploration Log Key Flush-mount monument set in concrete Locked expansion plug 1.5-3 ft. bgs, Silica sand pack Blows (non-SPT) =10, 17, 16 Blows (non-SPT) =20, 26, 25 Blows (non-SPT) =28, 23, 35 Blows (non-SPT) =12, 20, 23S1S2S3S4 FILL SILTY SAND (SM); loose to medium dense, moist, brown; trace coarse, rounded gravel; organic fines; iron-oxide staining. RECESSIONAL GLACIAL OUTWASH SAND WITH GRAVEL (SP); medium dense, moist, gray brown; trace silt; fine to coarse sand; fine to coarse, rounded to subangular gravel; broken gravel in sampler. GRAVEL WITH SILT AND SAND (GP-GM); dense, slightly moist to moist, gray brown; fine to coarse sand; fine to coarse, rounded to subrounded gravel; large gravels in sampler, possibly bouncing on gravel. SAND WITH SILT (SP-SM); dense, moist, gray brown; fine to coarse sand; fine to coarse rounded to subangular gravel. SAND (SP); medium dense, moist, gray; mostly fine sand, trace coarse sand; trace fine, rounded to subangular gravel. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 330 325 320 315 AB-03 Tests LD-10T Rotary Drill Rig 7" OD X 4.25" IDHollow-Stem Auger Holt Services, Inc. Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 3" X 2.375" (Mod Cal) Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer and Modified California Logged by: WEG Approved by: ETB 12/21/2020 AB-03 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Abe Ecology Well Tag No. BJX-250 SampleTypeElev. (feet) Static Water Level Liquid Limit Geotechnical Exploration Log Water Level ATD 5 10 15 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog 64.73' (Static) Exploration Number No Soil Sample Recovery WaterLevelSheet 1 of 4 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Top of Casing Elev. 5 10 15 11/23/2020 to 11/24/2020 Project Address & Site Specific Location 334.55' Plastic Limit 47.4876, -122.1776 10 20 30 400 50 3-58 ft. bgs, Bentonite chips 0-75 ft. bgs, 2" PVC Casing Blows (non-SPT) =21, 38, 43 Blows (non-SPT) =20, 28, 34 Blows (non-SPT) =37, 70, 120/5"S5S6S7S8 SAND (SP); medium dense, moist, gray; mostly fine sand, trace coarse sand; trace fine, rounded to subangular gravel. (continued) Becomes very dense; fine to coarse sand; trace to few fine to coarse, rounded to subangular gravel; few silty pockets. SAND WITH GRAVEL (SP); dense, moist, gray brown; fine to coarse sand; few fine, rounded to subangular gravel; subtrace to trace silt. Driller notes gravelly drill action. No recovery. Becomes very dense, slightly moist, light gray; fine to coarse sand; fine to coarse, rounded to subangular gravel. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 310 305 300 295 AB-03 Tests LD-10T Rotary Drill Rig 7" OD X 4.25" IDHollow-Stem Auger Holt Services, Inc. Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 3" X 2.375" (Mod Cal) Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer and Modified California Logged by: WEG Approved by: ETB 12/21/2020 AB-03 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Abe Ecology Well Tag No. BJX-250 SampleTypeElev. (feet) Static Water Level Liquid Limit Geotechnical Exploration Log Water Level ATD 25 30 35 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog 64.73' (Static) Exploration Number No Soil Sample Recovery WaterLevelSheet 2 of 4 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Top of Casing Elev. 25 30 35 11/23/2020 to 11/24/2020 Project Address & Site Specific Location 334.55' Plastic Limit 47.4876, -122.1776 10 20 30 400 50 Blows (non-SPT) =33, 63, 65 Blows (non-SPT) =32, 64, 120/3" Blows (non-SPT) =21, 28, 33 CEC = 4.1 meq/100g OC=0.4% FC=3.2% Blows (non-SPT) =12, 21, 27S9S10S11 S12 SAND WITH GRAVEL (SP); dense, moist, gray brown; fine to coarse sand; few fine, rounded to subangular gravel; subtrace to trace silt. (continued) Becomes moist and gray brown with mostly fine sand and large broken gravel in sampler, broken gravel in shoe. SAND (SP); very dense, moist, light gray to gray; trace silt; mostly fine sand; trace fine, rounded gravel; trace iron-oxide staining and siltier layers. Becomes dense. Driller notes drilling conditions become easier. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 290 285 280 275 AB-03 Tests LD-10T Rotary Drill Rig 7" OD X 4.25" IDHollow-Stem Auger Holt Services, Inc. Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 3" X 2.375" (Mod Cal) Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer and Modified California Logged by: WEG Approved by: ETB 12/21/2020 AB-03 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Abe Ecology Well Tag No. BJX-250 SampleTypeElev. (feet) Static Water Level Liquid Limit Geotechnical Exploration Log Water Level ATD 45 50 55 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog 64.73' (Static) Exploration Number No Soil Sample Recovery WaterLevelSheet 3 of 4 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Top of Casing Elev. 45 50 55 11/23/2020 to 11/24/2020 Project Address & Site Specific Location 334.55' Plastic Limit 47.4876, -122.1776 10 20 30 400 50 58-76.5 ft. bgs, Silica sand pack 60-75 ft. bgs, 0.010" Slotted screen Threaded end cap Blows (non-SPT) =18, 29, 35 Blows (non-SPT) =19, 25, 29 Blows (non-SPT) =3, 21, 41 Blows (non-SPT) =10, 15, 56 1/7/2023 3/11/2021 11/24/2020 12/15/2020 11/23/2020 11/23/2020 S13S14S15S16 SAND (SP); very dense, moist, light gray to gray; trace silt; mostly fine sand; trace fine, rounded gravel; trace iron-oxide staining and siltier layers. (continued) Subtrace iron-oxide staining. Trace iron-oxide staining. Becomes gray and moist to very moist. Becomes wet, dark gray. Becomes dark gray to gray brown. Driller noted 6" heave at 75 ft. Bottom of exploration at 76.5 ft. bgs. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 270 265 260 255 AB-03 Tests LD-10T Rotary Drill Rig 7" OD X 4.25" IDHollow-Stem Auger Holt Services, Inc. Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 3" X 2.375" (Mod Cal) Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer and Modified California Logged by: WEG Approved by: ETB 12/21/2020 AB-03 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Abe Ecology Well Tag No. BJX-250 SampleTypeElev. (feet) Static Water Level Liquid Limit Geotechnical Exploration Log Water Level ATD 65 70 75 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog 64.73' (Static) Exploration Number No Soil Sample Recovery WaterLevelSheet 4 of 4 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Top of Casing Elev. 65 70 75 11/23/2020 to 11/24/2020 Project Address & Site Specific Location 334.55' Plastic Limit 47.4876, -122.1776 10 20 30 400 50 12 22 10 Flush monument set in concrete. Locked expansion plug. VW Piezometer datalogger in monument. Concrete 0-5 ft. bgs. 2" PVC casing 0-55.8 ft. bgs. PID =0.1 Sheen =None to slight organic Odor =None to slight petroleum-like PID =0.5 Sheen =Slight organic Odor =Slight organic-like PID =1.5 Sheen =Slight organic Odor =Slight organic-likeS1 FILL SILT WITH SAND (ML); medium stiff, moist, gray and brown; medium plasticity; fine to coarse gravel; trace roots. SILTY SAND (SM); medium dense, moist, gray brown; fine sand; trace fine to coarse gravel. SILT (ML); medium stiff, moist, gray to brown; trace fine sand and iron-oxide staining. SILTY SAND (SM); medium dense, moist, brown; fine sand; trace fine to coarse, rounded to subrounded gravel; gray silt pockets. Becomes dark brown; organic fines. Becomes dense; trace woodchips. SILT (ML); stiff, moist, gray to gray brown; medium plasticity; trace coarse, rounded gravel. SILTY SAND (SM); dense, dry to slightly moist, dark gray to gray brown; few fine to coarse, subrounded to subangular gravel; trace roots. Becomes moist, dark brown; fine to coarse sand; 1-inch-thick wood piece, silt pockets. Becomes dark gray to gray brown; blue gray silt pocket. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 325 320 315 310 AB-04 Tests Geoprobe 8140 LC Sonic Holocene Drilling Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 2" X 1.375" (SPT) Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer and Grab Logged by: WEG Approved by: ETB 3/16/2023 AB-04 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Corey Ecology Well Tag No. BNK631 SampleTypeElev. (feet) Static Water Level Liquid Limit Geotechnical Exploration Log 5 10 15 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog 60.8' (Static) Exploration Number No Soil Sample Recovery WaterLevelSheet 1 of 4 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.1Top of Casing Elev. 5 10 15 3/24/2021 to 3/27/2021 Project Address & Site Specific Location 329.88' Plastic Limit 47.4867, -122.1774 10 20 30 400 50 5 3 4 19 18 11 Bentonite chips 5-42 ft. bgs. PID =2.0 Sheen =Slight organic Odor =Slight petroleum-like PID =1.8 Sheen =None Odor =Slight organic-like PID =0.9 Sheen =Slight organic Odor =None PID =4.6 Sheen =Slight organic Odor =NoneS2S3 SILT (ML); medium stiff, moist, dark gray and blue gray; medium plasticity; trace fine sand; trace fine gravel; trace woodchips. SILT WITH SAND (ML); medium stiff, moist, blue gray and gray brown; medium plasticity; fine sand; few fine to coarse, rounded to subrounded gravel; woodchip. SILTY SAND (SM); medium dense, moist, gray brown; fine to coarse sand; few fine to coarse, rounded to subrounded gravel; trace roots. SILT WITH SAND (ML); medium stiff, moist, blue gray; medium plasticity; few fine to coarse, rounded to subrounded gravel; 1-inch-diameter root, trace roots. SILTY SAND WITH GRAVEL (SM); medium dense, moist, blue gray; fine to coarse sand; fine to coarse, rounded to subrounded gravel; zone of iron-oxide staining. GLACIAL OUTWASH DEPOSITS (Qpa) SAND WITH SILT AND GRAVEL (SP-SM); medium dense, moist, brown; fine to coarse sand; fine to coarse, rounded to subrounded gravel. SILTY SAND WITH GRAVEL (SM); medium dense, moist, brown; broken gravel in sampler. SAND (SP); medium dense, slightly moist to moist, brown; few silt; fine sand. Becomes moist; fine to coarse sand; trace coarse, broken gravel. SILT WITH SAND (ML); medium stiff, moist, dark gray; fine sand. SAND (SP); medium dense, moist, brown; fine sand; trace fine to coarse, rounded gravel. Becomes slightly moist to moist, brown to light brown; trace to few silt; few zones of blocks cemented by silt. Becomes moist. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 305 300 295 290 AB-04 Tests Geoprobe 8140 LC Sonic Holocene Drilling Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 2" X 1.375" (SPT) Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer and Grab Logged by: WEG Approved by: ETB 3/16/2023 AB-04 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Corey Ecology Well Tag No. BNK631 SampleTypeElev. (feet) Static Water Level Liquid Limit Geotechnical Exploration Log 25 30 35 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog 60.8' (Static) Exploration Number No Soil Sample Recovery WaterLevelSheet 2 of 4 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.1Top of Casing Elev. 25 30 35 3/24/2021 to 3/27/2021 Project Address & Site Specific Location 329.88' Plastic Limit 47.4867, -122.1774 10 20 30 400 50 14 12 13 20 22 24 6 x 9 Colorado sand 42-58 ft. bgs. 0.02" slotted screen 45.8-55.8 ft. bgs. 1/7/2023: well dry Bentonite chips 59-60 ft. bgs. AB-04-45 NWTPH-Dx; NWTPH-Dx; PAHs PID =0.2 Sheen =None to slight organic Odor =None CEC =7.4 meq/100 g GS OC=0.6% FC=6.6%S4S5 SAND (SP); medium dense, moist, brown; fine sand; trace fine to coarse, rounded gravel. (continued) Becomes brown to gray brown. 6-inch-thick silt-cemented stratum. Zone of silt-cemented pockets. Trace coarse sand; trace fine, rounded to subrounded gravel. Approximately 6-inch-thick zone with fine to coarse, rounded to subrounded gravel. SAND WITH GRAVEL (SP); medium dense to dense, slightly moist to moist, brown; fine sand, trace coarse sand; fine to coarse, rounded to subrounded gravel. SILTY SAND (SM); dense, dry to slightly moist, gray to brown; fine sand; trace fine, rounded gravel; cemented pockets, broken gravel. SAND WITH SILT (SP-SM); dense, dry to slightly moist, gray brown; trace to few silt; fine to coarse sand; few fine to coarse, rounded to subrounded gravel. SILTY SAND WITH GRAVEL (SM); dense, slightly moist, gray brown; fine to coarse sand; fine to coarse, rounded to subrounded gravel. SILTY SAND (SM); dense, dry, light gray; fine sand; few fine to coarse, rounded to subrounded gravel. SAND (SP); dense, moist, gray brown; fine sand. Becomes brown; trace silt pockets; subtrace fine, rounded to subrounded gravel. Approximately 4-inch-thick stratum of dry, light gray silty sand. Trace coarse sand; few-inch-thick strata of dry to slightly moist silty sand with cemented chunks. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 285 280 275 270 AB-04 Tests Geoprobe 8140 LC Sonic Holocene Drilling Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 2" X 1.375" (SPT) Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer and Grab Logged by: WEG Approved by: ETB 3/16/2023 AB-04 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Corey Ecology Well Tag No. BNK631 SampleTypeElev. (feet) Static Water Level Liquid Limit Geotechnical Exploration Log 45 50 55 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog 60.8' (Static) Exploration Number No Soil Sample Recovery WaterLevelSheet 3 of 4 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.1Top of Casing Elev. 45 50 55 3/24/2021 to 3/27/2021 Project Address & Site Specific Location 329.88' Plastic Limit 47.4867, -122.1774 10 20 30 400 50 23 36 22 2 2 3 Bentonite grout 60-70 ft. bgs. 12 x 20 sand 70-72.5 ft. bgs. VW Piezometer installed at 72.5 ft. bgs. SN: 2111522. Diver SN DA988 installed at 72.5 ft. bgs. 4/6/2021 S6S7 SAND (SP); dense, moist, gray brown; fine sand. (continued) Becomes very dense, gray brown to brown; fine to coarse sand; fine to coarse, rounded to subangular gravel; gravel socketing. SAND WITH SILT (SP-SM); very dense, dry to slightly moist, gray brown; fine to coarse sand; trace to few fine to coarse, subrounded gravel; few cemented blocks. SILTY SAND (SM); very dense, dry to slightly moist, light gray to gray brown; fine sand; trace coarse, rounded gravel; cemented blocks of sand and silt. SAND WITH SILT (SP-SM); very dense, moist, brown; fine sand; cemented blocks. Approximately 4-inch-thick stratum of dry, lght gray silty sand with cemented blocks. SAND (SP); very dense, moist to very moist, dark brown; fine sand; trace fine, rounded gravel; silt pockets. SAND WITH SILT (SP-SM); very dense, moist, brown; fine to coarse sand; few fine gravel, trace coarse gravel; silt pockets. SILT (ML); soft, wet, brown; trace fine to coarse, rounded to subrounded gravel; possibly slough? SAND WITH SILT (SP-SM); loose to medium dense, very moist to wet, brown; fine sand, trace coarse sand; fine to coarse, rounded to subrounded gravel; trace silt pockets. SAND (SP); medium dense, moist, brown; fine to medium sand. Becomes loose, very moist to moist, gray to brown; driller notes heave/caving before 70-ft. SPT. Bottom of exploration at 72.5 ft. bgs. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 265 260 255 250 AB-04 Tests Geoprobe 8140 LC Sonic Holocene Drilling Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 2" X 1.375" (SPT) Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer and Grab Logged by: WEG Approved by: ETB 3/16/2023 AB-04 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Corey Ecology Well Tag No. BNK631 SampleTypeElev. (feet) Static Water Level Liquid Limit Geotechnical Exploration Log 65 70 75 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog 60.8' (Static) Exploration Number No Soil Sample Recovery WaterLevelSheet 4 of 4 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.1Top of Casing Elev. 65 70 75 3/24/2021 to 3/27/2021 Project Address & Site Specific Location 329.88' Plastic Limit 47.4867, -122.1774 10 20 30 400 50 Flush mount monument set in concrete. Locked expansion plug. VW Piezometer datalogger in monument. Concrete 0-5 ft. bgs. 6" PVC casing 0-45 ft. bgs. PID =5.3 Sheen =None Odor =None PID =1.6 Sheen =None Odor =Slight organic-like FILL SILTY SAND (SM); very loose to loose, very moist, gray brown; fine to coarse sand; trace fine to coarse, rounded gravel. CLAY (CL); medium stiff, moist, dark gray; medium plasticity; subtrace fine, subrounded gravel; trace sand pockets with iron-oxide staining, trace brown silt pockets. Becomes blue gray to dark gray. Subtrace fine to coarse, rounded to subrounded gravel; zone of iron-oxide staining, trace black organics, woodchip. Becomes blue gray and gray brown.; subtrace coarse sand; abundant iron-oxide staining. Green pieces of broken sewer pipe. Brick piece. SILTY SAND (SM); medium dense, moist, gray brown and blue gray; trace fine to coarse, rounded gravel; iron-oxide staining, clay veins, twig. SILT (MH); medium stiff, moist, blue gray and gray brown; trace coarse sand; trace rounded to subrounded gravel; iron-oxide staining, sand pockets, trace roots. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 325 320 315 310 AB-05 Tests Geoprobe 8140 LC Sonic Holocene Drilling Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 2" X 1.375" (SPT) Grab sample Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer and Grab Logged by: WEG Approved by: ETB 3/16/2023 AB-05 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Corey Ecology Well Tag No. BNK633 SampleTypeElev. (feet) Static Water Level Liquid Limit Geotechnical Exploration Log 5 10 15 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog 61.2' (Static) Exploration Number WaterLevelSheet 1 of 4 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.1Top of Casing Elev. 5 10 15 3/26/2021 to 3/27/2021 Project Address & Site Specific Location 329.28' Plastic Limit 47.4869, -122.1772 10 20 30 400 50 5 5 5 Bentonite chips 5-43 ft. bgs. PID =1.7 Sheen =Slight petroleum Odor =Slight organic-like PID =1.9 Sheen =Slight petroleum Odor =Slight organic-likeS1 SILT (MH); medium stiff, moist, blue gray and gray brown; trace coarse sand; trace rounded to subrounded gravel; iron-oxide staining, sand pockets, trace roots. (continued) Becomes stiff. Pockets of blue gray clay and black organics; trace roots, trace woodchips, concrete chunk. SILTY SAND (SM); medium dense, moist, dark gray; fine to coarse sand; few fine to coarse, rounded to subrounded gravel; trace roots, brick piece. SILTY SAND WITH GRAVEL (SM); medium dense, moist, dark gray; fine to coarse sand; fine to coarse, rounded to subrounded gravel; trace woodchips, subtrace iron-oxide staining. Blue gray pocket of sandy clay. SILTY SAND (SM); medium dense, moist, dark gray; few fine to coarse, rounded to subrounded gravel; trace roots. Becomes very moist. Woodchip, brick piece. Becomes moist; fine to coarse sand; few fine to coarse, rounded to angular gravel; trace roots. Large concrete chunks. Woodchips. Plastic bag pieces. 5-inch-thick stratum of blue gray to dark gray color and increased sand content. Becomes dark gray. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 305 300 295 290 AB-05 Tests Geoprobe 8140 LC Sonic Holocene Drilling Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 2" X 1.375" (SPT) Grab sample Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer and Grab Logged by: WEG Approved by: ETB 3/16/2023 AB-05 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Corey Ecology Well Tag No. BNK633 SampleTypeElev. (feet) Static Water Level Liquid Limit Geotechnical Exploration Log 25 30 35 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog 61.2' (Static) Exploration Number WaterLevelSheet 2 of 4 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.1Top of Casing Elev. 25 30 35 3/26/2021 to 3/27/2021 Project Address & Site Specific Location 329.28' Plastic Limit 47.4869, -122.1772 10 20 30 400 50 7 8 10 6 x 9 Colorado sand 43-57 ft. bgs. 0.02" mesh, stainless steel screen 45-55 ft. bgs. 1/7/2023: well dry PVC riser below screen. PID =1.6 Sheen =Slight organic Odor =Slight organic-like PID =1.8 Sheen =Slight to moderate organic Odor =Moderate petroleum-like AB-05-53.8 NWTPH-Dx; NWTPH-Dx; PAHs PID =1.8 Sheen =Slight organic FC=2.7% Odor =None CEC =6.7 meq/100 g OC=0.6%S2S3 SANDY SILT (ML); very stiff, moist, blue gray to dark gray; low plasticity; fine to coarse sand; few fine to coarse, rounded to subrounded gravel; trace roots. SILTY SAND (SM); medium dense to dense, moist to very moist, dark gray to blue gray; fine to coarse sand; few fine to coarse, rounded to subangular gravel; silty pocket, brick piece. SILT (MH); stiff, very moist, dark gray and gray; fine to coarse, rounded to subrounded gravel. SILTY SAND WITH GRAVEL (SM); medium dense to dense, very moist, dark gray; fine to coarse sand; fine to coarse, rounded to angular gravel; trace brick pieces, trace roots, woodchip. GLACIAL OUTWASH DEPOSITS (Qpa) SILTY SAND WITH GRAVEL (SM); medium dense to dense, moist to very moist, brown to brown yellow; fine to coarse sand; fine, rounded to angular gravel. Driller adds 50 ft. of 10-inch casing and water to ease drilling. SAND (SP); medium dense, to dense, moist, brown yellow; fine to coarse sand; few fine to coarse, rounded to subangular gravel. Trace fine to coarse, rounded to subangular gravel. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 285 280 275 270 AB-05 Tests Geoprobe 8140 LC Sonic Holocene Drilling Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 2" X 1.375" (SPT) Grab sample Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer and Grab Logged by: WEG Approved by: ETB 3/16/2023 AB-05 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Corey Ecology Well Tag No. BNK633 SampleTypeElev. (feet) Static Water Level Liquid Limit Geotechnical Exploration Log 45 50 55 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog 61.2' (Static) Exploration Number WaterLevelSheet 3 of 4 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.1Top of Casing Elev. 45 50 55 3/26/2021 to 3/27/2021 Project Address & Site Specific Location 329.28' Plastic Limit 47.4869, -122.1772 10 20 30 400 50 6 x 9 Colorado sand and bentonite chips 57-75 ft. bgs. VW Piezometer installed at 68 ft. bgs. SN 2111523. Diver SN DA986 installed at 68 ft. bgs. 4/6/2021 SAND (SP); medium dense, to dense, moist, brown yellow; fine to coarse sand; few fine to coarse, rounded to subangular gravel. (continued) Driller adds additional 10 ft. of casing and more water, notes that soil is falling out of core barrel and adds a different bit to try to stop soil loss, thinks he encountered groundwater. Becomes wet; subtrace fine, subrounded gravel; trace silt pockets. Driller notes approximately 5 ft. of heave. Subtrace fine, subrounded to angular gravel. Becomes gray brown to brown yellow; mostly fine sand; silty sand pocket, subtrace black organics. Subtrace cm-scale laminations. Driller notes approximately 6 ft. of heave. Bottom of exploration at 75 ft. bgs. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 265 260 255 250 AB-05 Tests Geoprobe 8140 LC Sonic Holocene Drilling Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 2" X 1.375" (SPT) Grab sample Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer and Grab Logged by: WEG Approved by: ETB 3/16/2023 AB-05 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Corey Ecology Well Tag No. BNK633 SampleTypeElev. (feet) Static Water Level Liquid Limit Geotechnical Exploration Log 65 70 75 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog 61.2' (Static) Exploration Number WaterLevelSheet 4 of 4 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.1Top of Casing Elev. 65 70 75 3/26/2021 to 3/27/2021 Project Address & Site Specific Location 329.28' Plastic Limit 47.4869, -122.1772 10 20 30 400 50 Flush monument set in concrete. Locked expansion plug. VW Piezometer datalogger in monument. Concrete 0-5 ft. bgs. 2" PVC casing 0-59 ft. bgs. PID =14 Sheen =None Odor =None PID =1.6 Sheen =None Odor =None FILL SILTY SAND (SM); loose to medium dense, moist, gray brown; fine to coarse sand; few fine to coarse, rounded gravel. SILT (ML); soft to medium stiff, moist, gray brown; low to medium plasticity; few fine to coarse, rounded gravel. SILT (MH); medium stiff, moist, blue gray; medium plasticity; massive. SILTY SAND (SM); medium dense, very moist, gray brown; trace to few fine to coarse, rounded gravel. Driller notes no core recovery from 5-10 ft. bgs. due to suspected rock. CLAY (CL); medium stiff to stiff, moist, blue gray; massive. Medium to high (?) plasticity. Approximately 6-inch-thick stratum with trace fine, subrounded gravel and iron-oxide staining. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 325 320 315 310 AB-06 Tests Geoprobe 8140 LC Sonic Holocene Drilling Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 2" X 1.375" (SPT) Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer and Grab Logged by: WEG Approved by: ETB 3/16/2023 AB-06 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Corey Ecology Well Tag No. BNK632 SampleTypeElev. (feet) Static Water Level Liquid Limit Geotechnical Exploration Log Water Level ATD 5 10 15 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog 57.49' (Static) Exploration Number No Soil Sample Recovery WaterLevelSheet 1 of 4 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.1Top of Casing Elev. 5 10 15 3/25/2021 to 3/27/2021 Project Address & Site Specific Location 327.65' Plastic Limit 47.4871, -122.1770 10 20 30 400 50 7 8 11 Bentonite chips 5-52 ft. bgs. PID =1.1 Sheen =None Odor =None PID =0.5 Sheen =None Odor =None PID =1.1 Sheen =None Odor =None PID =0.9 Sheen =None Odor =NoneS1 CLAY (CL); medium stiff to stiff, moist, blue gray; massive. (continued) Becomes very stiff; zone with trace coarse sand, fine, rounded gravel, and iron-oxide staining. Approximately 2-inch-thick stratum of silty sand with fine sand and trace fine, subrounded gravel. Subtrace fine to coarse, rounded gravel. Approximately 1.6-ft.-thick zone with gray brown silt pockets with trace coarse sand and fine to coarse, rounded to subrounded gravel. Becomes stiff. Approximately 6-inch-thick zone with trace coarse sand, fine, subrounded gravel, and iron-oxide staining. Becomes blue gray and brown yellow; hard block of clay; silt. Driller pours water into hole to ease drilling. Becomes very moist to wet; subtrace coarse sand. SILTY SAND (SM); medium dense, moist, blue gray to brown yellow; fine to coarse sand; trace fine to coarse, rounded gravel; silt pockets. SILT (MH); stiff, moist, brown yellow; medium to high (?) plasticity; trace coarse sand; trace fine to coarse, rounded gravel; woodchip, brick piece. Becomes blue gray; trace woodchips and organics. SILT (ML); stiff, dark gray to blue gray, moist; low to medium plasticity; trace coarse sand; trace to few, fine to coarse, rounded to subrounded gravel; approximately 1-inch-thick zone of black organics and woodchips. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 305 300 295 290 AB-06 Tests Geoprobe 8140 LC Sonic Holocene Drilling Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 2" X 1.375" (SPT) Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer and Grab Logged by: WEG Approved by: ETB 3/16/2023 AB-06 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Corey Ecology Well Tag No. BNK632 SampleTypeElev. (feet) Static Water Level Liquid Limit Geotechnical Exploration Log Water Level ATD 25 30 35 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog 57.49' (Static) Exploration Number No Soil Sample Recovery WaterLevelSheet 2 of 4 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.1Top of Casing Elev. 25 30 35 3/25/2021 to 3/27/2021 Project Address & Site Specific Location 327.65' Plastic Limit 47.4871, -122.1770 10 20 30 400 50 5 5 7 6 x 9 Colorado sand 52-59 ft. bgs. 0.020" slotted screen 54-59 ft. bgs. PID =1.9 Sheen =None Odor =Slight petroleum-like PID =0.8 Sheen =Slight organic Odor =Slight petroleum-like PID =2.8 Sheen =Slight petroleum Odor =Slight petroleum-like PID =1.8 Sheen =Slight petroleum Odor =Slight petroleum-like 1/5/2023 3/25/2021 Reading taken after driller poured water in hole.S2 SILT (MH); soft, wet, light gray; medium to high (?) plasticity; trace fine sand; trace fine to coarse, rounded gravel; silt pockets with iron-oxide staining. SILT (ML); medium stiff to stiff, moist to very moist, dark gray to blue gray; trace to few fine sand, trace coarse sand; few fine to coarse, rounded gravel; trace roots. Zone with trace woodchips and organics. SAND WITH SILT (SP-SM); medium dense, very moist, dark gray to blue gray; fine to coarse sand; trace fine; rounded gravel; trace to few roots. SILTY SAND (SM); medium dense, very moist, dark gray to blue gray; fine to coarse sand; fine to coarse, rounded gravel; trace iron-oxide staining; piece of plastic bag. SILT WITH GRAVEL (ML); stiff, moist, dark gray to blue gray; low plasticity; fine to coarse, rounded gravel; little iron-oxide staining, blocky texture. SILT WITH SAND (MH); stiff, very moist, blue gray; medium to high (?) plasticity; fine sand; trace fine to coarse, rounded gravel; sandy pockets with iron-oxide staining, trace roots. Becomes moist, dark gray. SANDY SILT (ML); stiff, very moist, dark gray to blue gray; fine sand; trace fine, rounded gravel; trace roots. CONCRETE; 10 inches. SILTY SAND (SM); medium dense to dense, moist, dark gray to blue gray; fine to coarse sand; trace fine, rounded gravel. GLACIAL OUTWASH DEPOSITS (Qpa) SAND WITH SILT (SP-SM); medium dense to dense, very moist, blue gray to brown yellow; fine to coarse sand; trace fine to coarse, rounded to subrounded gravel; silt pockets. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 285 280 275 270 AB-06 Tests Geoprobe 8140 LC Sonic Holocene Drilling Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 2" X 1.375" (SPT) Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer and Grab Logged by: WEG Approved by: ETB 3/16/2023 AB-06 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Corey Ecology Well Tag No. BNK632 SampleTypeElev. (feet) Static Water Level Liquid Limit Geotechnical Exploration Log Water Level ATD 45 50 55 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog 57.49' (Static) Exploration Number No Soil Sample Recovery WaterLevelSheet 3 of 4 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.1Top of Casing Elev. 45 50 55 3/25/2021 to 3/27/2021 Project Address & Site Specific Location 327.65' Plastic Limit 47.4871, -122.1770 10 20 30 400 50 5 16 26 6 x 9 Colorado sand and 1 bag of bentonite chips 59-75.5 ft. bgs. VW Piezometer installed at 74.5 ft. bgs. SN 2111524. Diver SN DA985 installed at 74.5 ft. bgs. AB-06-60 NWTPH-Dx; NWTPH-Dx; PAHs GS OC=0.5% FC=3.5% PID =1.2 Sheen =None Odor =None CEC =6.8 meq/100 gS3 SAND (SP); medium dense to dense, very moist to wet, brown yellow and dark gray; trace fine, subangular to rounded gravel; silt pocket; blowcounts may be overstated due to gravel in shoe, driller reports approximately 6-8 inches of heave. Approximately 8-inch-thick stratum of very moist, gray sandy silt with fine sand. Becomes gray brown to brown yellow; fine to coarse sand; iron-oxide staining. Trace coarse, angular to subangular gravel; trace to few silt pockets. Driller adds water to ease drilling after pulling 70-ft. core. SILTY SAND (SM); dense, very moist to wet, brown; fine sand, trace medium to coarse sand; few cm-scale laminations. Bottom of exploration at 75.5 ft. bgs. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 265 260 255 250 AB-06 Tests Geoprobe 8140 LC Sonic Holocene Drilling Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 2" X 1.375" (SPT) Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer and Grab Logged by: WEG Approved by: ETB 3/16/2023 AB-06 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Corey Ecology Well Tag No. BNK632 SampleTypeElev. (feet) Static Water Level Liquid Limit Geotechnical Exploration Log Water Level ATD 65 70 75 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog 57.49' (Static) Exploration Number No Soil Sample Recovery WaterLevelSheet 4 of 4 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.1Top of Casing Elev. 65 70 75 3/25/2021 to 3/27/2021 Project Address & Site Specific Location 327.65' Plastic Limit 47.4871, -122.1770 10 20 30 400 50 Flush monument set in concrete. Locked expansion plug. VW Piezometer datalogger in monument. Concrete 0-5 ft. bgs. 2" PVC casing 0-53 ft. bgs. PID =0.8 Sheen =None Odor =None FILL SILTY SAND WITH GRAVEL (SM); loose, moist, gray brown; fine to coarse sand; fine to coarse, rounded to subangular gravel. SILT (MH); soft to medium stiff, moist, blue gray; medium plasticity. Trace sand pockets. Approximately 9-inch-thick stratum of sand with iron-oxide staining and trace black organics. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 325 320 315 310 AB-07 Tests Geoprobe 8140 LC Sonic Holocene Drilling Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 2" X 1.375" (SPT) Grab sample Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer and Grab Logged by: WEG Approved by: ETB 3/16/2023 AB-07 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Corey Ecology Well Tag No. BNK634 SampleTypeElev. (feet) Static Water Level Liquid Limit Geotechnical Exploration Log 5 10 15 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog 60' (Static) Exploration Number WaterLevelSheet 1 of 4 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.1Top of Casing Elev. 5 10 15 3/27/2021 Project Address & Site Specific Location 328.07' Plastic Limit 47.4871, -122.1772 10 20 30 400 50 4 4 6 Bentonite chips 5-46 ft. bgs. PID =1.6 Sheen =None Odor =Slight organic-like PID =2.3 Sheen =None Odor =NoneS1 SILT (MH); soft to medium stiff, moist, blue gray; medium plasticity. (continued) Becomes stiff SILTY SAND WITH GRAVEL (SM); medium dense, moist, gray brown; fine to coarse sand; fine to coarse, rounded to angular gravel. SILT (MH); stiff, moist, blue gray; medium plasticity. SILTY SAND (SM); medium dense, moist, gray brown; fine to coarse sand; trace fine to coarse, subrounded gravel. SILT (MH); stiff, moist, gray brown and blue gray; medium plasticity; trace fine to coarse, rounded to subangular gravel; trace sand pockets, trace roots, trace iron-oxide staining. Becomes blue gray; few black organics, brick piece. SILT WITH SAND (ML); stiff, moist, blue gray; fine sand; fine to coarse, rounded to subrounded gravel. Piece of plastic bag, trace roots. Gray brown zone with lower sand content. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 305 300 295 290 AB-07 Tests Geoprobe 8140 LC Sonic Holocene Drilling Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 2" X 1.375" (SPT) Grab sample Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer and Grab Logged by: WEG Approved by: ETB 3/16/2023 AB-07 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Corey Ecology Well Tag No. BNK634 SampleTypeElev. (feet) Static Water Level Liquid Limit Geotechnical Exploration Log 25 30 35 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog 60' (Static) Exploration Number WaterLevelSheet 2 of 4 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.1Top of Casing Elev. 25 30 35 3/27/2021 Project Address & Site Specific Location 328.07' Plastic Limit 47.4871, -122.1772 10 20 30 400 50 8 8 11 6 x 9 Colorado sand 46-56 ft. bgs. 0.02" slotted screen 48-53 ft. bgs. 1/5/2023: well dry PID =0.6 Sheen =None Odor =Slight organic-like AB-07-47.5 NWTPH-Dx; NWTPH-Dx; PAHs PID =1.2 Sheen =Slight petroleum Odor =Slight organic-like CEC =6.4 meq/100 g GS OC=0.6% FC=5.7% PID =1.6 Sheen =None Odor =Slight organic-like 4/7/2021 S2S3 SILT WITH SAND (ML); stiff, moist, blue gray; fine sand; fine to coarse, rounded to subrounded gravel. (continued) Becomes very stiff; fine to coarse sand; trace to few fine to coarse, rounded to subrounded gravel; few roots and organics. SILTY SAND (SM); medium dense to dense, moist, blue gray; fine to coarse sand; few fine, subrounded to angular gravel; trace iron-oxide staining. SAND WITH SILT (SP-SM); medium dense to dense, moist, blue gray; fine to coarse sand; fine to coarse, rounded to angular gravel; woodchip. SILT WITH SAND (ML); very stiff, moist, blue gray. SAND WITH SILT (SP-SM); medium dense to dense, moist, blue gray; fine to coarse sand; fine to coarse, rounded to angular gravel. Approximately 1-inch-thick stratum of dark brown organics. GLACIAL OUTWASH DEPOSITS (Qpa) GRAVEL WITH SILT AND SAND (GP-GM); medium dense to dense, dry to moist, light brown to brown yellow; fine to coarse sand; fine to coarse gravel; few silt. SILTY SAND (SM); medium dense to dense, moist, brown; fine to coarse sand; trace to few fine, rounded to subangular gravel; trace silt pockets, trace organics. SAND WITH SILT (SP-SM); medium dense to dense, moist, brown; fine sand. SAND (SP); medium dense to dense, moist, brown; fine sand, subtrace coarse sand; subtrace fine, subrounded gravel; trace cm-scale silt laminations. SAND WITH SILT (SP-SM); medium dense to dense, dry to slightly moist, brown; fine sand. SAND (SP); medium dense to dense, very moist to wet, brown; fine to medium sand. SAND WITH SILT (SP-SM); medium dense to dense, Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 285 280 275 270 AB-07 Tests Geoprobe 8140 LC Sonic Holocene Drilling Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 2" X 1.375" (SPT) Grab sample Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer and Grab Logged by: WEG Approved by: ETB 3/16/2023 AB-07 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Corey Ecology Well Tag No. BNK634 SampleTypeElev. (feet) Static Water Level Liquid Limit Geotechnical Exploration Log 45 50 55 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog 60' (Static) Exploration Number WaterLevelSheet 3 of 4 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.1Top of Casing Elev. 45 50 55 3/27/2021 Project Address & Site Specific Location 328.07' Plastic Limit 47.4871, -122.1772 10 20 30 400 50 13 18 18 Bentonite grout 56-67 ft. bgs. 6 x 9 Colorado sand 67-70 ft. bgs. VW Piezometer installed at 70 ft. bgs. SN 2111525. Diver SN DA079 installed at 70 ft. bgs.S4moist, gray brown; fine to medium sand; trace mm-scale silt laminations. SILTY SAND (SM); dense, very moist to wet, gray brown and brown; fine to coarse sand; trace fine, subrounded gravel. SAND WITH SILT (SP-SM); dense, wet, gray brown to brown; fine to medium sand; trace fine, subrounded to subangular gravel; trace silt pockets. SAND (SP); dense, wet, gray brown to brown; fine to medium sand; trace silt pockets. Bottom of exploration at 70 ft. bgs. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 265 260 255 250 AB-07 Tests Geoprobe 8140 LC Sonic Holocene Drilling Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 2" X 1.375" (SPT) Grab sample Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer and Grab Logged by: WEG Approved by: ETB 3/16/2023 AB-07 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Corey Ecology Well Tag No. BNK634 SampleTypeElev. (feet) Static Water Level Liquid Limit Geotechnical Exploration Log 65 70 75 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog 60' (Static) Exploration Number WaterLevelSheet 4 of 4 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.1Top of Casing Elev. 65 70 75 3/27/2021 Project Address & Site Specific Location 328.07' Plastic Limit 47.4871, -122.1772 10 20 30 400 50 5 1 1 2 3 5 2 3 4 4 7 9 2 3 6 Backfilled with bentonite chips. Backfilled with sand.S1S2S3S4S5FILL SANDY SILT WITH GRAVEL (ML); soft, moist, gray-brown; low to medium plasticity silt; few, fine to medium sand; fine to coarse, subangular to rounded gravel; subtrace organics. Becomes medium stiff. SILT (ML); very stiff, moist, gray; low to medium plasticity silt; trace, fine to medium sand; trace, fine to coarse, subangular to rounded gravel; subtrace organics. 2-inch sand lense. Becomes stiff. SILTY SAND WITH GRAVEL (SM); medium dense, moist, brown; fine to medium sand; fine to coarse, subangular to rounded gravel. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 310 305 300 295 AB-08 Tests Diedrich D-70 Turbo 8" OD X 4.25" IDHollow-Stem Auger Holocene Drilling Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 2" X 1.375" (SPT) No Water Encountered Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer; 140 lb hammer; 30" drop Logged by: STM Approved by: ETB 3/16/2023 AB-08 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Eric SampleTypeElev. (feet) No Water Encountered Liquid Limit Geotechnical Exploration Log 5 10 15 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog Exploration Number No Soil Sample Recovery WaterLevelSheet 1 of 2 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.1Top of Casing Elev. 5 10 15 6/24/2022 Project Address & Site Specific Location 313.13' Plastic Limit 47.4874, -122.1771 10 20 30 400 50 6 13 15 0 0 7 10 10 11 27 34 40S6S7S8S9 SILTY SAND WITH GRAVEL (SM); medium dense, moist, brown; fine to medium sand; fine to coarse, subangular to rounded gravel. (continued) 1-inch layer of low plasticity silt. SANDY SILT WITH GRAVEL (ML); medium stiff, moist, gray to dark gray; low to medium plasticity silt; fine to coarse sand; fine to coarse, subangular to rounded gravel; subtrace organics. RECESSIONAL OUTWASH SILTY SAND WITH GRAVEL (SM); medium dense, moist, brown; fine to coarse sand; fine to coarse, subangular to subrounded gravel. Becomes very dense. Bottom of exploration at 36.5 ft. bgs. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 290 285 280 275 AB-08 Tests Diedrich D-70 Turbo 8" OD X 4.25" IDHollow-Stem Auger Holocene Drilling Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 2" X 1.375" (SPT) No Water Encountered Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer; 140 lb hammer; 30" drop Logged by: STM Approved by: ETB 3/16/2023 AB-08 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Eric SampleTypeElev. (feet) No Water Encountered Liquid Limit Geotechnical Exploration Log 25 30 35 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog Exploration Number No Soil Sample Recovery WaterLevelSheet 2 of 2 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.1Top of Casing Elev. 25 30 35 6/24/2022 Project Address & Site Specific Location 313.13' Plastic Limit 47.4874, -122.1771 10 20 30 400 50 30 19 10 2 2 4 5 7 13 19 13 14 6 6 9 Flush mount monument set in concrete. 2-inch PVC in concrete. Drill chatter from 7 to 13-feet bgs. Blows may be overstated due to gravel in smapler shoe. 2-inch PVC in 3/8-inch bentonite chips.S1S2S3S4S5FILL GRAVEL WITH SILT AND SAND (GP-GM); medium dense, slightly moist, brown; fine to coarse sand; fine to coarse, angular to subrounded gravel. Becomes loose and moist. RECESSIONAL GLACIAL OUTWASH GRAVEL WITH SAND (GW); medium dense, moist, gray brown; trace to few silt; fine to coarse sand; fine to coarse subrounded to rounded. SAND WITH GRAVEL (SP); medium dense, moist, gray brown; trace silt; fine to coarse sand; fine to coarse subrounded to rounded gravel. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 330 325 320 315 AB-09 Tests Diedrich D-50 Turbo 8.5" OD X 4.25" IDHollow-Stem Auger Holocene Drilling Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 2" X 1.375" (SPT) Split Barrel 3" X 2.375" No Water Encountered Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer/SPT and Modified California Logged by: JBM Approved by: ETB 3/16/2023 AB-09 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Eric Ecology Well Tag No. BMT-318 SampleTypeElev. (feet) No Water Encountered Liquid Limit Geotechnical Exploration Log 5 10 15 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog Exploration Number No Soil Sample Recovery WaterLevelSheet 1 of 3 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.2Top of Casing Elev. 5 10 15 5/17/2021 Project Address & Site Specific Location 333.28' Plastic Limit 47.4873, -122.1775 10 20 30 400 50 9 10 12 10 8 9 10 10 9 12 13 11 2-inch PVC in 3/8-inch bentonite chips.S6S7S8S9 SAND WITH GRAVEL (SP); medium dense, moist, gray brown; trace silt; fine to coarse sand; fine to coarse subrounded to rounded gravel. (continued) SAND (SW); medium dense, moist, gray brown; trace silt; fine to coarse sand; fine subrounded gravel. SAND WITH GRAVEL (SW); dense, moist, gray brown; trace silt; fine to coarse sand; fine to coarse rounded gravel. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 310 305 300 295 AB-09 Tests Diedrich D-50 Turbo 8.5" OD X 4.25" IDHollow-Stem Auger Holocene Drilling Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 2" X 1.375" (SPT) Split Barrel 3" X 2.375" No Water Encountered Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer/SPT and Modified California Logged by: JBM Approved by: ETB 3/16/2023 AB-09 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Eric Ecology Well Tag No. BMT-318 SampleTypeElev. (feet) No Water Encountered Liquid Limit Geotechnical Exploration Log 25 30 35 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog Exploration Number No Soil Sample Recovery WaterLevelSheet 2 of 3 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.2Top of Casing Elev. 25 30 35 5/17/2021 Project Address & Site Specific Location 333.28' Plastic Limit 47.4873, -122.1775 10 20 30 400 50 2-inch PVC in 3/8-inch bentonite chips. 2-inch PVC in 6x9 sand. 2-inch slotted PVC screen in 6x9 sand. Exploration backfilled with 6x9 sand. Blows (non-SPT) =12,24,25 Blows (non-SPT) =44,27,32 Blows (non-SPT) =27,29,26 PS OC=0.6% FC=6.1% CEC Blows (non-SPT) =20,22,24 PS OC=0.4% FC=7.4% CECS10S11S12S13 SAND WITH GRAVEL (SW); dense, moist, gray brown; trace silt; fine to coarse sand; fine to coarse rounded gravel. (continued) SAND WITH SILT (SW-SM); dense, moist, gray brown; fine to medium sand; fine to coarse subrounded gravel. SAND WITH SILT, GRAVEL, AND COBBLES (SP-SM); dense, moist, gray brown; fine to medium sand; fine subrounded gravel; few subrounded cobbles. SAND WITH SILT (SP-SM); dense, moist, gray brown; fine to medium sand; fine rounded gravel. Bottom of exploration at 56.5 ft. bgs. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 290 285 280 275 AB-09 Tests Diedrich D-50 Turbo 8.5" OD X 4.25" IDHollow-Stem Auger Holocene Drilling Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 2" X 1.375" (SPT) Split Barrel 3" X 2.375" No Water Encountered Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer/SPT and Modified California Logged by: JBM Approved by: ETB 3/16/2023 AB-09 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Eric Ecology Well Tag No. BMT-318 SampleTypeElev. (feet) No Water Encountered Liquid Limit Geotechnical Exploration Log 45 50 55 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog Exploration Number No Soil Sample Recovery WaterLevelSheet 3 of 3 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.2Top of Casing Elev. 45 50 55 5/17/2021 Project Address & Site Specific Location 333.28' Plastic Limit 47.4873, -122.1775 10 20 30 400 50 1 2 3 0 2 2 0 0 8 0 1 4 Backfilled with bentonite chips.S1S2S3S4FILL SILT (ML); medium stiff, moist, gray-brown; low to medium plasticity silt; trace, fine to coarse, subangular to rounded gravel; subtrace organics. 2-inch sand lense. Becomes soft. SANDY SILT (ML); medium stiff, moist, brown to gray-brown; low to medium plasticity silt; trace, fine to coarse sand; trace, fine to coarse, subangular to rounded gravel; subtrace organics. Becomes gray. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 310 305 300 295 AB-10 Tests Diedrich D-70 Turbo 8" OD X 4.25" IDHollow-Stem Auger Holocene Drilling Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 2" X 1.375" (SPT) Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer; 140 lb hammer; 30" drop Logged by: STM Approved by: ETB 3/16/2023 AB-10 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Eric SampleTypeElev. (feet) Liquid Limit Geotechnical Exploration Log Water Level ATD 5 10 15 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog Exploration Number No Soil Sample Recovery WaterLevelSheet 1 of 3 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.1Top of Casing Elev. 5 10 15 6/24/2022 Project Address & Site Specific Location 313.26' Plastic Limit 47.4874, -122.1766 10 20 30 400 50 4 6 9 6 7 12 9 6 6 5 5 9 13 16 27 Backfilled with sand.S5S6S7S8S9 SANDY SILT (ML); medium stiff, moist, brown to gray-brown; low to medium plasticity silt; trace, fine to coarse sand; trace, fine to coarse, subangular to rounded gravel; subtrace organics. (continued) Becomes stiff. SILTY SAND (SM); medium dense, moist, brown; fine to coarse sand; trace, fine to coarse, subangular to rounded gravel. Interbedded, 0.5-to-1-inch low plasticity, gray silt with orange to black mottling. ORGANIC SILT (OL); stiff, moist, dark gray to black; low to medium plasticity silt; trace, fine to coarse, subangular to rounded gravel. RECESSIONAL OUTWASH SILTY GRAVEL WITH SAND (GM); dense, moist, brown; fine to coarse sand; fine to coarse, subangular to rounded gravel. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 290 285 280 275 AB-10 Tests Diedrich D-70 Turbo 8" OD X 4.25" IDHollow-Stem Auger Holocene Drilling Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 2" X 1.375" (SPT) Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer; 140 lb hammer; 30" drop Logged by: STM Approved by: ETB 3/16/2023 AB-10 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Eric SampleTypeElev. (feet) Liquid Limit Geotechnical Exploration Log Water Level ATD 25 30 35 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog Exploration Number No Soil Sample Recovery WaterLevelSheet 2 of 3 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.1Top of Casing Elev. 25 30 35 6/24/2022 Project Address & Site Specific Location 313.26' Plastic Limit 47.4874, -122.1766 10 20 30 400 50 13 13 18 22 36 50/5" 6/24/2022 S10S11 SAND WITH SILT (SP-SM); dense, moist, brown; fine to coarse sand. SILTY SAND WITH GRAVEL (SM); very dense, wet, brown; fine to coarse sand; fine to coarse, subrounded to rounded gravel. Bottom of exploration at 46.5 ft. bgs. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 270 265 260 255 AB-10 Tests Diedrich D-70 Turbo 8" OD X 4.25" IDHollow-Stem Auger Holocene Drilling Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Split Barrel 2" X 1.375" (SPT) Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Autohammer; 140 lb hammer; 30" drop Logged by: STM Approved by: ETB 3/16/2023 AB-10 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Eric SampleTypeElev. (feet) Liquid Limit Geotechnical Exploration Log Water Level ATD 45 50 55 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog Exploration Number No Soil Sample Recovery WaterLevelSheet 3 of 3 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.1Top of Casing Elev. 45 50 55 6/24/2022 Project Address & Site Specific Location 313.26' Plastic Limit 47.4874, -122.1766 10 20 30 400 50 Backfilled with excavated material.S1S2TOPSOIL ORGANIC SILT WITH SAND (OL); loose, moist, dark brown; fine to coarse sand; fine to coarse, subrounded to subangular gravel; little roots. RECESSIONAL OUTWASH SAND (SP); loose, slightly moist, brown; fine to coarse sand, trace organics. SAND WITH SILT AND GRAVEL (SP-SM); medium dense, slightly moist, light brown; fine to coarse sand; fine to coarse, subangular to rounded gravel; trace organics. Bottom of exploration at 4.5 ft. bgs. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 337 336 335 334 333 AHA-01 Tests Hand Auger Hand tools Aspect Consulting, LLC Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Grab sample No Water Encountered Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Grab Logged by: STM Approved by: ETB 3/16/2023 AHA-01 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type STM SampleTypeElev. (feet) No Water Encountered Liquid Limit Geotechnical Exploration Log 1 2 3 4 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog Exploration Number WaterLevelSheet 1 of 1 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.1Top of Casing Elev. 1 2 3 4 6/23/2022 Project Address & Site Specific Location 337.27' Plastic Limit 47.4876, -122.1756 10 20 30 400 50 Backfilled with excavated material. TOPSOIL ORGANIC SILT WITH SAND (OL); loose, moist, dark brown; fine to coarse sand; fine to coarse, subrounded to subangular gravel; little roots. RECESSIONAL OUTWASH SAND (SP); loose, slightly moist, brown; fine to coarse sand, trace organics. SILTY SAND WITH GRAVEL (SM); medium dense, slightly moist, light brown; fine to coarse sand; fine to coarse, subangular to rounded gravel. Bottom of exploration at 4 ft. bgs. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 337 336 335 334 333 AHA-02 Tests Hand Auger Hand tools Aspect Consulting, LLC Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA No Water Encountered Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Grab Logged by: STM Approved by: ETB 3/16/2023 AHA-02 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type STM SampleTypeElev. (feet) No Water Encountered Liquid Limit Geotechnical Exploration Log 1 2 3 4 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog Exploration Number WaterLevelSheet 1 of 1 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.1Top of Casing Elev. 1 2 3 4 6/23/2022 Project Address & Site Specific Location 337.35' Plastic Limit 47.4876, -122.1756 10 20 30 400 50 Test pit backfilled with excavated soil. PIT conducted 8.25 ft. bgs. GS, MC, FC FC=0.3% GS, MC, FC FC=0.1%S1S2S3S4Post-testTOPSOIL ORGANIC SILT WITH SAND (OL); loose, moist, dark brown; fine to coarse sand; few to little fine to coarse, rounded to subangular gravel; concrete chunks; garbage; trace roots. RECESSIONAL GLACIAL OUTWASH SAND (SP); medium dense, moist, gray to gray brown; fine to coarse sand; trace fine to coarse, subangular to rounded gravel; trace roots; approx. 1/2-inch-scale cross-bedding; iron oxide staining. GRAVEL WITH SAND (GP); medium dense, moist, gray to gray brown; fine to coarse sand; fine to coarse, rounded to subrounded gravel; trace roots; approx. inch-scale cross-bedding; iron-oxide staining. Bottom of exploration at 12.25 ft. bgs. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 329 328 327 326 325 324 323 322 321 320 319 318 317 316 ATP-01 Tests Cat 312E Excavator Trackhoe On Track Excavation, Inc. Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Grab sample No Water Encountered Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Grab Logged by: WEG Approved by: ETB 3/16/2023 ATP-01 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Dexx SampleTypeElev. (feet) No Water Encountered Liquid Limit Geotechnical Exploration Log 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog Exploration Number WaterLevelSheet 1 of 1 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.2Top of Casing Elev. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 4/6/2020 to 4/7/2020 Project Address & Site Specific Location 330' (est) Plastic Limit 47.4876, -122.1775 (est) 10 20 30 400 50 Test pit backfilled with excavated soil. PIT conducted 7.3 ft. bgs. GS, MC, FC FC=2.3% GS, MC, FC FC=2.2%S1S2S3S4Post-testTOPSOIL GRAVELLY ORGANIC SILT WITH SAND (OL); loose, moist, dark brown; fine to coarse sand; fine to coarse, subrounded to subangular gravel; little roots. FILL SILTY SAND WITH GRAVEL (SM); medium dense, moist, gray brown; fine to coarse sand; fine to coarse, rounded to subangular gravel; gravel socketing; trace to few roots. GRAVEL WITH SAND (GP); medium dense, moist, gray brown; fine to coarse sand; fine to coarse, rounded to angular gravel; 3-inch-thick stratifications; sand pockets; trace charcoal pieces. GRAVEL WITH SAND (GW); medium dense, gray brown; post-test sample. Bottom of exploration at 10.3 ft. bgs. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 334 333 332 331 330 329 328 327 326 325 324 323 322 321 ATP-02 Tests Cat 312E Excavator Trackhoe On Track Excavation, Inc. Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Grab sample No Water Encountered Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Grab Logged by: WEG Approved by: ETB 3/16/2023 ATP-02 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Dexx SampleTypeElev. (feet) No Water Encountered Liquid Limit Geotechnical Exploration Log 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog Exploration Number WaterLevelSheet 1 of 1 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.2Top of Casing Elev. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 4/6/2020 to 4/7/2020 Project Address & Site Specific Location 335' Plastic Limit 47.4850, -122.1753 10 20 30 400 50 Backfilled with excavated material.S1S2S3TOPSOIL ORGANIC SILT WITH SAND (OL); loose, moist, dark brown; fine to coarse sand; fine to coarse, subrounded to subangular gravel; little roots. FILL SILTY GRAVEL WITH SAND AND COBBLES (GM); medium dense, slightly moist, brown; fine to coarse sand; fine to coarse, subrounded to rounded gravel; trace to little organics. 2-inch layer of organics - tree rootlets. RECESSIONAL OUTWASH SILTY GRAVEL WITH SAND AND COBBLES (GM); medium dense to dense, slightly moist, brown; fine to coarse sand; fine to coarse, subrounded to rounded gravel; subtrace organics. Bottom of exploration at 7.25 ft. bgs. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 339 338 337 336 335 334 333 332 331 330 ATP-03 Tests Mini-track Trackhoe Kelly's Excavating, Inc Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Grab sample No Water Encountered Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Grab Logged by: STM Approved by: ETB 3/16/2023 ATP-03 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Pat SampleTypeElev. (feet) No Water Encountered Liquid Limit Geotechnical Exploration Log 1 2 3 4 5 6 7 8 9 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog Exploration Number WaterLevelSheet 1 of 1 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.1Top of Casing Elev. 1 2 3 4 5 6 7 8 9 6/23/2022 Project Address & Site Specific Location 339.06' Plastic Limit 47.4877, -122.1754 10 20 30 400 50 Backfilled with excavated material.S1S2TOPSOIL ORGANIC SILT WITH SAND (OL); loose, moist, brown; fine to coarse sand; fine to coarse, subrounded to subangular gravel; little roots. FILL SILTY GRAVEL WITH SAND AND COBBLES (GM); dense, slightly moist, brown; fine to coarse sand; fine to coarse, subangular to rounded gravel; trace to little organics. 3-inch layer of tree rootlets and organics. SILTY SAND WITH GRAVEL (SM); very dense, slightly moist, light brown to brown; fine to coarse sand; fine to coarse, subrounded to rounded gravel; trace organics. 1-inch layer of organics and tree rootlets. GLACIAL TILL SILTY SAND WITH GRAVEL (SM); very dense, slightly moist, gray; fine to coarse sand; fine to coarse, subangular to rounded gravel. Bottom of exploration at 4 ft. bgs. Operator Work Start/Completion Dates Blows/foot Water Content (%) Equipment Legend Contractor 339 338 337 336 335 334 333 332 331 330 ATP-04 Tests Mini-track Trackhoe Kelly's Excavating, Inc Exploration Method(s) See Exploration Log Key for explanation of symbols Sample Type/ID Depth to Water (Below GS) Description NA Grab sample No Water Encountered Ground Surface Elev. Exploration Notes and Completion Details Blows/6" Coordinates (Lat,Lon WGS84) Grab Logged by: STM Approved by: ETB 3/16/2023 ATP-04 Monroe Avenue NE Storm System - 190398 Depth (feet) Material Type Pat SampleTypeElev. (feet) No Water Encountered Liquid Limit Geotechnical Exploration Log 1 2 3 4 5 6 7 8 9 Monroe Ave. NE and NE 2nd St., Renton, WA 98056, See Figure 2 ExplorationLog Exploration Number WaterLevelSheet 1 of 1 Depth (ft) Sampling Method NEW STANDARD EXPLORATION LOG TEMPLATE P:\GINTW\PROJECTS\190398 MONROE AVE. STORMWATER.GPJ March 16, 2023Review Stage:DRAFT Rev.1Top of Casing Elev. 1 2 3 4 5 6 7 8 9 6/23/2022 Project Address & Site Specific Location 339.17' (est) Plastic Limit 47.4876, -122.1752 (est) 10 20 30 400 50 APPENDIX B Laboratory Testing Results ASPECT CONSULTING 190398 TASK 3.1.1.2D  JULY 24, 2023 DRAFT B-1 B. Laboratory Test Results A laboratory testing program was developed to determine index and engineering properties of materials at the Site. Soil samples used in the testing program were collected from the soil borings. The tests performed and the procedures followed are outlined below. B.1 Soil Classification Soil samples from the explorations were visually classified in the field and then taken to our office, where the classifications were verified in a relatively controlled environment. Field and laboratory observations include density/consistency, moisture condition, and grain-size and plasticity estimates. The classifications of selected samples were checked by grain-size analysis and plasticity index testing. Classifications were made in general accordance with the Unified Soil Classification System (USCS), ASTM International (ASTM) D2488. B.2 Moisture-Content Determination Moisture contents were determined for samples recovered in the explorations in general accordance with ASTM D2216, as soon as possible following their arrival to the laboratory. Moisture contents are shown on the exploration logs (Appendix A) and in this appendix. Water-content determination was also completed as part of other tests conducted and is shown with the results of those tests. B.3 Grain-Size Analyses Grain-size analysis was conducted in accordance with ASTM D6913 on selected soil samples collected from the soil borings. The results of the tests are presented on the boring logs and this appendix, plotting percent finer by weight versus grain size. B.4 Cation Exchange Capacity The cation exchange capacity (CEC) is the exchangeable cations that a soil can adsorb. Units are milliequivalents (mEq) per 100 grams of soil. Soils with a CEC of 5 mEq at pH 7 will have a CEC less than 5 mEq when the pH is less than 7. The CEC of the treatment soil must be equal to or greater than 5 mEq per 100 grams dry soil per U.S. Environmental Protection Agency (EPA) Method 9081. The results of the tests are presented in this appendix and a summary table is provided below. ASPECT CONSULTING B-2 FINAL 190398 TASK 3.1.1.2D  JULY 24, 2023 Table B-1. Summary of Cation Exchange Capacity (CEC) Boring ID Sample Depth (ft) CEC mEq/100g AB-03 50.0 4.1 AB-04 50.0 7.4 AB-05 53.9 6.7 AB-06 60.0 6.8 AB-07 60.0 6.4 AB-09 50.0 5.5 B.5 Percent Organic Content Select subsurface soil samples were submitted for quantification of organic content by the ASTM D2974 test method. This test method allows for the laboratory determination of the percent of organic material (by weight) in a dried soil sample. Organic matter can increase the sorptive capacity of the soil for some pollutants. A minimum of 1.0 percent organic content is necessary for stormwater treatment. The results of the tests are presented in this appendix for borings AB-03 through AB-07 and AB-09, and a summary table is provided below. Table B-2. Summary of Percent Organic Content Boring ID Sample Depth (ft) Percent Organic Content AB-03 50.0 0.4 AB-04 50.0 0.6 AB-05 53.9 0.6 AB-06 60.0 0.5 AB-07 60.0 0.6 AB-09 50.0 0.6 Date Revised:Date Sampled: November 23, 2020 Test(s) Performed:Test(s) Performed: X X X Respectfully Submitted, NW Region Laboratory Manager Client: Sample #: Date: December 4, 2020 Project: Aspect Consulting, LLC 710 2nd Aven, Suite 550 Attn: Sulfate SoundnessSieve Analysis Materials Testing & Consulting, Inc. Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting Test Results Seattle, WA 98104 Bill Grimm 20B014-06 B20-1682 Project #: Q.C. - Monroe Avenue StormwaterAddress: As requested MTC, Inc. has performed the following test(s) on the sample referenced above. The testing was performed in accordance with current applicable AASHTO or ASTM standards as indicated below. The results obtained in our laboratory were as follows below or on the attached pages: Test Results 4.1 meq/100g 0.4% Corporate ~ 777 Chrysler Drive • Burlington, WA 98233 • Phone (360) 755-1990 • Fax (360) 755-1980 Regional Offices: Olympia ~ 360.534.9777 Bellingham ~ 360.647.6111 Silverdale ~ 360.698.6787 Tukwila ~ 206.241.1974 Visit our website: www.mtc-inc.net Meghan Blodgett-Carrillo If you have any questions concerning the test results, the procedures used, or if we can be of any further assistance please call on us at the number below. Rice Density Proctor Sand Equivalent Fracture Count Cation Exchange Capacity Please See Attached Report WSDOT Degradation Bulk Density & Voids Atterberg Limits Asphalt Extraction/Gradation Moisture Content Organic Content Specific Gravity, Coarse Specific Gravity, Fine Hydrometer Analysis Project:Date Received:1-Dec-20 Project #:Sampled By:Client Client:Date Tested:2-Dec-20 Source:Tested By:C. Kriss Sample#:B20-1682 D(5) =0.133 mm % Gravel =0.0%Coeff. of Curvature, CC =1.01 Specifications D(10) =0.170 mm % Sand =96.8%Coeff. of Uniformity, CU =2.31 No Specs D(15) =0.192 mm % Silt & Clay =3.2%Fineness Modulus =2.02 Sample Meets Specs ?N/A D(30) =0.259 mm Liquid Limit =n/a Plastic Limit =n/a D(50) =0.348 mm Plasticity Index =n/a Moisture %, as sampled =4.7% D(60) =0.393 mm Sand Equivalent =n/a Req'd Sand Equivalent = D(90) =1.524 mm Fracture %, 1 Face =n/a Req'd Fracture %, 1 Face = Dust Ratio =1/21 Fracture %, 2+ Faces =n/a Req'd Fracture %, 2+ Faces = Actual Interpolated Cumulative Cumulative Sieve Size Percent Percent Specs Specs US Metric Passing Passing Max Min 12.00"300.00 100%100.0%0.0% 10.00"250.00 100%100.0%0.0% 8.00"200.00 100%100.0%0.0% 6.00"150.00 100%100.0%0.0% 4.00"100.00 100%100.0%0.0% 3.00"75.00 100%100.0%0.0% 2.50"63.00 100%100.0%0.0% 2.00"50.00 100%100%100.0%0.0% 1.75"45.00 100%100.0%0.0% 1.50"37.50 100%100.0%0.0% 1.25"31.50 100%100.0%0.0% 1.00"25.00 100%100%100.0%0.0% 3/4"19.00 100%100%100.0%0.0% 5/8"16.00 100%100.0%0.0% 1/2"12.50 100%100%100.0%0.0% 3/8"9.50 100%100%100.0%0.0% 1/4"6.30 100%100.0%0.0% #4 4.75 100%100%100.0%0.0% #8 2.36 100%100.0%0.0% #10 2.00 100%100%100.0%0.0% #16 1.18 83%100.0%0.0% #20 0.850 76%100.0%0.0% #30 0.600 71%100.0%0.0% #40 0.425 67%67%100.0%0.0% #50 0.300 39%100.0%0.0% #60 0.250 28%100.0%0.0% #80 0.180 12%100.0%0.0% #100 0.150 6%6%100.0%0.0% #140 0.106 4%100.0%0.0% #170 0.090 4%100.0%0.0% #200 0.075 3.2%3.2%100.0%0.0% Copyright Spears Engineering & Technical Services PS, 1996-98 Comments: Reviewed by: Meghan Blodgett-Carrillo AB-03, S11 @ 50 ft ASTM D-2487 Unified Soils Classification System ASTM D-2216, ASTM D-2419, ASTM D-4318, ASTM D-5821 SP, Poorly graded Sand brown Sample Color: Q.C. - Monroe Avenue Stormwater Materials Testing & Consulting, Inc. Visit our website: www.mtc-inc.net All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Corporate ~ 777 Chrysler Drive • Burlington, WA 98233 • Phone (360) 755-1990 • Fax (360) 755-1980 Regional Offices: Olympia ~ 360.534.9777 Bellingham ~ 360.647.6111 Silverdale ~ 360.698.6787 Tukwila ~ 206.241.1974 Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting Sieve Report ASTM C-136, ASTM D-6913, ASTM C-117 20B014-06 Aspect Consulting, LLC 8"6"4"2"3"1½"1¼"10"1"¾"5/8"½"3/8"¼"#4#8#10#16#20#30#40#50#60#80#100#140#170#2000% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 0.0% 10.0% 20.0% 30.0% 40.0% 50.0% 60.0% 70.0% 80.0% 90.0% 100.0% 0.0010.0100.1001.00010.000100.000% Passing% PassingParticle Size (mm) Grain Size Distribution Sieve Sizes Max Specs Min Specs Sieve Results MATERIALS TESTING 777 CHRYSLER DR Burlington , WA 98233 Soil 12/3/2020 MONROE STORMWATER B20-1682 AB-03 S-11 @ 50 ft S20-24530 Date Received: Grower: Sampled By: Field: Laboratory #: Test Results Customer Account #: Customer Sample ID: Other Tests: Organic Matter (LOI):0.4 %: Ash %LOI 99.60 0 - 12 Cation Exchange meq/100gCEC 4.1 pH 1:1 E.C. 1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs/Acre Ammonium - N mg/kg %Organic Matter W.B.ENR: This is your Invoice #:Reviewed by: B.Thyssen, CP S20-24530 Account #:234500 We make every effort to provide an accurate analysis of your sample. For reasonable cause we will repeat tests, but because of factors beyond our control in sampling procedures and the inherent variability of soil, our liability is limited to the price of the tests. Recommendations are to be used as general guides and should be modified for specific field conditions and situations. Note: "u" indicates that the element was analyzed for but not detected Date Revised:Date Sampled: Test(s) Performed:Test(s) Performed: X X Please See Attached Soilstest Reports Respectfully Submitted, WABO Supervising Laboratory Technician Atterberg Limits Asphalt Extraction/Gradation Moisture Content Specific Gravity, Coarse Specific Gravity, Fine Hydrometer Analysis Proctor Sand Equivalent Fracture Count CEC&LOI Please See Attached Reports WSDOT Degradation Bulk Density & Voids Corporate ~ 777 Chrysler Drive • Burlington, WA 98233 • Phone (360) 755-1990 • Fax (360) 755-1980 Regional Offices: Olympia ~ 360.534.9777 Bellingham ~ 360.647.6111 Silverdale ~ 360.698.6787 Tukwila ~ 206.241.1974 Visit our website: www.mtc-inc.net Meghan Blodgett-Carrillo If you have any questions concerning the test results, the procedures used, or if we can be of any further assistance please call on us at the number below. Rice Density Materials Testing & Consulting, Inc. Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting Test Results Seatlle, WA 98104 Bill Grimm April 16, 2021 20B014-06 B21-0455-0458 Project #: Q.C. - Monroe Avenue StormwaterAddress: As requested MTC, Inc. has performed the following test(s) on the sample referenced above. The testing was performed in accordance with current applicable AASHTO or ASTM standards as indicated below. The results obtained in our laboratory were as follows below or on the attached pages: Test Results Client: Sample #: Date: Project: Aspect Consulting 710 2nd Ave, Suite 550 Attn: Sulfate SoundnessSieve Analysis 3-24-21 through 3-27-21 Project:Date Received:12-Apr-21 Project #:Sampled By:Client Client:Date Tested:14-Apr-21 Source:Tested By:C. Kriss Sample#:B21-0455 D(5) =0.057 mm % Gravel =0.0%Coeff. of Curvature, CC =0.97 Specifications D(10) =0.130 mm % Sand =93.4%Coeff. of Uniformity, CU =4.24 No Specs D(15) =0.173 mm % Silt & Clay =6.6%Fineness Modulus =2.14 Sample Meets Specs ?N/A D(30) =0.264 mm Liquid Limit =n/a Plastic Limit =n/a D(50) =0.385 mm Plasticity Index =n/a Moisture %, as sampled =2.8% D(60) =0.551 mm Sand Equivalent =n/a Req'd Sand Equivalent = D(90) =1.643 mm Fracture %, 1 Face =n/a Req'd Fracture %, 1 Face = Dust Ratio =11/94 Fracture %, 2+ Faces =n/a Req'd Fracture %, 2+ Faces = Actual Interpolated Cumulative Cumulative Sieve Size Percent Percent Specs Specs US Metric Passing Passing Max Min 12.00"300.00 100%100.0%0.0% 10.00"250.00 100%100.0%0.0% 8.00"200.00 100%100.0%0.0% 6.00"150.00 100%100.0%0.0% 4.00"100.00 100%100.0%0.0% 3.00"75.00 100%100.0%0.0% 2.50"63.00 100%100.0%0.0% 2.00"50.00 100%100.0%0.0% 1.75"45.00 100%100.0%0.0% 1.50"37.50 100%100.0%0.0% 1.25"31.50 100%100.0%0.0% 1.00"25.00 100%100.0%0.0% 3/4"19.00 100%100.0%0.0% 5/8"16.00 100%100.0%0.0% 1/2"12.50 100%100%100.0%0.0% 3/8"9.50 100%100%100.0%0.0% 1/4"6.30 100%100.0%0.0% #4 4.75 100%100%100.0%0.0% #8 2.36 100%100.0%0.0% #10 2.00 100%100%100.0%0.0% #16 1.18 77%100.0%0.0% #20 0.850 68%100.0%0.0% #30 0.600 61%100.0%0.0% #40 0.425 57%57%100.0%0.0% #50 0.300 36%100.0%0.0% #60 0.250 28%100.0%0.0% #80 0.180 16%100.0%0.0% #100 0.150 11%11%100.0%0.0% #140 0.106 9%100.0%0.0% #170 0.090 8%100.0%0.0% #200 0.075 6.6%6.6%100.0%0.0% Copyright Spears Engineering & Technical Services PS, 1996-98 Comments: Reviewed by: Meghan Blodgett-Carrillo Materials Testing & Consulting, Inc. Visit our website: www.mtc-inc.net All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Corporate ~ 777 Chrysler Drive • Burlington, WA 98233 • Phone (360) 755-1990 • Fax (360) 755-1980 Regional Offices: Olympia ~ 360.534.9777 Bellingham ~ 360.647.6111 Silverdale ~ 360.698.6787 Tukwila ~ 206.241.1974 Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting Sieve Report ASTM C-136, ASTM D-6913, ASTM C-117 20B014-06 Aspect Consulting AB-04, S5B @ 50 ft ASTM D-2487 Unified Soils Classification System ASTM D-2216, ASTM D-2419, ASTM D-4318, ASTM D-5821 SP-SM, Poorly graded Sand with Silt brown Sample Color: Q.C. - Monroe Avenue Stormwater 8"6"4"2"3"1½"1¼"10"1"¾"5/8"½"3/8"¼"#4#8#10#16#20#30#40#50#60#80#100#140#170#2000% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 0.0% 10.0% 20.0% 30.0% 40.0% 50.0% 60.0% 70.0% 80.0% 90.0% 100.0% 0.0010.0100.1001.00010.000100.000% Passing% PassingParticle Size (mm) Grain Size Distribution Sieve Sizes Max Specs Min Specs Sieve Results MATERIALS TESTING 777 CHRYSLER DR Burlington , WA 98233 4/14/2021 Soil 21B077-09-QC B21-0455 AB-04 S5B AT 50F S21-06462 Date Received: Grower: Sampled By: Field: Laboratory #: Test Results Customer Account #: Customer Sample ID: Other Tests: .6Organic Matter (LOI 360)%: Cation Exchange meq/100gCEC 7.4 pH 1:1 E.C. 1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs/Acre Ammonium - N mg/kg %Organic Matter W.B.ENR: This is your Invoice #:Reviewed by: K. Bair, PhD, C S21-06462 Account #:234500 We make every effort to provide an accurate analysis of your sample. For reasonable cause we will repeat tests, but because of factors beyond our control in sampling procedures and the inherent variability of soil, our liability is limited to the price of the tests. Recommendations are to be used as general guides and should be modified for specific field conditions and situations. Note: "u" indicates that the element was analyzed for but not detected Project:Date Received:12-Apr-21 Project #:Sampled By:Client Client:Date Tested:14-Apr-21 Source:Tested By:C. Kriss Sample#:B21-0456 D(5) =0.170 mm % Gravel =62.9%Coeff. of Curvature, CC =0.97 Specifications D(10) =0.277 mm % Sand =34.3%Coeff. of Uniformity, CU =47.52 No Specs D(15) =0.383 mm % Silt & Clay =2.7%Fineness Modulus =5.49 Sample Meets Specs ?N/A D(30) =1.879 mm Liquid Limit =n/a Plastic Limit =n/a D(50) =8.891 mm Plasticity Index =n/a Moisture %, as sampled =2.7% D(60) =13.141 mm Sand Equivalent =n/a Req'd Sand Equivalent = D(90) =23.937 mm Fracture %, 1 Face =n/a Req'd Fracture %, 1 Face = Dust Ratio =9/56 Fracture %, 2+ Faces =n/a Req'd Fracture %, 2+ Faces = Actual Interpolated Cumulative Cumulative Sieve Size Percent Percent Specs Specs US Metric Passing Passing Max Min 12.00"300.00 100%100.0%0.0% 10.00"250.00 100%100.0%0.0% 8.00"200.00 100%100.0%0.0% 6.00"150.00 100%100.0%0.0% 4.00"100.00 100%100.0%0.0% 3.00"75.00 100%100.0%0.0% 2.50"63.00 100%100.0%0.0% 2.00"50.00 100%100%100.0%0.0% 1.75"45.00 99%100.0%0.0% 1.50"37.50 97%100.0%0.0% 1.25"31.50 95%100.0%0.0% 1.00"25.00 94%94%100.0%0.0% 3/4"19.00 73%73%100.0%0.0% 5/8"16.00 66%100.0%0.0% 1/2"12.50 59%59%100.0%0.0% 3/8"9.50 52%52%100.0%0.0% 1/4"6.30 42%100.0%0.0% #4 4.75 37%37%100.0%0.0% #8 2.36 32%100.0%0.0% #10 2.00 31%31%100.0%0.0% #16 1.18 24%100.0%0.0% #20 0.850 21%100.0%0.0% #30 0.600 19%100.0%0.0% #40 0.425 17%17%100.0%0.0% #50 0.300 11%100.0%0.0% #60 0.250 9%100.0%0.0% #80 0.180 5%100.0%0.0% #100 0.150 4%4%100.0%0.0% #140 0.106 3%100.0%0.0% #170 0.090 3%100.0%0.0% #200 0.075 2.7%2.7%100.0%0.0% Copyright Spears Engineering & Technical Services PS, 1996-98 Comments: Reviewed by: Meghan Blodgett-Carrillo Materials Testing & Consulting, Inc. Visit our website: www.mtc-inc.net All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Corporate ~ 777 Chrysler Drive • Burlington, WA 98233 • Phone (360) 755-1990 • Fax (360) 755-1980 Regional Offices: Olympia ~ 360.534.9777 Bellingham ~ 360.647.6111 Silverdale ~ 360.698.6787 Tukwila ~ 206.241.1974 Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting Sieve Report ASTM C-136, ASTM D-6913, ASTM C-117 20B014-06 Aspect Consulting AB-05, S3 @ 53.9 ft ASTM D-2487 Unified Soils Classification System ASTM D-2216, ASTM D-2419, ASTM D-4318, ASTM D-5821 GP, Poorly graded Gravel with Sand brown Sample Color: Q.C. - Monroe Avenue Stormwater 8"6"4"2"3"1½"1¼"10"1"¾"5/8"½"3/8"¼"#4#8#10#16#20#30#40#50#60#80#100#140#170#2000% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 0.0% 10.0% 20.0% 30.0% 40.0% 50.0% 60.0% 70.0% 80.0% 90.0% 100.0% 0.0010.0100.1001.00010.000100.000% Passing% PassingParticle Size (mm) Grain Size Distribution Sieve Sizes Max Specs Min Specs Sieve Results MATERIALS TESTING 777 CHRYSLER DR Burlington , WA 98233 4/14/2021 Soil 21B077-09-QC B21-0456 AB-05 S3 AT 53.9 S21-06463 Date Received: Grower: Sampled By: Field: Laboratory #: Test Results Customer Account #: Customer Sample ID: Other Tests: .6Organic Matter (LOI 360)%: Cation Exchange meq/100gCEC 6.7 pH 1:1 E.C. 1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs/Acre Ammonium - N mg/kg %Organic Matter W.B.ENR: This is your Invoice #:Reviewed by: K. Bair, PhD, C S21-06463 Account #:234500 We make every effort to provide an accurate analysis of your sample. For reasonable cause we will repeat tests, but because of factors beyond our control in sampling procedures and the inherent variability of soil, our liability is limited to the price of the tests. Recommendations are to be used as general guides and should be modified for specific field conditions and situations. Note: "u" indicates that the element was analyzed for but not detected Project:Date Received:12-Apr-21 Project #:Sampled By:Client Client:Date Tested:14-Apr-21 Source:Tested By:C. Kriss Sample#:B21-0457 D(5) =0.132 mm % Gravel =4.8%Coeff. of Curvature, CC =1.08 Specifications D(10) =0.213 mm % Sand =91.7%Coeff. of Uniformity, CU =5.82 No Specs D(15) =0.282 mm % Silt & Clay =3.5%Fineness Modulus =3.06 Sample Meets Specs ?N/A D(30) =0.534 mm Liquid Limit =n/a Plastic Limit =n/a D(50) =1.004 mm Plasticity Index =n/a Moisture %, as sampled =15.6% D(60) =1.239 mm Sand Equivalent =n/a Req'd Sand Equivalent = D(90) =1.943 mm Fracture %, 1 Face =n/a Req'd Fracture %, 1 Face = Dust Ratio =5/36 Fracture %, 2+ Faces =n/a Req'd Fracture %, 2+ Faces = Actual Interpolated Cumulative Cumulative Sieve Size Percent Percent Specs Specs US Metric Passing Passing Max Min 12.00"300.00 100%100.0%0.0% 10.00"250.00 100%100.0%0.0% 8.00"200.00 100%100.0%0.0% 6.00"150.00 100%100.0%0.0% 4.00"100.00 100%100.0%0.0% 3.00"75.00 100%100.0%0.0% 2.50"63.00 100%100.0%0.0% 2.00"50.00 100%100%100.0%0.0% 1.75"45.00 100%100.0%0.0% 1.50"37.50 100%100.0%0.0% 1.25"31.50 100%100.0%0.0% 1.00"25.00 100%100%100.0%0.0% 3/4"19.00 98%98%100.0%0.0% 5/8"16.00 97%100.0%0.0% 1/2"12.50 97%97%100.0%0.0% 3/8"9.50 97%97%100.0%0.0% 1/4"6.30 96%100.0%0.0% #4 4.75 95%95%100.0%0.0% #8 2.36 93%100.0%0.0% #10 2.00 92%92%100.0%0.0% #16 1.18 58%100.0%0.0% #20 0.850 43%100.0%0.0% #30 0.600 33%100.0%0.0% #40 0.425 25%25%100.0%0.0% #50 0.300 16%100.0%0.0% #60 0.250 13%100.0%0.0% #80 0.180 8%100.0%0.0% #100 0.150 5%5%100.0%0.0% #140 0.106 4%100.0%0.0% #170 0.090 4%100.0%0.0% #200 0.075 3.5%3.5%100.0%0.0% Copyright Spears Engineering & Technical Services PS, 1996-98 Comments: Reviewed by: Meghan Blodgett-Carrillo AB-06, S3 @ 60 ft ASTM D-2487 Unified Soils Classification System ASTM D-2216, ASTM D-2419, ASTM D-4318, ASTM D-5821 SP, Poorly graded Sand grayish-brown Sample Color: Q.C. - Monroe Avenue Stormwater Materials Testing & Consulting, Inc. Visit our website: www.mtc-inc.net All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Corporate ~ 777 Chrysler Drive • Burlington, WA 98233 • Phone (360) 755-1990 • Fax (360) 755-1980 Regional Offices: Olympia ~ 360.534.9777 Bellingham ~ 360.647.6111 Silverdale ~ 360.698.6787 Tukwila ~ 206.241.1974 Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting Sieve Report ASTM C-136, ASTM D-6913, ASTM C-117 20B014-06 Aspect Consulting 8"6"4"2"3"1½"1¼"10"1"¾"5/8"½"3/8"¼"#4#8#10#16#20#30#40#50#60#80#100#140#170#2000% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 0.0% 10.0% 20.0% 30.0% 40.0% 50.0% 60.0% 70.0% 80.0% 90.0% 100.0% 0.0010.0100.1001.00010.000100.000% Passing% PassingParticle Size (mm) Grain Size Distribution Sieve Sizes Max Specs Min Specs Sieve Results MATERIALS TESTING 777 CHRYSLER DR Burlington , WA 98233 4/14/2021 Soil 21B077-09-QC B21-0457 AB-06 S3 AT 60FT S21-06464 Date Received: Grower: Sampled By: Field: Laboratory #: Test Results Customer Account #: Customer Sample ID: Other Tests: .5Organic Matter (LOI 360)%: Cation Exchange meq/100gCEC 6.8 pH 1:1 E.C. 1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs/Acre Ammonium - N mg/kg %Organic Matter W.B.ENR: This is your Invoice #:Reviewed by: K. Bair, PhD, C S21-06464 Account #:234500 We make every effort to provide an accurate analysis of your sample. For reasonable cause we will repeat tests, but because of factors beyond our control in sampling procedures and the inherent variability of soil, our liability is limited to the price of the tests. Recommendations are to be used as general guides and should be modified for specific field conditions and situations. Note: "u" indicates that the element was analyzed for but not detected Project:Date Received:12-Apr-21 Project #:Sampled By:Client Client:Date Tested:14-Apr-21 Source:Tested By:C. Kriss Sample#:B21-0458 D(5) =0.066 mm % Gravel =49.7%Coeff. of Curvature, CC =0.48 Specifications D(10) =0.187 mm % Sand =44.6%Coeff. of Uniformity, CU =50.16 No Specs D(15) =0.277 mm % Silt & Clay =5.7%Fineness Modulus =4.83 Sample Meets Specs ?N/A D(30) =0.914 mm Liquid Limit =n/a Plastic Limit =n/a D(50) =4.587 mm Plasticity Index =n/a Moisture %, as sampled =2.3% D(60) =9.374 mm Sand Equivalent =n/a Req'd Sand Equivalent = D(90) =23.446 mm Fracture %, 1 Face =n/a Req'd Fracture %, 1 Face = Dust Ratio =14/57 Fracture %, 2+ Faces =n/a Req'd Fracture %, 2+ Faces = Actual Interpolated Cumulative Cumulative Sieve Size Percent Percent Specs Specs US Metric Passing Passing Max Min 12.00"300.00 100%100.0%0.0% 10.00"250.00 100%100.0%0.0% 8.00"200.00 100%100.0%0.0% 6.00"150.00 100%100.0%0.0% 4.00"100.00 100%100.0%0.0% 3.00"75.00 100%100.0%0.0% 2.50"63.00 100%100.0%0.0% 2.00"50.00 100%100%100.0%0.0% 1.75"45.00 99%100.0%0.0% 1.50"37.50 97%100.0%0.0% 1.25"31.50 96%100.0%0.0% 1.00"25.00 95%95%100.0%0.0% 3/4"19.00 77%77%100.0%0.0% 5/8"16.00 72%100.0%0.0% 1/2"12.50 67%67%100.0%0.0% 3/8"9.50 60%60%100.0%0.0% 1/4"6.30 54%100.0%0.0% #4 4.75 50%50%100.0%0.0% #8 2.36 46%100.0%0.0% #10 2.00 45%45%100.0%0.0% #16 1.18 34%100.0%0.0% #20 0.850 29%100.0%0.0% #30 0.600 26%100.0%0.0% #40 0.425 23%23%100.0%0.0% #50 0.300 16%100.0%0.0% #60 0.250 13%100.0%0.0% #80 0.180 10%100.0%0.0% #100 0.150 8%8%100.0%0.0% #140 0.106 7%100.0%0.0% #170 0.090 6%100.0%0.0% #200 0.075 5.7%5.7%100.0%0.0% Copyright Spears Engineering & Technical Services PS, 1996-98 Comments: Reviewed by: Meghan Blodgett-Carrillo AB-07, S3 @ 48.25 ft ASTM D-2487 Unified Soils Classification System ASTM D-2216, ASTM D-2419, ASTM D-4318, ASTM D-5821 GP-GM, Poorly graded Gravel with Silt and Sand brown Sample Color: Q.C. - Monroe Avenue Stormwater Materials Testing & Consulting, Inc. Visit our website: www.mtc-inc.net All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Corporate ~ 777 Chrysler Drive • Burlington, WA 98233 • Phone (360) 755-1990 • Fax (360) 755-1980 Regional Offices: Olympia ~ 360.534.9777 Bellingham ~ 360.647.6111 Silverdale ~ 360.698.6787 Tukwila ~ 206.241.1974 Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting Sieve Report ASTM C-136, ASTM D-6913, ASTM C-117 20B014-06 Aspect Consulting 8"6"4"2"3"1½"1¼"10"1"¾"5/8"½"3/8"¼"#4#8#10#16#20#30#40#50#60#80#100#140#170#2000% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 0.0% 10.0% 20.0% 30.0% 40.0% 50.0% 60.0% 70.0% 80.0% 90.0% 100.0% 0.0010.0100.1001.00010.000100.000% Passing% PassingParticle Size (mm) Grain Size Distribution Sieve Sizes Max Specs Min Specs Sieve Results MATERIALS TESTING 777 CHRYSLER DR Burlington , WA 98233 Soil 4/14/2021 21B077-09-QC B21-0458 AB-07 S2 AT 48.25 S21-06465 Date Received: Grower: Sampled By: Field: Laboratory #: Test Results Customer Account #: Customer Sample ID: Other Tests: .6Organic Matter (LOI 360)%: Cation Exchange meq/100gCEC 6.4 pH 1:1 E.C. 1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs/Acre Ammonium - N mg/kg %Organic Matter W.B.ENR: This is your Invoice #:Reviewed by: K. Bair, PhD, C S21-06465 Account #:234500 We make every effort to provide an accurate analysis of your sample. For reasonable cause we will repeat tests, but because of factors beyond our control in sampling procedures and the inherent variability of soil, our liability is limited to the price of the tests. Recommendations are to be used as general guides and should be modified for specific field conditions and situations. Note: "u" indicates that the element was analyzed for but not detected Date Revised:Date Sampled: Test(s) Performed:Test(s) Performed: X X Respectfully Submitted, WABO Supervising Laboratory Technician Client: Sample #: Date: Project: Aspect Consulting 710 2nd Ave, Suite 550 Attn: Sulfate SoundnessSieve Analysis May 17, 2021 Materials Testing & Consulting, Inc. Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting Test Results Seattle, WA 98104 Bodie McCosby May 25, 2021 20B014-06 B21-0762-0763 Project #: Q.C. - Monroe Avenue StormwaterAddress: As requested MTC, Inc. has performed the following test(s) on the sample referenced above. The testing was performed in accordance with current applicable AASHTO or ASTM standards as indicated below. The results obtained in our laboratory were as follows below or on the attached pages: Test Results Please See Attached Soilstest Reports Corporate ~ 777 Chrysler Drive • Burlington, WA 98233 • Phone (360) 755-1990 • Fax (360) 755-1980 Regional Offices: Olympia ~ 360.534.9777 Bellingham ~ 360.647.6111 Silverdale ~ 360.698.6787 Tukwila ~ 206.241.1974 Visit our website: www.mtc-inc.net Meghan Blodgett-Carrillo If you have any questions concerning the test results, the procedures used, or if we can be of any further assistance please call on us at the number below. Rice Density Proctor Sand Equivalent Fracture Count CEC & LOI Please See Attached Reports WSDOT Degradation Bulk Density & Voids Atterberg Limits Asphalt Extraction/Gradation Moisture Content Specific Gravity, Coarse Specific Gravity, Fine Hydrometer Analysis Project:Date Received:18-May-21 Project #:Sampled By:Client Client:Date Tested:20-May-21 Source:Tested By:K. Mendez Sample#:B21-0762 D(5) =0.061 mm % Gravel =30.1%Coeff. of Curvature, CC =0.40 Specifications D(10) =0.121 mm % Sand =63.8%Coeff. of Uniformity, CU =12.97 No Specs D(15) =0.168 mm % Silt & Clay =6.1%Fineness Modulus =3.30 Sample Meets Specs ?N/A D(30) =0.274 mm Liquid Limit =n/a Plastic Limit =n/a D(50) =0.415 mm Plasticity Index =n/a Moisture %, as sampled =4.7% D(60) =1.564 mm Sand Equivalent =n/a Req'd Sand Equivalent = D(90) =14.114 mm Fracture %, 1 Face =n/a Req'd Fracture %, 1 Face = Dust Ratio =7/59 Fracture %, 2+ Faces =n/a Req'd Fracture %, 2+ Faces = Actual Interpolated Cumulative Cumulative Sieve Size Percent Percent Specs Specs US Metric Passing Passing Max Min 12.00"300.00 100%100.0%0.0% 10.00"250.00 100%100.0%0.0% 8.00"200.00 100%100.0%0.0% 6.00"150.00 100%100.0%0.0% 4.00"100.00 100%100.0%0.0% 3.00"75.00 100%100.0%0.0% 2.50"63.00 100%100.0%0.0% 2.00"50.00 100%100%100.0%0.0% 1.75"45.00 100%100.0%0.0% 1.50"37.50 100%100.0%0.0% 1.25"31.50 100%100.0%0.0% 1.00"25.00 100%100%100.0%0.0% 3/4"19.00 99%99%100.0%0.0% 5/8"16.00 93%100.0%0.0% 1/2"12.50 87%87%100.0%0.0% 3/8"9.50 81%81%100.0%0.0% 1/4"6.30 74%100.0%0.0% #4 4.75 70%70%100.0%0.0% #8 2.36 64%100.0%0.0% #10 2.00 63%63%100.0%0.0% #16 1.18 57%100.0%0.0% #20 0.850 55%100.0%0.0% #30 0.600 53%100.0%0.0% #40 0.425 51%51%100.0%0.0% #50 0.300 34%100.0%0.0% #60 0.250 27%100.0%0.0% #80 0.180 17%100.0%0.0% #100 0.150 13%13%100.0%0.0% #140 0.106 9%100.0%0.0% #170 0.090 7%100.0%0.0% #200 0.075 6.1%6.1%100.0%0.0% Copyright Spears Engineering & Technical Services PS, 1996-98 Comments: Reviewed by: Meghan Blodgett-Carrillo AB-09, S-12 @ 50 ft ASTM D-2487 Unified Soils Classification System ASTM D-2216, ASTM D-2419, ASTM D-4318, ASTM D-5821 SP-SM, Poorly graded Sand with Silt and Gravel brown Sample Color: Q.C. - Monroe Avenue Stormwater Materials Testing & Consulting, Inc. Visit our website: www.mtc-inc.net All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Corporate ~ 777 Chrysler Drive • Burlington, WA 98233 • Phone (360) 755-1990 • Fax (360) 755-1980 Regional Offices: Olympia ~ 360.534.9777 Bellingham ~ 360.647.6111 Silverdale ~ 360.698.6787 Tukwila ~ 206.241.1974 Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting Sieve Report ASTM C-136, ASTM D-6913, ASTM C-117 20B014-06 Aspect Consulting 8"6"4"2"3"1½"1¼"10"1"¾"5/8"½"3/8"¼"#4#8#10#16#20#30#40#50#60#80#100#140#170#2000% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 0.0% 10.0% 20.0% 30.0% 40.0% 50.0% 60.0% 70.0% 80.0% 90.0% 100.0% 0.0010.0100.1001.00010.000100.000% Passing% PassingParticle Size (mm) Grain Size Distribution Sieve Sizes Max Specs Min Specs Sieve Results MATERIALS TESTING 777 CHRYSLER DR Burlington , WA 98233 5/21/2021 Soil 20B014-06-QC-MONROE AV B21-0762 AB-09 S12 AT 50F S21-08841 Date Received: Grower: Sampled By: Field: Laboratory #: Test Results Customer Account #: Customer Sample ID: Other Tests: .6Organic Matter (LOI 360)%: Cation Exchange meq/100gCEC 5.5 pH 1:1 E.C. 1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs/Acre Ammonium - N mg/kg %Organic Matter W.B.ENR: This is your Invoice #:Reviewed by: K. Bair, PhD, C S21-08841 Account #:234500 We make every effort to provide an accurate analysis of your sample. For reasonable cause we will repeat tests, but because of factors beyond our control in sampling procedures and the inherent variability of soil, our liability is limited to the price of the tests. Recommendations are to be used as general guides and should be modified for specific field conditions and situations. Note: "u" indicates that the element was analyzed for but not detected Project:Date Received:18-May-21 Project #:Sampled By:Client Client:Date Tested:20-May-21 Source:Tested By:K. Mendez Sample#:B21-0763 D(5) =0.050 mm % Gravel =0.3%Coeff. of Curvature, CC =1.31 Specifications D(10) =0.092 mm % Sand =92.3%Coeff. of Uniformity, CU =3.51 No Specs D(15) =0.125 mm % Silt & Clay =7.4%Fineness Modulus =1.49 Sample Meets Specs ?N/A D(30) =0.197 mm Liquid Limit =n/a Plastic Limit =n/a D(50) =0.280 mm Plasticity Index =n/a Moisture %, as sampled =10.9% D(60) =0.322 mm Sand Equivalent =n/a Req'd Sand Equivalent = D(90) =0.998 mm Fracture %, 1 Face =n/a Req'd Fracture %, 1 Face = Dust Ratio =3/34 Fracture %, 2+ Faces =n/a Req'd Fracture %, 2+ Faces = Actual Interpolated Cumulative Cumulative Sieve Size Percent Percent Specs Specs US Metric Passing Passing Max Min 12.00"300.00 100%100.0%0.0% 10.00"250.00 100%100.0%0.0% 8.00"200.00 100%100.0%0.0% 6.00"150.00 100%100.0%0.0% 4.00"100.00 100%100.0%0.0% 3.00"75.00 100%100.0%0.0% 2.50"63.00 100%100.0%0.0% 2.00"50.00 100%100%100.0%0.0% 1.75"45.00 100%100.0%0.0% 1.50"37.50 100%100.0%0.0% 1.25"31.50 100%100.0%0.0% 1.00"25.00 100%100%100.0%0.0% 3/4"19.00 100%100%100.0%0.0% 5/8"16.00 100%100.0%0.0% 1/2"12.50 100%100%100.0%0.0% 3/8"9.50 100%100%100.0%0.0% 1/4"6.30 100%100.0%0.0% #4 4.75 100%100%100.0%0.0% #8 2.36 100%100.0%0.0% #10 2.00 99%99%100.0%0.0% #16 1.18 92%100.0%0.0% #20 0.850 89%100.0%0.0% #30 0.600 86%100.0%0.0% #40 0.425 85%85%100.0%0.0% #50 0.300 55%100.0%0.0% #60 0.250 43%100.0%0.0% #80 0.180 26%100.0%0.0% #100 0.150 19%19%100.0%0.0% #140 0.106 12%100.0%0.0% #170 0.090 10%100.0%0.0% #200 0.075 7.4%7.4%100.0%0.0% Copyright Spears Engineering & Technical Services PS, 1996-98 Comments: Reviewed by: Meghan Blodgett-Carrillo Materials Testing & Consulting, Inc. Visit our website: www.mtc-inc.net All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Corporate ~ 777 Chrysler Drive • Burlington, WA 98233 • Phone (360) 755-1990 • Fax (360) 755-1980 Regional Offices: Olympia ~ 360.534.9777 Bellingham ~ 360.647.6111 Silverdale ~ 360.698.6787 Tukwila ~ 206.241.1974 Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting Sieve Report ASTM C-136, ASTM D-6913, ASTM C-117 20B014-06 Aspect Consulting AB-09, S-13 @ 55 ft ASTM D-2487 Unified Soils Classification System ASTM D-2216, ASTM D-2419, ASTM D-4318, ASTM D-5821 SP-SM, Poorly graded Sand with Silt brown Sample Color: Q.C. - Monroe Avenue Stormwater 8"6"4"2"3"1½"1¼"10"1"¾"5/8"½"3/8"¼"#4#8#10#16#20#30#40#50#60#80#100#140#170#2000% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 0.0% 10.0% 20.0% 30.0% 40.0% 50.0% 60.0% 70.0% 80.0% 90.0% 100.0% 0.0010.0100.1001.00010.000100.000% Passing% PassingParticle Size (mm) Grain Size Distribution Sieve Sizes Max Specs Min Specs Sieve Results MATERIALS TESTING 777 CHRYSLER DR Burlington , WA 98233 5/21/2021 Soil 20B014-06-QC-MONROE AV B21-0763 AB-09 S13 AT 55F S21-08842 Date Received: Grower: Sampled By: Field: Laboratory #: Test Results Customer Account #: Customer Sample ID: Other Tests: .4Organic Matter (LOI 360)%: Cation Exchange meq/100gCEC 4.7 pH 1:1 E.C. 1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs/Acre Ammonium - N mg/kg %Organic Matter W.B.ENR: This is your Invoice #:Reviewed by: K. Bair, PhD, C S21-08842 Account #:234500 We make every effort to provide an accurate analysis of your sample. For reasonable cause we will repeat tests, but because of factors beyond our control in sampling procedures and the inherent variability of soil, our liability is limited to the price of the tests. Recommendations are to be used as general guides and should be modified for specific field conditions and situations. Note: "u" indicates that the element was analyzed for but not detected APPENDIX C Borehole Infiltration Testing ASPECT CONSULTING 190398 TASK 3.1.1.2D  JULY 24, 2023 DRAFT C-1 C. Borehole Infiltration Testing Aspect completed 3 days of borehole infiltration tests (BIT) in April and May of 2021 following methods for the deep borehole infiltration tests described in USBR’s Procedure for Performing Field Permeability Testing by the Well Permeameter Method (USBR,1989). The purpose of these BITs was to provide long-term infiltration rates (LTIRs) for design of stormwater management facilities in accordance with City of Renton’s Surface Water Design Manual (City, 2022). C.1 Methodology Infiltration Testing Field Methods Monitoring/test wells were constructed for the BIT and screen intervals were designed to target infiltration depths of the proposed facility elevation. Below the screen interval of each well, transducers and vibrating-wire piezometers were installed to monitor groundwater levels. Well construction details are presented in Table 1 of this report. Water was supplied from a nearby hydrant and conveyed to the test wells using a fire hose equipped with in-line flow meters. Each flow meter was connected to an electronic datalogger that recorded totalized volume, and pressure transducers were used to record the depth of water for the duration of the test. Water was turned on at each test well and the flow rate was adjusted using gate-valves until a rate was achieved such that each pit was able to hold a constant head near the top of the screen or testing elevation. At each well, a constant head was maintained to the extent possible for at least 4 hours of the total required 6-hour soak period. After constant head and soaking period were complete, water was turned off and the falling-head test was conducted, until the well had completely drained. Infiltration Testing Analysis Methods The recommended analysis method assumes that the infiltration rate scales roughly linearly with head on the infiltration surface. Based on Darcy’s law, this is a reasonable assumption, which is also embedded in Ecology accepted hydrologic models (WWHM and MGS Flood both include a depth dependent infiltration rate option for sizing infiltration BMPs, which scales the infiltration rate based on water depth in the infiltration facility). Borehole/Well Permeameter Tests Measured Depth Dependent Infiltration Rate Aspect calculated the average infiltration rate during the constant head phase of the test by dividing the constant flowrate by the infiltration surface area (which is equal to the sidewall area of the borehole within the screen zone). Since the borehole has a relatively small diameter, the bottom of the borehole was neglected. Since the constant-head water level was maintained at the top of the screen zone, the depth-dependent infiltration rate was calculated by dividing the constant rate by the average amount of head (in/hr/feet of head). ASPECT CONSULTING C-2 FINAL 190398 TASK 3.1.1.2D  JULY 24, 2023 Estimate Multi-Test Average Design Depth Dependent Infiltration Rate Based on soil data and field observations, the BITs are interpreted to have been conducted in a similar receptor soil as the previous pilot infiltration tests (PITs) conducted in April 2020 (Aspect, 2020b). Therefore, the measured depth-dependent infiltration rate for the PITs can be averaged with the measured depth-dependent infiltration rates for the valid BITs. After averaging the BIT and PIT results, Aspect calculated the average overall Design Depth Dependent Infiltration rate (in/hr/ft of head) by applying correction factors in conformance with Ecology’s Stormwater Manual for Western Washington (Ecology, 2019). Adjust Average Design Depth Dependent Infiltration Rate for BMP Design Infiltration BMP designers have two options to account for infiltration when sizing infiltration facilities: 1. Use the design depth dependent rate and use a method that adjusts the infiltration rate depending on water depth in the infiltration receptor soil. 2. Use a constant infiltration rate, calculated from the design depth dependent rate and the average head (depth of water) on the infiltration surface in the BMP during the filling cycle. Based on discussions with Otak, the designer will use the second approach for designing the flow control facility. Therefore, we estimate the constant design infiltration rate for the expected average head on the infiltration surface in the BMP. Since the selected BMP relies primarily on the bottom surface area for infiltration, the average head during the filling cycle will be half of the total expected head. The Design Depth Dependent Infiltration Rate was then multiplied by one-half the maximum BMP water depth (designed at 20 feet of head for this project) to calculate the recommended constant design infiltration rate for the flow control facility. For cases when the calculated constant design infiltration rate exceeds the City’s allowable maximum rate (20 in/hr), then the City’s allowable maximum rate was used for BMP sizing. C.2 Results Infiltration test data for the BIT at AB-04 and AB-09 are shown on Figures C-1 and C-2, respectively. Infiltration rates were calculated from the constant-head and falling-head test data to confirm agreement between the two methods. Since both methods are in general agreement, Aspect calculated the design infiltration rates using the results from the constant-head test in each BIT as it is a closer approximation of the stormwater infiltration facility processes. The design infiltration rate, Idesign is computed using the following equation: Idesign = Imeasured x Ftesting x Fgeometry x Fplugging (5-11) ASPECT CONSULTING 190398 TASK 3.1.1.2D  JULY 24, 2023 DRAFT C-3 Where: Imeasured represents the constant-head test rate in inches per hour. Ftesting represents a correction factor for the type of test that is conducted. For the project, the value is 0.5 for large PIT. Fgeometry accounts for the influence of facility geometry and depth to the water table or impervious strata on the actual infiltration rate. Fgeometry must be between 0.25 and 1.0, as determined by the following equation: Fgeometry = 4 D/W + 0.05 (5-12) Where: D = depth from the bottom of the proposed facility to the maximum wet-season water table or nearest impervious layer, whichever is less. W = width of the facility. Using the above equation and facility geometry reported to Aspect by Otak, Fgeometry is determined to be 0.76. Fplugging accounts for reductions in infiltration rates over the long term due to plugging of soils. For this project, it is interpreted to be 0.9 for medium sand. Table C-1 below shows calculations for the design infiltration rate in each infiltration test and key correction factors (City, 2022). The Design Infiltration Rate calculated for the average planned BMP water depth is 320 in/hr at 10 ft of head. However, the maximum infiltration rate allowable by the City is 20 in/hr and will be used as the recommended design infiltration rate for BMP sizing. ASPECT CONSULTING C-4 FINAL 190398 TASK 3.1.1.2D  JULY 24, 2023 Table C-1. Infiltration Test Summary and Results AB-04 AB-09 ATP-011 Borehole Radius 0.50 0.35 7.8 X 5.3 ft Constant Head 9.3 5.0 0.47 ft Infiltration Area 29.3 11.1 41.5 ft² Flowrate 60.3 7.0 105 gpm Measured Ksat 198 60.7 139.6 in/hr Normalized Ksat 42.5 24.3 297.1 in/hr/ftH Average Normalized Ksat 121.3 in/hr/ftH Ftesting 0.5 - FGeometry 0.55 - FPlugging 0.9 - Ftesting X Fgeometry X Fplugging 0.25 - Design Infiltration Rate 30 in/hr/ftH Average BMP Water Depth 10 ftH Design Infiltration Rate at Average BMP Water Depth 302 in/hr Max Allowable Rate 20 in/hr Average Head =9.3Average Flow = 60.283301020304050607002468101214160.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00Flowrate in gpmFeet of water above transducerElapsed time in hoursAB‐04 BITFlow RateAspect Consulting7/8/2021M:\City of Renton\Monroe Ave Stormwater\Data\Field Data\4.2021 BITs\BIT Results\Figure C‐1Hydrograph of BIT at AB‐04Phase 2 Geotechnical Evaluation Monroe Avenue NE Storm System Improvements, Renton, Washington 0123456789100123456789100 50 100 150 200 250 300 350 400Flowrate in gpmFeet of water above transducerElapsed time in minutesWater LevelFlow RateTop of Well ScreenAspect Consulting7/8/2021M:\City of Renton\Monroe Ave Stormwater\Data\Field Data\05.19.2021 AB‐09 BIT\Figure C‐2Hydrograph of BIT at AB‐09Phase 2 Geotechnical Evaluation Monroe Avenue NE Storm System Improvements, Renton, Washington APPENDIX D Slope Stability Analysis Results WWAB-04Offset 85' WAB-04Offset 85' WAB-04Offset 85' WAB-06AB-06AB-07Offset 44' WAB-07Offset 44' WGlacial Outwash (SP, SP-SM, SM)Glacial Outwash (SP, SP-SM, SM)Fill (SM, ML, MH, CL)Fill (SM, ML, MH, CL)Reworked Stockpile Fill (SM, ML, MH, CL)Reworked Stockpile Fill (SM, ML, MH, CL)Water SurfacePhi (deg)Cohesion (psf)Strength TypeSat. Unit Weight (lbs/ft3)Unit Weight (lbs/ft3)ColorMaterial NameWater Surface2850Mohr‐Coulomb110105Reworked Fill (Stockpile)Water Surface3075Mohr‐Coulomb115110FillWater Surface360Mohr‐Coulomb135130Glacial Outwash AB-05Offset 40' W500450400350300250-50050100150200250300350400450APPENDIX:D-1REVIEWED BY:BY:JBMPROJECT NO.1903983/31/202390% Design Geotechnical ReportMonroe Avenue NE Storm System ImprovementsCity of Renton, WashingtonSlope Stability Analysis \\seafps\projects\BHAM\City of Renton\Monroe AveStormwater\Data\Analyses\SSA\2022.12.30 Monroe Ave SW.slmdSCALE: 1:650SLIDE 9.023Section A-A' - Proposed Facility ConditionsStatic 1.4551.7001.455WW1.4551.7001.455Safety Factor0.0000.2500.5000.7501.0001.2501.5001.7502.0002.2502.5002.7503.0003.2503.5003.7504.0004.2504.5004.7505.0005.2505.5005.7506.000+500450400350300250-50050100150200250300350400450APPENDIX:D-2REVIEWED BY:BY:JBMPROJECT NO.1903983/31/202390% Design Geotechnical ReportMonroe Avenue NE Storm System ImprovementsCity of Renton, WashingtonSlope Stability Analysis \\seafps\projects\BHAM\City of Renton\Monroe AveStormwater\Data\Analyses\SSA\2022.12.30 Monroe Ave SW.slmdSCALE: 1:650SLIDEINTERPRET 9.023Section A-A' - Proposed Facility ConditionsStatic APPENDIX E Stormwater Infiltration Facility Section 275280285290295300305310315320325330335275280285290295300305310315320325330335310976ELEVATION = 289.5481011.5H:1V82H:1V12H:1V1182INFILTRATION ZONENON-INFILTRATION ZONEGRAVITY BLOCKWALL. SEE SHEETS604 FOR DETAILS95ELEVATION = 31511PERMANENT STORMWATER EASEMENTBOTTOM OF CHAMBERELEV=31593H:1V12EXCAVATED SLOPE BY OTHERS. SEE SHEET C201 FOR PLAN VIEWEXTENTS.TREATMENT VAULT, SEE SHEETS C413-C414 FOR DETAILS.INSTALL GEOTEXTILE FABRIC, NON-WOVEN GEOTEXTILE FORUNDERGROUND DRAINAGE, MODERATE SURVIVABILITY CLASS C PERWSDOT 9-33.2(1) AGAINST 2:1 EXISTING FILL CUT SLOPE AND BACKFILLEXCAVATED AREA WITH SELECT BORROW PER SPECIAL PROVISIONS2-03 AND COMPACT PER WSDOT STD. SPEC 2-03.3(14)C, METHOD A.INSTALL GEOTEXTILE FABRIC, NON-WOVEN GEOTEXTILE FORUNDERGROUND DRAINAGE, MODERATE SURVIVABILITY CLASS C PERWSDOT 9-33.2(1) AND BACKFILL EXCAVATED AREA WITH INFILTRATIONGRAVEL PER SPECIAL PROVISIONS 2-03 AND COMPACT PER WDSOT STD.SPEC 2-03.3(14)C, METHOD A.INSTALL GRAVEL BACKFILL FOR WALLS PER WSDOT STD. SPEC 9-03.12(2)OVER INFILTRATION FACILITY FROM TOE TO TOE OF PERIMETER SLOPES.COMPACT PER WSDOT STD. SPEC 2-03.3(14)C, METHOD C.CONSTRUCT STORMWATER INFILTRATION FACILITY PER DETAILS ONSHEET C310.PROVIDE MINIMUM OF 12 OF INFILTRATION GRAVEL, PER SPECIALPROVISION 7-06, ABOVE AND TO THE OUTSIDE OF INFILTRATIONCHAMBERS FOOTPRINT PER DETAILS ON SHEET C310.BACKFILL WITH GRAVEL BORROW PER WSDOT STD. SPEC 9-03.14(01),COMPACT PER WSDOT STD SPEC 2-03.3(14)C, METHOD B.PLACE 18-IN DEEP TOPSOIL TYPE A PER DETAIL ON SHEET L702.GRADE SLOPE AT MAXIMUM 4H:1V.INSTALL GEOTEXTILE FABRIC, NON-WOVEN GEOTEXTILE FORUNDERGROUND DRAINAGE, MODERATE SURVIVABILITY CLASS C PERWSDOT 9-33.2(1) AND BACKFILL EXCAVATED AREA WITHNON-INFILTRATION MATERIAL. NON-INFILTRATION MATERIAL SHALL MEETTHE GRADATION AND COMPACTION REQUIREMENTS IN SPECIALPROVISIONS 2-03.CONSTRUCT TREATMENT VAULT DRAIN PER DETAIL ON SHEET C414.CONSTRUCTION NOTES1STORMWATER INFILTRATION FACILITY SECTION AAC301C30215STORMWATER INFILTRATION FACILITY SECTIONR-412915H SCALE: 1 20 , V SCALE: 1 5 234567891011OTAK 33201.ASHEET:11241 WLOORZV RRDG NE, SXLWH 200RHGPRQG, WA 98052425.822.4446ZZZ.RWDN.FRP 2023 OTAK, INC.OF36DRAWING NO.PROJECT NUMBERREVISION COMMENTSNO.BYREVIEWDATEDESIGNERDRAWN BYCHECKED BYCDTTRGPORWWHG: JXO 14, 2023 - 3:24SP K:?PURMHFW?33200?33201A?CADD?ACAD?DZJ?C301A-C302A.GZJ LD\RXW NDPH: C302NW 1/4 OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. LEGENDSELECT BORROW, PER PROJECT SPECIALPROVISIONSINFILTRATION GRAVEL, PER PROJECTSPECIAL PROVISIONSUNDISTURBED NATIVE MATERIALNON-INFILTRATION MATERIAL, PERPROJECT SPECIAL PROVISIONSPROPOSED PERMANENT EASEMENT LINETOPSOIL TYPE AGRAVEL BORROWGEOTEXTILE FABRIC, NON-WOVENGEOTEXTILE FOR UNDERGROUNDDRAINAGE, MODERATE SURVIVABILITYCLASS C PER WSDOT 9-33.2(1)EXISTING FILL MATERIALGRAVEL BACKFILL FOR WALLS12 Monroe Ave Infiltration Facility SP-61 Special Provisions City of Renton temporary striping, cleanup, etc. required to complete this item of Work in conformance with the Contract Documents and the Manual on Uniform Traffic Control Devices (MUTCD) and as directed by the Engineer and by the City’s Transportation Department. Also, included in the contract price is the cost to furnish traffic control services and equipment for construction surveying, staking, and as-built plans. All adjustments to the Traffic Control Plan are considered incidental, and no additional payment will be made for adjustments. 1-09.14(2)A7 Removal of Structures and Obstructions (Bid Items A7) – Lump Sum Measurement and payment shall be per WSDOT Standard Specification 2-02. All costs related to the removal and disposal of structures and obstructions including saw cutting, excavation, backfilling, and temporary asphalt shall be considered incidental to and included in other items unless designated as specific bid items in the proposal. If pavements, sidewalks, or curbs lie within an excavation area and are not mentioned as separate pay items, their removal will be paid for as part of the quantity removed in excavation. If they are mentioned as a separate item in the proposal, they will be measured and paid for as provided under Section 2-02.5, and will not be included in the quantity calculated for excavation. 1-09.14(2)A8 Non-Infiltration Material Incl. Haul (Bid Item A8) – Cubic Yard “Non-Infiltration Material Incl. Haul” shall be measured by the cubic yard. For material imported from off-site, measurement by cubic yard will be made in the hauling vehicle. For suitable material borrowed from the existing on-site stockpile developed by others, material will be measured in the position it occupied in the stockpile before the excavation was performed. An original ground measurement will be taken using cross-section or digital terrain modeling survey techniques. The second measurement will be a comparison of the original cross-section of the stockpile with a cross-section of the stockpile area after the second excavation is completed. Payment will not be made for onsite stockpiled material used for non-infiltration zone backfill material unless it is approved as suitable material prior to excavation by the Engineer. If unsuitable material from the existing onsite stockpile is separated from the stockpile by the Contractor, the quantity of unsuitable material will be deducted from the quantity of suitable material that is used for non-infiltration zone backfill. No separate payment will be made for unsuitable material separated from the existing onsite stockpile. “Non-Infiltration Material Incl. Haul” shall conform to the gradation and requirements presented in Section 2-03 of these Special Provisions. “Non-Infiltration Material Incl. Haul” shall be paid per cubic yard. The unit Contract price per cubic yard for “Non-Infiltration Material Incl. Haul” shall be full compensation for all costs incurred for the excavation, loading, hauling, placing, and compacting of the material. For further Description and Construction Requirements for “Non-Infiltration Material Incl. Haul”, see Special Provisions 2-03. Monroe Ave Infiltration Facility SP-85 Special Provisions City of Renton Removal of Structure and Obstruction shall include, but not be limited to: · Cement Concrete sidewalk – 45 SY · Curb/gutter – 84 LF · Chain link fence – 50 LF · Sawcutting – 150 LF 2-02.3 Construction Requirements This Section is supplemented with the following: 2-02.3(3) Removal of Pavement, Sidewalks, Curbs, and Gutters This Section is supplemented with the following: Existing pavement shall be sawcut and removed at the locations shown on the Plans or as approved by the Engineer. Removal shall be accomplished by making a neat longitudinal vertical cut along the boundaries of the area to be removed. Care shall be taken during removal so as not to damage any of the existing pavement to remain in place. Remaining pavement damaged due to the Contractor’s operations shall be replaced by the Contractor, to the satisfaction of the Engineer, at the Contractor’s expense. When a construction joint is near removal limits, the joint may be used as the removal limit if approved by the Engineer. Add the following new section: 2-02.3(4) Removing Chain Link or Wire Fence Where shown on the plans or as approved by the Engineer, the Contractor shall remove existing chain link wood slat privacy fence. The Contractor shall remove fence posts completely, including any concrete footings, and backfill the post holes with native material. 2-03 ROADWAY EXCAVATION AND EMBANKMENT 2-03.3 Construction Requirements Delete Section 2-03.3(14)F Vacant and replace it with the following: 2-03.3(14)F Infiltration Gravel Incl. Haul When required by the Plans or the Engineer, the Contractor shall use Infiltration Gravel meeting the requirements of Section 9-03.16 to fill underneath the Stormwater Infiltration Facility, fill as embedment gravel between chambers in the Stormwater Infiltration Facility, and provide 1-foot of fill above the Stormwater Infiltration Facility chambers. Infiltration Gravel shall be compacted according to the Plans. Add the following new Section: 2-03.3(14)N Non-Infiltration Material Incl. Haul Non-Infiltration Material Incl. Haul shall be placed to the south and east of the Gravity Block Wall in both Stage 1 and Stage 2 of the project, as indicated in the Plans. Non-Infiltration Material Incl. Haul shall be compacted per Compaction Requirements this section. Gravel Backfill for Walls per WSDOT Standard Specification 9-03.12(2) will be suitable for Non-Infiltration Material Incl. Haul. In addition, the following materials may also be acceptable for Non-Infiltration Material Incl. Haul, at the approval of the Engineer: Monroe Ave Infiltration Facility SP-86 Special Provisions City of Renton 1. Suitable material borrowed from existing onsite stockpile. As described in the Geotechnical report, the existing onsite stockpile material developed by others may be acceptable for Non-Infiltration Material under certain conditions and at the approval of the Engineer. The embanked stockpiled material is moisture sensitive and is not to be exposed, worked, nor placed during wet weather. The Contractor shall submit a minimum 5-day weather forecast showing only dry conditions and a placement schedule to the Engineer for approval for use of onsite stockpile material as Non-Infiltration Material. The stockpile shall be protected from rain will plastic tarping. The contractor shall maintain the tarping and stockpile during the period of the project. If the weather forecast indicates any precipitation, the contractor shall restore the tarping cover prior to the wet weather. 2. Suitable Crushed Surfacing Top Course and Quarry Spalls materials that are re-used from the Temporary Construction Access Road and Temporary Slope Protection BMPs, at the approval of the Engineer. These materials shall not be proposed by the Contractor to be re-used until after the end of the wet-season, at a minimum. Crushed Surfacing Top Course shall meet WSDOT Standard Specification 9-03.9(3). Quarry Spalls shall meet WSDOT Standard Specification 9-03.9(3). The Crushed Surfacing Top Course re-used as Non-Infiltration Material will be paid as a part of the “Temporary Construction Access Road” bid item. The Quarry Spalls re-used as Non- Infiltration Material will be paid as part of the “Temporary Slope Protection” bid item. No additional payment will be made for the re-use of Crushed Surfacing Top Course and Quarry Spalls materials as Non-Infiltration Material. Compaction Requirements of Non-Infiltration Material Incl. Haul The Compaction Requirements of Non-Infiltration Material Incl Haul varies based on the Stage of the project. Stage 1: The Placement and Compaction Requirements in Stage 1 is to place the material in 2-foot lifts, and compact to 90% maximum dry density (MDD). Compaction is to be tested by providing a proof roll (vibratory roller on static) to verify firm and unyielding conditions. Stage 2: The Placement and Compaction requirement is to place the material in 2-foot lifts, and compact to 95% maximum dry density (MDD). Compaction is to be tested by providing a proof roll (vibratory roller on static) to verify firm and unyielding conditions. END OF DIVISION 2 APPENDIX F 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. Public Works Department MONROE AVE NE INFILTRATION FACILITY CAG-23-316 DRAFT EASEMENTS (FOR REFERENCE ONLY) A) Temporary Construction Easement B) Permanent Utility Easement Page 1 of (9) Pages Parcel No. 162305-9059 162494386.2 After recording return document to: City of Renton City Clerk’s Office 1055 South Grady Way Renton, WA 98057 Grantor(s): Segale Properties LLC, a Washington limited liability company Grantee(s): City of Renton, a Washington municipal corporation Abbreviated Legal Description: E 1/2 of NE 1/4 of NW 1/4 of SEC16, TWP23N, R5E, WM LESS N 330 LESS ST LESS C/M RGTS Full Legal Description on Page(s) Exhibit A of document King County Parcel Number: 162305-9059 Reference Number of Related Documents: N/A TEMPORARY CONSTRUCTION EASEMENT This Temporary Construction Easement (the “TCE”), is made and entered into as of the last signature date set forth below, by and between Segale Properties LLC, a Washington limited liability company (“Grantor”), and the City of Renton, a Washington municipal corporation (“City” or “Grantee”), its successors and assigns. 1. Grant. For good and valuable consideration, sufficiency and receipt of which are hereby acknowledged, Grantor, as the owner of that certain real property, known as King County Parcel Number 162305-9059, legally described on Exhibit “A” (“Property”), attached hereto and incorporated by this reference, does hereby grant to the City, a 497,915 square foot temporary construction easement (the “TCE”), over, across, in, upon, through and under that portion of the Property legally described and depicted on Exhibit “B” (the “TCE Area”), which are attached hereto and incorporated by this reference, for any and all activities in connection with the construction of the Monroe Ave NE Infiltration Facility (the “Project”), including, but not limited to mobilization, site preparation, grading, excavation, embankment, lighting, hauling of stockpiled material, equipment maintenance, storage of equipment and construction materials, stockpiling materials, storm water handling and erosion control facilities, conveyance and discharge of stormwater from Monroe Ave NE, loading and unloading of trucks and/or conveyors, roadwork, landscaping, and final site cleanup and all other incidental purposes. TEMPORARY CONSTRUCTION EASEMENT Page 2 of (9) Pages Parcel No. 162305-9059 162494386.2 2. Term. The term of the TCE (the “Term”) shall commence upon the later of (i) 14-days after the completion of the Remediation Work by Grantor specified in that certain Purchase and Sale Agreement for Easements dated _________, 2023 between the parties or (ii) October 16, 2023 (the “Commencement Date”). The TCE shall continue for eighteen (18) months from the Commencement Date (the “Termination Date”). 3. Option to Extend. At Grantee’s option and upon 30 days prior written notice to Grantor for the initial option to extend, and upon 15 days prior written notice to Grantor for every subsequent option to extend, Grantee shall have the option to extend the Term for up to six (6) additional thirty (30) day periods upon the same terms and conditions herein except that for each 30-day period for which Grantee extends the Term, Grantee shall pay Grantor additional consideration in the amount of Seventy-Four Thousand Six Hundred Eighty-Seven Dollars ($74,687.00) prior to the commencement of the then applicable extension period. 4. Construction. Grantee and/or its contractors shall provide forty-eight (48) hour-notice to the Grantor of its intent to commence construction. Grantee shall vacate the TCE Area on the Termination Date. Each Party shall use their best efforts to coordinate any respective construction projects such that they do not occur simultaneously or in conflict. 5. Surrender. Grantee shall, upon completion of construction within the TCE, vacate the TCE Area, including its construction equipment, personal property, and materials, and return the TCE Area to Grantor, as nearly as practicable, in a substantially similar condition for its intended use, at the elevations existing at the completion of construction, and with any material belonging to the Grantor returned in a reasonably similar condition in which it existed at the commencement of Grantee’s construction, reasonable use excepted. 6. Reservation. Grantor reserves the right to use the Property, licenses or use rights to the Property for any purpose not inconsistent with the rights herein granted to Grantee so long as such use or use rights do not interfere with, obstruct, or endanger the construction, use, function, or efficiency of the TCE. 7. Grantee Indemnity. The Grantee agrees to hold harmless, indemnify and defend the Grantor from and against any and all claims, losses or liability, for injuries, sickness or death of persons, including employees of the Grantee, or damage to property, arising out of the exercise of Grantee’s rights under this TCE or any willful misconduct or negligent act, error, or omission of the Grantee, its officers, agents, contractors, TEMPORARY CONSTRUCTION EASEMENT Page 3 of (9) Pages Parcel No. 162305-9059 162494386.2 subcontractors, licensees, or employees, in connection with the Grantee’s activities authorized by this TCE, provided, however, that: (a) The Grantee’s obligations to indemnify, defend and hold harmless shall not extend to injuries, sickness, death, or damage caused by or resulting from the willful misconduct or negligence of the Grantor; and (b) The Grantee’s obligations to indemnify, defend and hold harmless for injuries, sickness, death or damage caused by or resulting from the concurrent negligence or willful misconduct of the Grantee and the Grantor, or of the Grantee and a third party other than an officer, agent, contractor or employee of the Grantee, shall apply only to the extent of the negligence or willful misconduct of the Grantee (including an officer, agent, contractor or employee of the Grantee). 8. Grantor Indemnity. The Grantor agrees to hold harmless, indemnify and defend the Grantee from and against any and all claims, losses or liability, for injuries, sickness or death of persons, including employees of the Grantor, or damage to property, related to this TCE, the Property or any willful misconduct or negligent act, error, or omission of the Grantor, its officers, agents, contractors, subcontractors, licensees, or employees, in connection with the Grantor’s activities on the TCE or Property, provided, however, that: (a) The Grantor’s obligations to indemnify, defend and hold harmless shall not extend to injuries, sickness, death, or damage caused by or resulting from the willful misconduct or negligence of the Grantee; and (b) The Grantor’s obligations to indemnify, defend and hold harmless for injuries, sickness, death or damage caused by or resulting from the concurrent negligence or willful misconduct of the Grantor and the Grantee, or of the Grantor and a third party other than an officer, agent, contractor or employee of the Grantee, shall apply only to the extent of the negligence or willful misconduct of the Grantor (including an officer, agent, contractor or employee of the Grantor). 9. It is the intention of the parties that this document be strictly limited to and for the purposes expressed. 10. Dispute Resolution Process. TEMPORARY CONSTRUCTION EASEMENT Page 4 of (9) Pages Parcel No. 162305-9059 162494386.2 (a) Participation. In the event that any dispute arises between the parties as to the interpretation or application of any term of this agreement, or as to the validity of any claim made by either party against the other, the Parties will seek to resolve any disputes under this Agreement as follows: a) An authorized representative of the seller or the seller’s President shall meet with the buyer’s Utility Systems Director. b) If the foregoing does not result in resolution, the seller’s President shall meet with the buyer’s Public Works Administrator. c) If the parties are unable to resolve the dispute through negotiations, the parties agree to participate in a nonbinding, neutral evaluation, and mediation of their dispute at a mutually agreeable location prior to commencing legal action. Either party may request that any dispute be submitted to neutral evaluation and mediation at any time upon the giving of written notice to the other party. (b) Selection of Mediator. Upon the giving of notice by either party as provided above, the parties shall attempt to select a neutral person to evaluate and mediate the dispute. If after thirty (30) days, the parties cannot agree on any of the persons named, or if acceptable persons are unable to serve, or if for any reason the appointment of a neutral person cannot be made, either party may terminate the dispute resolution process or the parties may, by agreement, seek other means of resolution. (c) Conflicts of Interest. Each party shall promptly disclose to the other any circumstances known by it that would cause justifiable doubt as to the independence or impartiality of any individual under consideration or appointed as a neutral mediator. Any such individual shall promptly disclose such circumstances to the parties. If any such circumstances are disclosed, the individual shall not serve as neutral mediator unless both parties agree in writing. (d) Compensation of Mediator. The neutral mediator's charges shall be established at the time of appointment. Unless the parties otherwise agree, the fees and expenses of the neutral mediator shall be split equally, and each party shall bear its own costs and expenses. (e) Mediation Session. The mediation session is intended to provide each party with an opportunity to present its best case and position to the other party and the TEMPORARY CONSTRUCTION EASEMENT Page 5 of (9) Pages Parcel No. 162305-9059 162494386.2 neutral mediator and for the parties to receive opinions and recommendations from the neutral mediator. The neutral mediator shall facilitate communications between the parties, identify issues, and generate options for settlement. The neutral mediator shall also discuss with each party separately the neutral mediator's opinion and evaluation of the strengths and weaknesses of that party's position. The terms of any settlement made by the parties as the result of the mediation shall be set out in a written addendum to this agreement. (f) Confidentiality. The dispute resolution process identified in this paragraph is a compromise negotiation. The parties agree to maintain in confidence all offers, promises, conduct, and statements, oral or written, made in the course of the mediation by either of the parties, their agents, employees, experts, representatives or attorneys, or by the neutral mediator and agree that the same shall be deemed negotiations in pursuit of settlement and compromise and not admissible or discoverable in subsequent legal proceedings pursuant to Washington Evidence Rule 408. The neutral mediator shall be disqualified as a trial or deposition witness, consultant, or expert of either party. (g) Reservation of Rights. In the event that the parties are unable to resolve the dispute through the dispute resolution process established in this paragraph, the parties reserve any and all other rights and remedies available to each of them regarding such dispute. 11. Grantor and Grantee agree that in the event it becomes necessary for either of them to defend or institute legal proceedings as a result of the failure of the other to comply with this TCE, the prevailing party in such litigation will be entitled to be reimbursed for all costs incurred or expended in connection therewith, including, but not limited to, reasonable attorney’s fees (including fees for any appeals) and court costs. 12. The parties agree to comply in all material respects with the requirements of all laws, code, regulations, orders, writs, injunctions and decrees applicable to the TCE or the Property. 13. This TCE and covenants herein shall be recorded with the King County Recorder, shall run with the land described herein, and shall be binding upon the parties, their successors, heirs, and assigns. TEMPORARY CONSTRUCTION EASEMENT Page 6 of (9) Pages Parcel No. 162305-9059 162494386.2 14. Any modification, waiver, or amendment of this TCE shall be valid only if in writing, signed by each of the parties to this TCE. 15. Grantor represents and warrants that it is the lawful owner of the above- described Property and has authority to enter into and convey this TCE. Grantee represents and warrants that it is authorized to enter into this TCE and consummate the transactions contemplated herein. 16. Any lawsuit or legal action brought by any party to enforce or interpret this TCE or any of its terms or covenants shall be brought in the King County Superior Court for the State of Washington at the Maleng Regional Justice Center in Kent, King County, Washington, or its replacement or successor, with the prevailing party entitled to their attorney’s fees and costs. 17. This TCE constitutes the full and complete agreement and understanding of the parties with respect to the subject matters described in this TCE, and subject to the Purchase and Sale Agreement for Easements between the parties, there are no written, verbal or other agreements that modify or affect this TCE. If any term, covenant, condition, or easement in this TCE is held to be invalid, void or otherwise unenforceable by any court of competent jurisdiction, such holding shall not affect the validity or enforceability of any other term, covenant, condition, provision, or easement contained herein, and this TCE shall be interpreted as to best give effect to the parties’ intent hereunder. 18. It is understood and agreed that delivery of this TCE is hereby tendered and that the terms and obligations hereof shall not become binding upon the City of Renton, unless and until accepted and approved hereon in writing by the City of Renton. 19. This TCE may be executed in one or more counterparts, each of which shall be deemed and original, but all of which together shall constitute one and the same instrument. [Signature pages to follow] TEMPORARY CONSTRUCTION EASEMENT Page 7 of (9) Pages Parcel No. 162305-9059 162494386.2 IN WITNESS WHEREOF, the Parties have voluntarily entered into this TCE as of the date last signed by the Parties below. CITY OF RENTON, a Washington municipal corporation By:__________________________ Armondo Pavone, Mayor __________________________ Date SEGALE PROPERTIES LLC, a Washington limited liability company By: Metro Land Development, Inc., Its Manager By: Mark A. Segale, President _____________________________ Date Attest _____________________________ Jason A. Seth, City Clerk Approved as to Legal Form __________________________ Shane Moloney, City Attorney TEMPORARY CONSTRUCTION EASEMENT Page 8 of (9) Pages Parcel No. 162305-9059 162494386.2 Grantor: STATE OF ______________ COUNTY OF ____________ I certify that I know or have satisfactory evidence that _______________________________ is the person who appeared before me, and said person acknowledged that they signed this instrument, and on oath stated that they were authorized to execute the instrument and acknowledged it as the ______________________________ of Metro Land Development, Inc., Manager of SEGALE PROPERTIES LLC, to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. DATED this _____ day of _________________, 20____. ____________________________________________________ Print name: _________________________________ NOTARY PUBLIC in and for the State of Washington My appointment expires:_________________ TEMPORARY CONSTRUCTION EASEMENT Page 9 of (9) Pages Parcel No. 162305-9059 162494386.2 Grantee: STATE OF WASHINGTON COUNTY OF KING I certify that I know or have satisfactory evidence that _______________________________ is the person who appeared before me, and said person acknowledged that they signed this instrument, and on oath stated that they were authorized to execute the instrument and acknowledged it as the ______________________________ of The City of Renton, to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. DATED this _____ day of _________________, 20____. ____________________________________________________ Print name: _________________________________ NOTARY PUBLIC in and for the State of Washington My appointment expires:_________________ TEMPORARY CONSTRUCTION EASEMENT Page 10 of (9) Pages Parcel No. 162305-9059 162494386.2 EXHIBIT “A” ENTIRE PARCEL LEGAL DESCRIPTION THE EAST ½ OF THE NORTHEAST ¼ OF THE NORTHWEST ¼ OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., EXCEPT THE NORTH 330 FEET THEREOF; AND EXCEPT THE EAST 30 FEET CONVEYED TO THE CITY OF RENTON FOR RIGHT-OF-WAY BY DEED RECORDED UNDER RECORDING NO. 7809071074; AND EXCEPT ALL COAL AND MINERALS AND THE RIGHT TO EXPLORE FOR AND MINE THE SAME AS RESERVED BY DEED RECORDED UNDER RECORDING NO. 3875580; SITUATE IN THE CITY OF RENTON, COUNTY OF KING, STATE OF WASHINGTON. TEMPORARY CONSTRUCTION EASEMENT Page 11 of (9) Pages Parcel No. 162305-9059 162494386.2 EXHIBIT “B” TEMPORARY CONSTRUCTION EASEMENT AREA LEGAL DESCRIPTION AND GRAPHIC DEPICTION EXHIBIT “B” T.L. 162305-9059 Temporary Construction Easement THAT PORTION OF THE EAST HALF OF THE NORTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST OF THE WILLAMETTE MERIDIAN, CITY OF RENTON, KING COUNTY, WASHINGTON. EXCEPT THE NORTH 330 FEET THEREOF. ALSO, EXCEPT THE EAST 30 FEET CONVEYED TO THE CITY OF RENTON FOR ROAD RIGHT OF WAY BY DEED RECORDED UNDER KING COUNTY RECORDING NO. 3875580; ALSO, EXCEPT THE FOLLOWING DESCRIBED PARCEL: BEGINNING AT THE NORTHEAST CORNER OF THE ABOVE DESCRIBED PARCEL; THENCE SOUTH 01° 04’17”WEST ALONG THE EAST LINE OF THE ABOVE DESCRIBED PARCEL A DISTANCE OF 50.00 FEET; THENCE LEAVING SAID EAST LINE, NORTH 89° 13’02”WEST 200.45 FEET; THENCE SOUTH 34° 06’55”WEST 351.62 FEET; THENCE NORTH 88° 56’33”WEST 241.13 FEET. MORE OR LESS, TO THE WEST LINE OF THE ABOVE DESCRIBED PARCEL; THENCE NORTH 01° 04’31”EAST ALONG SAID WEST LINE 342.62 FEET, MORE OR LESS, TO THE NORTHWEST CORNER OF THE ABOVE DESCRIBED PARCEL; THENCE SOUTH 89° 13’02”EAST ALONG THE NORTH LINE OF SAID PARCEL 633.29 FEET TO THE POINT OF BEGINNING. 07/25/23 TEMPORARY CONSTRUCTION EASEMENT Page 12 of (9) Pages Parcel No. 162305-9059 162494386.2 Page 1 of (14) Pages 162497342.3 After recording return document to: City of Renton City Clerk’s Office 1055 South Grady Way Renton, WA 98057 Grantor(s): Segale Properties LLC, a Washington limited liability company Grantee(s): City of Renton, a Washington municipal corporation Abbreviated Legal Description: E 1/2 of NE 1/4 of NW 1/4 of SEC16, TWP23N, R5E, WM LESS N 330 LESS ST LESS C/M RGTS Full Legal Description on Page(s) Exhibit A of document King County Parcel Number: 162305-9059 Reference Number of Related Documents: N/A PERMANENT UTILITY EASEMENT Segale Properties LLC, a Washington limited liability company (“Grantor”), for good and valuable consideration, receipt of which is hereby acknowledged, does hereby grant and convey unto the City of Renton, a Washington municipal corporation, and its successors and assigns (the "City" or "Grantee"), from the property legally described on Exhibit “A” (the “Property”), attached hereto and incorporated by this reference, a permanent utility easement (the “PUE”) with necessary appurtenances and access thereto, for the purposes described below, over, under, in, on, along, across, through, below, and upon, the portion of the Property legally described and depicted on Exhibit “B” (the “PUE Area”), which are attached to this Permanent Utility Easement agreement (the “Easement”) and incorporated by this reference. The Grantee and its agents, designees and/or assigns shall have the perpetual right to enter the PUE Area at all times without limitation for the purpose of accessing, constructing, repairing, replacing, improving, operating, and maintaining stormwater infiltration, water quality treatment, and drainage facilities (collectively the "Facilities") without prior notice or institution of any suit or proceedings and without incurring any legal obligation or liability, therefore. Subject to the provisions of this PUE, Grantor is permitted to use the lawn area above the infiltration chambers within the PUE Area (the “Field”) only for recreational use. Recreational use is defined as passive leisure activities such as walking, viewing, field games and relaxing, except as specifically allowed for herein. PERMANENT UTILITY EASEMENT Page 2 of (15) Pages This Easement is executed and delivered and said PUE is granted upon the following conditions to wit: 1. Access Road. In connection with the PUE, Grantee shall be permitted to construct an access road within the PUE Area to use for purposes of vehicular ingress to the Facilities (the “Access Road”). Grantee shall maintain the Access Road in good condition. Upon prior written notice to Grantee and subject to Grantee’s rights under the PUE, Grantor may use that certain portion of the Access Road between Monroe Ave NE to the gate located east of the pretreatment structure, as more specifically determined by Grantee, for access in connection with future development, provided Grantor, at its sole cost and expense, must obtain all required City permits for its intended use. Should Grantor exercise its right to use the Access Road, Grantor will assume all costs associated with any construction, modification, and maintenance to the access road and repair any and all damage caused by such use. 2. Indemnity. (a) The Grantee, its heirs, executors, administrators, agents, employees, successors, and assigns, (collectively the “Grantee Parties”) shall indemnify, defend and hold harmless Grantor, its agents and employees, assigns, and successors (collectively the “Grantor Parties”) from and against any and all third-party claims, actions, suits, losses, expenses (including reasonable attorneys’ fees), and damages which may accrue or be suffered by any persons or property to the extent arising from or relating to the exercise by Grantee or any Grantee Parties of any of the rights granted in this Easement, except to the extent caused or contributed to by any act, omission, negligence or willful misconduct of Grantor or Grantor Parties. (b) The Grantor and Grantor Parties shall indemnify, defend and hold harmless Grantee and Grantee Parties from and against any and all third-party claims, actions, suits, losses, expenses (including reasonable attorneys’ fees), and damages which may accrue or be suffered by any persons or property to the extent arising from or relating to (a) any breach of this Easement by Grantor or any Grantor Parties or (b) any damage to property, including but not limited to the Facilities, or injury to person, caused by any act or omission of Grantor or any Grantor Parties, except to the extent caused or contributed to by any act, omission, negligence or willful misconduct of Grantee or any Grantee Parties. 3. Maintenance. Grantee will maintain the Facilities in good working condition at all times during the term of the PUE. Upon completion of any Facilities, Access Road or other work performed under this Easement, unless otherwise agreed by Grantor, Grantee shall PERMANENT UTILITY EASEMENT Page 3 of (15) Pages remove all temporary items, restore the surface of Grantor’s Property (including any temporary use areas) to its prior condition to the extent reasonably practicable and promptly remove all debris created by such work. Grantor will maintain landscape, including lawn maintenance, of the Field, in good condition, free from trash and debris. For the avoidance of doubt, Grantee shall solely be responsible for maintaining and repairing all PUE Area perimeter landscape, including, without limitation, perimeter fencing and vegetative screening along any such fencing. Permanent structures, pavement, and plantings other than lawn will only be allowed within the PUE Area with the express written consent of Grantee. 4. Damage. If Grantor or its contractors damage or disturb the Facilities or PUE Area, Grantee may either: (i) require Grantor to promptly repair and restore the same to its condition as of the date of such damage or disturbance at Grantor’s sole cost and expense or (ii) Grantee may repair and restore the same to its condition as of the date of such damage or disturbance and Grantor shall reimburse Grantee for its costs and expenses within ten (10) days of Grantee’s written demand. In the event damage occurs to the PUE Area or the Facilities caused by a third party, Grantor shall be responsible for conducting all related repairs, provided Grantee shall reimburse Grantor for fifty (50%) percent of the cost within ten (10) days of Grantor’s written demand. In the event Grantee’s facilities are damaged by a third party, Grantee may seek recovery from any third party responsible for any damage (including those to be paid for by Grantor), with net proceeds from the recovery being applied to offset any repair costs. 5. Interference. Grantor shall not block, fence, barricade, obstruct, or otherwise disturb or interfere Grantee’s permitted use of the PUE Area as set forth in this Easement. The following conduct, without limitation, shall constitute an interference with the PUE Area: (a) Erecting or maintaining any buildings, structures, or improvements within the PUE Area except for common playground equipment such as picnic benches, barbecue pits, and soccer goal posts, only with Grantee’s prior written consent, which consent shall not be unreasonably withheld and provided that in Grantee’s reasonable determination such common playground equipment does not interfere with the Facilities; (b) Subject to Grantor’s right to connect to the Facilities as set forth in this Easement, disturbing or damaging the compaction, lateral or subjacent support facilities or unearthing the Facilities, including but not limited to digging, tunneling, or undertaking any construction or other similar activity; (c) Planting trees, shrubs, or other vegetation having deep root patterns that may cause damage to or interfere with the use of the Facilities; PERMANENT UTILITY EASEMENT Page 4 of (15) Pages (d) Developing, landscaping, or beautifying the PUE Area in any way which would unreasonably increase the costs to Grantee of using or restoring the PUE Area and any private improvements therein; This term does not prohibit maintenance, mowing, reseeding or cleanup of the grass area above the stormwater facilities within the PUE Area nor the installation of an irrigation system; (e) Blasting within fifteen (15) feet of Grantee’s Facilities or the PUE Area, or excavation or other earth removal that materially or adversely affects the Grantee’s Facilities or PUE Area; (f) Obstructing access across the Property and/or Facilities via Access Road, including Grantee’s vehicles, and any fence construction must provide for an opening (gated, removable sections, barriers, etc.) of at least sixteen (16) feet in width, and Grantee shall ensure such construction shall comply with all applicable law, including the codes and laws of the City of Renton and State of Washington; (g) Erecting any objects within fifteen (15) feet of the PUE Area. 6. Connection to the Stormwater Facilities. Provided Grantor obtains all applicable permits and consents and otherwise acts in compliance with all applicable rules, regulations, and standards, in connection with development of the Property, the Grantor may connect to the Facilities, in a location approved by Grantee that is upstream of the pretreatment structure (i.e. hydrodynamic separator) and along the Access Road extending on the northeast corner of the Property. To the extent that the impervious surface will exceed those set forth in the assumptions, additional drainage facilities may be constructed at Grantor’s cost. Grantor may establish a connection to the Facilities between pretreatment structure and flow splitter provided Grantor provides pretreatment upstream of the connection point in accordance with the Renton Surface Water Design Manual. Grantor’s connection to the City Stormwater facilities is further conditioned upon the following: (i) City permitting requirements; and (ii) the discharge from Grantor’s connection does not exceed the discharge simulated using hydrologic and hydraulic modeling under the current zoning R-10, unless otherwise authorized by Grantee. 7. Grantor’s Failure to Perform. Except in the case of an emergency, if the Grantee determines that Grantor is not in compliance with any provision of this Easement the Grantee will give Grantor written notice of the violation. If Grantor does not cure within thirty (30) days of such notice (except in cases of emergency where no notice is required), then the Grantee may enter the Property to perform the necessary work to cure the violation and Grantor shall reimburse Grantee for the cost of performance. In the event of an emergency Grantee shall have the right to immediately effectuate all necessary repairs to prevent injury, loss of life or damage to or loss of property. PERMANENT UTILITY EASEMENT Page 5 of (15) Pages 8. Dispute Resolution Process. (a) Participation. In the event that any dispute arises between the parties as to the interpretation or application of any term of this agreement, or as to the validity of any claim made by either party against the other, the Parties will seek to resolve any disputes under this Agreement as follows: a) An authorized representative of the seller or the seller’s President shall meet with the buyer’s Utility Systems Director. b) If the foregoing does not result in resolution, the seller’s President shall meet with the buyer’s Public Works Administrator. c) If the parties are unable to resolve the dispute through negotiations, the parties agree to participate in a nonbinding, neutral evaluation, and mediation of their dispute at a mutually agreeable location prior to commencing legal action. Either party may request that any dispute be submitted to neutral evaluation and mediation at any time upon the giving of written notice to the other party. (b) Selection of Mediator. Upon the giving of notice by either party as provided above, the parties shall attempt to select a neutral person to evaluate and mediate the dispute. If after thirty (30) days, the parties cannot agree on any of the persons named, or if acceptable persons are unable to serve, or if for any reason the appointment of a neutral person cannot be made, either party may terminate the dispute resolution process or the parties may, by agreement, seek other means of resolution. (c) Conflicts of Interest. Each party shall promptly disclose to the other any circumstances known by it that would cause justifiable doubt as to the independence or impartiality of any individual under consideration or appointed as a neutral mediator. Any such individual shall promptly disclose such circumstances to the parties. If any such circumstances are disclosed, the individual shall not serve as neutral mediator unless both parties agree in writing. (d) Compensation of Mediator. The neutral mediator's charges shall be established at the time of appointment. Unless the parties otherwise agree, the fees and expenses of the neutral mediator shall be split equally, and each party shall bear its own costs and expenses. (e) Mediation Session. The mediation session is intended to provide each party with an opportunity to present its best case and position to the other party and the PERMANENT UTILITY EASEMENT Page 6 of (15) Pages neutral mediator and for the parties to receive opinions and recommendations from the neutral mediator. The neutral mediator shall facilitate communications between the parties, identify issues, and generate options for settlement. The neutral mediator shall also discuss with each party separately the neutral mediator's opinion and evaluation of the strengths and weaknesses of that party's position. The terms of any settlement made by the parties as the result of the mediation shall be set out in a written addendum to this agreement. (f) Confidentiality. The dispute resolution process identified in this paragraph is a compromise negotiation. The parties agree to maintain in confidence all offers, promises, conduct, and statements, oral or written, made in the course of the mediation by either of the parties, their agents, employees, experts, representatives or attorneys, or by the neutral mediator and agree that the same shall be deemed negotiations in pursuit of settlement and compromise and not admissible or discoverable in subsequent legal proceedings pursuant to Washington Evidence Rule 408. The neutral mediator shall be disqualified as a trial or deposition witness, consultant, or expert of either party. (g) Reservation of Rights. In the event that the parties are unable to resolve the dispute through the dispute resolution process established in this paragraph, the parties reserve any and all other rights and remedies available to each of them regarding such dispute. 9. Attorneys’ Fees. Grantor and Grantee agree that in the event it becomes necessary for either of them to defend or institute legal proceedings as a result of the failure of the other to comply with this Easement, the prevailing party in such litigation will be entitled to be reimbursed for all costs incurred or expended in connection therewith, including, but not limited to, reasonable attorney’s fees (including fees for any appeals) and court costs. 10. Notices. All notices, demands, requests, consents and approvals which may, or are required to, be given by any party to any other party hereunder shall be in writing and shall be deemed to have been duly given if (i) hand delivered, (ii) sent by a nationally recognized overnight delivery service, or (iii) if mailed or deposited in the United States mail and sent by registered or certified mail, return receipt requested, postage prepaid to: To Grantor: Segale Properties LLC 5811 Segale Park Drive C PERMANENT UTILITY EASEMENT Page 7 of (15) Pages Tukwila, WA 98138 Attn: Mike Pruett Email: mpruett@segaleproperties.com With a copy to: Perkins Coie LLP 10885 NE Fourth Street, Suite 700 Bellevue, WA 98004 Attn: Craig Gilbert Email: CGilbert@perkinscoie.com To Grantee: City of Renton 1055 South Grady Way Renton, WA 98057 Attn: City Clerk and Cheryl L. Beyer Email: cityclerk@rentonwa.gov, cbeyer@rentonwa.gov, With a copy to: Kinnon Williams Foster Garvey PC 1111 Third Avenue, Suite 3000 Seattle, WA 98101-3299 Email: Kinnon.Williams@Foster.com 11. Compliance. The parties agree comply in all material respects with the requirements of all laws, code, regulations, orders, writs, injunctions and decrees applicable to the PUE or the Property. 12. It is acknowledged by the Parties that: (a) Stormwater System Development Charges are not applicable to the property as it is currently developed. (b) In accordance with Renton Municipal Code 4-11-040.L, Net Density is not affected as of the result of this Easement. PERMANENT UTILITY EASEMENT Page 8 of (15) Pages (c) Nothing in this Easement exempts the Grantor from any applicable fees or permitting requirements for future development of the Property. 13. The rights granted herein shall not be construed to interfere with or restrict the Grantor, its heirs, executors, administrators, successors, and assigns from the use of the Property outside of the PUE Area for the construction and maintenance of Property improvements outside of the PUE Area. 14. This Easement and the rights, obligations, and covenants stated in this Easement shall run with the land and shall be binding upon and shall inure to the benefit of the Grantor and Grantee. This Easement shall be recorded with the King County Recorder’s Office. 15. Any modification, waiver, or amendment of this Easement shall be valid only if in writing, signed by each of the parties to this Easement. 16. Grantor represents and warrants that it is the lawful owner of the above-described Property and has authority to enter into this Easement and convey this PUE. Grantee represents and warrants that it is authorized to enter into this Easement and consummate the transactions contemplated herein. 17. Any lawsuit or legal action brought by any party to enforce or interpret this Easement or any of its terms or covenants shall be brought in the King County Superior Court for the State of Washington at the Maleng Regional Justice Center in Kent, King County, Washington, or its replacement or successor. 18. This Easement constitutes the full and complete agreement and understanding of the parties with respect to the subject matters described in this Easement, and subject to the Purchase and Sale Agreement for Easements between the parties, there are no written, verbal or other agreements that modify or affect this Easement. If any term, covenant, condition, or easement in this Easement is held to be invalid, void or otherwise unenforceable by any court of competent jurisdiction, such holding shall not affect the validity or enforceability of any other term, covenant, condition, provision, or easement contained herein, and this Easement shall be interpreted as to best give effect to the parties’ intent hereunder. This Easement may be executed in one or more counterparts, all of which together shall be deemed to be one original. 19. It is understood and agreed that delivery of this Easement is hereby tendered and that the terms and obligations hereof shall not become binding upon City of Renton unless and until approved hereon in writing by City of Renton. PERMANENT UTILITY EASEMENT Page 9 of (15) Pages [Signature pages to follow] PERMANENT UTILITY EASEMENT Page 10 of (15) Pages IN WITNESS WHEREOF, the Parties have voluntarily entered into this PUE as of the date last signed by the Parties below. CITY OF RENTON, a Washington municipal corporation By:__________________________ Armondo Pavone, Mayor __________________________ Date SEGALE PROPERTIES LLC, a Washington limited liability company By: Metro Land Development, Inc., Its Manager By: Mark A. Segale, President _____________________________ Date Attest _____________________________ Jason A. Seth, City Clerk Approved as to Legal Form __________________________ Shane Moloney, City Attorney PERMANENT UTILITY EASEMENT Page 11 of (15) Pages Grantor: STATE OF ______________ COUNTY OF ____________ I certify that I know or have satisfactory evidence that _______________________________ is the person who appeared before me, and said person acknowledged that they signed this instrument, and on oath stated that they were authorized to execute the instrument and acknowledged it as the ______________________________ of Metro Land Development, Inc., Manager of SEGALE PROPERTIES LLC, to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. DATED this _____ day of _________________, 20____. ____________________________________________________ Print name: _________________________________ NOTARY PUBLIC in and for the State of Washington My appointment expires:_________________ PERMANENT UTILITY EASEMENT Page 12 of (15) Pages Grantee: STATE OF WASHINGTON COUNTY OF KING I certify that I know or have satisfactory evidence that _______________________________ is the person who appeared before me, and said person acknowledged that they signed this instrument, and on oath stated that they were authorized to execute the instrument and acknowledged it as the ______________________________ of The City of Renton, to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. DATED this _____ day of _________________, 20____. ____________________________________________________ Print name: _________________________________ NOTARY PUBLIC in and for the State of Washington My appointment expires:_________________ PERMANENT UTILITY EASEMENT Page 13 of (15) Pages EXHIBIT “A” ENTIRE PARCEL LEGAL DESCRIPTION THE EAST ½ OF THE NORTHEAST ¼ OF THE NORTHWEST ¼ OF SECTION 16, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., EXCEPT THE NORTH 330 FEET THEREOF; AND EXCEPT THE EAST 30 FEET CONVEYED TO THE CITY OF RENTON FOR RIGHT-OF-WAY BY DEED RECORDED UNDER RECORDING NO. 7809071074; AND EXCEPT ALL COAL AND MINERALS AND THE RIGHT TO EXPLORE FOR AND MINE THE SAME AS RESERVED BY DEED RECORDED UNDER RECORDING NO. 3875580; SITUATE IN THE CITY OF RENTON, COUNTY OF KING, STATE OF WASHINGTON. PERMANENT UTILITY EASEMENT Page 14 of (15) Pages EXHIBIT “B” PERMANENT UTILITY EASEMENT AREA LEGAL DESCRIPTION AND GRAPHIC DEPICTION PERMANENT UTILITY EASEMENT Page 15 of (15) Pages Public Works Department MONROE AVE NE INFILTRATION FACILITY CAG-23-316 EXISTING EASEMENT A) TEMPORARY EASEMENT FOR SURFACE WATER DRAINAGE OVERFLOW AND AGREEMENT Instrument Number: 2018{1702[HM52 Uoeument:EAS Ree: 5103.00 Page -1 of 5 Record Datc:7/2/2018 12:41 PM Electronically Recorded King County, WA EXCISE TAX NOT REQUIRED BY KAREN GREAGUR, DEPUTY Return Address City Clerk City of Renton 1055 South Grady Way Renton, WA 98057 Document Title(s) (or transactions contained therein): Fourth Amendment to Temporary Easement for Surface Water Drainage Overflow and Agreement Reference Number(s) of Related Documents: on page _of document) 139612120153;20064602001486;2007092$400176;20110322000779 Granter(s) (Last name first, then first name and initials): Segale Properties LLC Additional Grantor(s) on page 2 Grantee(s) (Last name first, then first name and initials): City of Renton Legal description (abbreviated. i.e. lot, Flock, plat or section, township, range): Portions of Section 16, Township 23 North, Range 5 Full Legal Description on page 5 (Exhibit A) Assessor's Property Tax Parcel/Account Number: 1623059059 24267-W30/138907429A Page I of 5 Instrument Number: 20180702000852 Document:EAS Rec: 8103.0{} Page -2 of 5 Record Date:7121201812:41 PM King County, WA FOURTH AMENDMENT TO TEMPORARY EASEMENT FOR SURFACE WATER DRAINAGE OVERFLOW AND AGREEMENT THIS FOURTH AMENDMENT TO TEMPORARY EASEMENT FOR SURFACE WATER DRAINAGE OVERFLOW AND AGREEMENT ("Amendment"), dated as of 3Ijn,L 2018 ("Effective Date"), is entered into by and between SEGALE PROPERTIES LLC, a Washington Iimited liability company, successor by name change to LA PIANTA LLC, a Washington limited liability company, and successor by merger with LA PIANTA LIMITED PARTNERSHIP, ("Grantor"), and the City of Renton, a municipal corporation ("Grantee"). RECITALS A. Grantor and Grantee entered into that certain Temporary Easement for Surface Water Drainage Overflow and Agreement, dated November 21, 1996 and recorded under Recording No. 9612.120153, as amended by that certain Amendment to Temporary Easement for Surface Water Drainage Overflow and Agreement, dated May 30, 2006 and recorded under Recording No. 20060602001486 (the "First Amendment"), and that certain Second Amendment to Temporary Easement for Surface Water Drainage Overflow and Agreement dated September 26, 2007 and recorded under Recording No. 20070928000176, (the "Second Amendment"), and that certain Third Amendment to Temporary Easement for Surface Water Drainage Overflow and Agreement dated October 29, 2010 and recorded under Recording No. 20110322000779 collectively, the "Agreement"), pursuant to which Grantor granted to Grantee certain rights for the conveyance and discharge of surface water over Grantor's Property, as further described in the Agreement. Capitalized terms used in this Amendment shall have the same meanings given them in the Agreement unless stated otherwise. B. Grantor is the owner of certain real property, (the "Property") located in the City of Renton, King County, Washington and legally described on Exhibit A attached hereto. C. The Agreement granted Grantee the right to make certain improvements within the Easement Area to allow for the Temporary Overflow System to provide Permitted Drainage onto the Property. D. Grantee has constructed all necessary improvements within the Easement Area and desire to continue using the Temporary Overflow System. E. The parties hereby agree to amend the Agreement to allow Grantee to continue using the Temporary Overflow System pursuant to the terms and conditions set forth below. AGREEMENTS I. Recitals. The terms of the recitals are incorporated herein. 24267-00301138907429.1 Page 2 of 5 Instrument Number: 20180702000852 Document:EAS Rec: S1030} Page -3 of 5 Record Date:7121201812:41 PM King County, WA 2. Term. The Agreement is hereby amended by deleting Section 3 in its entirety, which was last amended in the Third Amendment, and substituting with the following: 3. TERM OF AGREEMENT. The Agreement shall be effective until five (5) years from the Effective Date and shall automatically renew for successive five (5) year periods unless within one hundred eighty (180) days from the expiration of the five year period then in -effect, Grantor and Grantee mutually agree in writing to terminate this Agreement, in which case this Agreement shall terminate at the expiration of the five year period then in -effect. Notwithstanding the foregoing, this Agreement may terminate on a sooner date in the event that (i) the current pit is filled to capacity and a new special use permit is required, or (ii) improvements have been made to Grantee's existing storm sewer system which eliminates the need for the Temporary Overflow System and this Agreement- Under no circumstances shall this Agreement and the easement rights provided herein become permanent. Upon Grantor's request, Grantee shall execute and deliver to Grantor an instrument in recordable form quit claiming and releasing to Grantor all rights and reaffirming the survival of Grantee's obligations hereunder. In the event Grantor receives a special use permit subsequent to the Special Use Permit LUA10-056, ECF, SP, authorizing Grantor to continue to fijI1 Grantor's Property, and such special use permit contains substantially the same rights as granted under LUA10-056, ECF, SP, this Agreement shall be deemed immediately amended so that Grantee shall assume full responsibility for all conditions imposed on Grantor in the process of obtaining said special use permit which relate to or arise out of the rights granted to Grantee under the Agreement, or to storm water monitoring and sampling and testing of storm water on the Property. At Grantor's request, Grantee shall execute an amendment to this Agreement setting forth Grantor's obligations arising out of such subsequently issued special use permit. 4. Value of Easement and Surface Water Utility Fees. Commencing on the Effective Date and continuing during the term of this Agreement, and any renewal thereof, the Parties agree that the value of the services provided by the Temporary Easement to the Grantee (City) is equal to the amount of the Surface Water Utility Fees for Surface Water Utility services to Grantor's Property Tax Parcel Identification Number 152305 9095, per the Renton Municipal Code (RMC) 8-2-3 utility billing rate category of Gravel Pits. The Parties agree the monetary value of the reciprocal services rendered are substantially the same. 5. No Other Changes and Integration. In all other respects, the Agreement, except as amended by this Amendment, is ratified and confirmed and shall remain without charge. Additionally, it is expressly understood and agreed that there are no other promises, agreements, conditions, understandings, inducements, warranties or representations, written, express or implied, between the parties hereto or their employees or agents with respect to this Amendment other than as herein set forth; and no prior agreements, understandings or representations pertaining as to any such matters shall be effective for any purpose. Signatures Below] 24257-00301138907429.1 Page 3 of 5 Instrument Number: 20180702000852 Document:EAS Rec: 5103.0{} Page -4 of -5 Record Date:7121201812:41 PM King County, WA DATED as of the day and year first above written. GRANTOR: SEGALE PROPERTIES LLC, a Washington limited liability company By: Metro Lancs Development, Inc., its Manager GRANTEE: CITY of RENTON, a municipal corporation By: Denis Law, Mayor BY Y'" ATTEST: Mark A. S6 9'41e, ice President 6y: In A. Set ity Clerk Approved as to form: By= Shane Moloney, City Attorney Li r4 /ice SEAL ori rrrr'++ 1Nu•+++ r'•`•+ , TED S 24267-00301138907429.1 Page 4 of 5 Instrument Number: 20180702000852 Document:EAS Rec: 5103.0{} Page -5 of -_5 Record Date:7121201812:41 PM King County, WA EXHIBIT A LEGAL DESCRIPTION A portion of the East °/2 of the NE 'Ia of the NW '/a of Section 16, Township 23 North, Range 5 East, W.M. except the North 330 feet of the East 30 feet; Said portion being a strip of land (30) feet in width being fifteen (15) feet of such width on each side of the following described centerline; Commencing at the NE corner of the above described parcel; Thence southerly along the East line of said parcel 302.5 feet to the True Point of Beginning of the centerline; Thence westerly perpendicular to the East line of said parcel, 120 feet to the terminus of the centerline; All situate in the City of Renton, King County, Washington. 24267-0030/13890742 s.1 Page 5 of .5