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HomeMy WebLinkAboutApollo, Inc - PWRF Embankment Repair Contract Book (#20100) CONTRACT DOCUMENTS Project No. 20100 PWRF EMBANKMENT REPAIR COPY____ CITY OF PASCO NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR This Page Is Intentionally Left Blank. CITY OF PASCO NOVEMBER 2020 i PROJECT NO. 20100 PWRF EMBANKMENT REPAIR TABLE OF CONTENTS PWRF Embankment Repair Project No. 20100 REQUEST FOR PROPOSAL ............................................................................................... RP-1 VICINITY MAP INFORMATION FOR CONTRACTOR: Standard Specifications .................................................................................. IC-1 Explanation of Contract Documents and Work Site ........................................ IC-1 Qualification for Public Works Construction .................................................... IC-1 Submission of Proposal .................................................................................. IC-1 Schedule of Events......................................................................................... IC-1 Award of Contract ........................................................................................... IC-2 Prevailing Wage Requirements ...................................................................... IC-2 PROPOSAL: Bid Proposal ..................................................................................................... P-1 Subcontract Disclosure .................................................................................. SD-1 Prevailing Wage Rate Reference ................................................................ PWR-1 Certificate of Compliance with Wage Payment Statutes ............................. PWR-2 CONTRACT: Contract ......................................................................................................... CO-1 Performance Bond......................................................................................... PB-1 Payment Bond ............................................................................................. PAB-1 AMENDMENTS: City of Pasco Amendments to the Standard Specifications, Division 1 .......... SS-1 SPECIAL PROVISIONS: Division 1 General Requirements Division 2 Existing Conditions Division 31 Earthwork Division 33 Utilities WAGE RATES WA State Prevailing Wage Rates ............................................................... SWR-1 CONSTRUCTION DRAWINGS APPENDIX A: GEOTECHNICAL REPORT CITY OF PASCO NOVEMBER 2020 ii PROJECT NO. 20100 PWRF EMBANKMENT REPAIR THIS PAGE IS INTENTIONALLY LEFT BLANK. CITY OF PASCO NOVEMBER 2020 RP-1 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR REQUEST FOR PROPOSAL PWRF EMBANKMENT REPAIR Project No. 20100 The City of Pasco, Washington is requesting a proposals for the PWRF EMBANKMENT REPAIR project. This project is an emergency repair to mitigate and repair an existing embankment failure and includes furnishing, installing, and compacting 400 tons of structural fill, installing one overflow pipe through the embankment fill, 67 LF of 24-in. diameter ductile iron pipe, and patching 17,425 square yards of pond liner with 60-mil HDPE liner. This request is provided soliciting a proposal from a contractor as an emergency repair project under the provisions of RCW 70.95A.090 for a pollution control facility. This invitation is extended to just one contractor as a result of their familiarity with the project site and successful past working relationship with the City on prior projects. The City has determined this project as essential to the operation of the Process Water Reuse Facility (PWRF) and maintaining agricultural wastewater treatment for existing customers reliant upon the reliable operations of the PWRF. As an emergency repair priority shall be given to executing the contract documents and issuance a notice to proceed at the earliest possible time frame. All work, including leak testing shall be completed on or before January 31, 2021. Contract documents, including plans and specifications, are provided herein for the contractor to prepare their proposal submission. Proposal shall be submitted electronically to the City’s Project Support Specialist, Dustin Wittman, at the following email: wittmand@pasco-wa.gov and shall be accepted up to the hour of 1:00 PM on Thursday November 12, 2020. The award of the contract is contingent upon approval by the Pasco City Council. It is the intent of the City to award the contract to the contractor provided the proposal has been submitted in accordance with the requirements of the Contract documents and does not exceed the funds available. Technical questions regarding the scope of this project should be put in writing up until 72-hours prior to bid opening and directed to Dustin Wittman, Project Support Specialist for City of Pasco, Public Works, 525 N. 3rd Avenue, PO Box 293, Pasco, WA 99301, Email: wittmand@pasco- wa.gov. CITY OF PASCO NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR THIS PAGE IS INTENTIONALLY LEFT BLANK. CITY OF PASCO NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR Vicinity Map PROJECT LOCATION CITY OF PASCO NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR THIS PAGE IS INTENTIONALLY LEFT BLANK. Information for Contractor Standard Specifications ................................................................................................. IC-1 Explanation of Contract Documents and Work Site ....................................................... IC-1 Qualification for Public Works Construction ................................................................... IC-1 Submission of Proposal ................................................................................................. IC-1 Schedule of Events ....................................................................................................... IC-1 Award of Contract .......................................................................................................... IC-2 Prevailing Wage Requirements ...................................................................................... IC-2 CITY OF PASCO NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR This Page Is Intentionally Left Blank. CITY OF PASCO NOVEMBER 2020 IC-1 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR INFORMATION FOR CONTRACTOR STANDARD SPECIFICATIONS The Standard Specifications for the municipal Public Works Construction, as prepared by the Washington Department of Transportation 2020 Standard Specifications for Road, Bridge, and Municipal Construction hereinafter referred to as “Standard Specifications,” hereby references are made a part of this contract as amended by the WSDOT and the APWA general special provisions as indicated and supplemented by the “Special Provisions.” Any reference to the 20XX Standard Specifications for Road, Bridge and Municipal Construction shall read 2020 Standard Specifications for Road, Bridge and Municipal Construction. EXPLANATION OF CONTRACT DOCUMENTS AND WORK SITE The Contractor should carefully examine the Contract Documents and work site to fully acquaint themselves with all the conditions and matters, which can in any way affect the work or the cost thereof. Any explanation regarding the meaning or interpretation of the Contract Documents must be requested in writing, with sufficient allowance of time for receipt of reply before the time of the submission of the proposal. Oral explanations and interpretations made prior to the proposal submittal shall not be binding. QUALIFICATION FOR PUBLIC WORKS CONSTRUCTION The contractor must be qualified in accordance with Pasco Municipal Code Chapter (PMC) 14.15 ‘Qualification for Public Works Construction’. SUBMISSION OF PROPOSAL The City of Pasco (herein called the City and/or Owner) invites the Contractor to submit a proposal, in the proposal forms (Sec. 1-02.13) (bid package) to be provided herein. In an effort to provide proper social distancing to Contractor and City Staff, the proposal must be submitted electronically to the City Project Support Specialist at wittmand@pasco-wa.gov. The proposal forms to be completed for the bid package include:  The Proposal (Sec. 1-02.6)  The Subcontractor Disclosure (Sec. 1-02.6). All blank spaces for bid prices shall be completed either in ink or be type written and shall contain the appropriate amounts in figures (Sec. 1-02.6). A scanned copy of these completed proposal forms shall be sent to the City project Support Specialist. SCHEDULE OF EVENTS The proposal must be received by the city by 1:00 PM on November 12, 2020, via email. Once contractor’s proposal has been reviewed and determined responsive and the City Council has authorized award of the Contract, the City will mail or otherwise transmit to the Contractor the necessary Contract Documents for execution. The Contractor will have a maximum of ten (10) calendar days from the date of award in which to complete and return the Contract Documents along with the Payment Bond, Performance Bond and Certificate of Insurance (Sec. 1-03.3). Once all the contract documents have been returned, a Pre-Construction Conference will be held and the Notice to Proceed will be issued (Sec. 1-08.4). CITY OF PASCO INFORMATION FOR CONTRACTOR NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR This project has been determined to be an emergency repair and priority shall be given to executing the contract documents and issuance a notice to proceed. All work, including leak testing shall be completed on or before January 31, 2021. AWARD OF CONTRACT The award of the contract is contingent upon approval by the Pasco City Council. It is the intent of the City to award a contract provided the proposal has been submitted in accordance with the requirements of the contract documents and does not exceed the funds available. The City reserves the right to (Sec 1-03.1):  Reject any the proposal.  Republish the invitation for proposal PREVAILING WAGE REQUIREMENTS Because this is a Public Works contract, the Contractor and all subcontractors must follow the State’s Prevailing Wage requirements. The Contractor must submit the Intent and Affidavit forms, approved by the Department of Labor and Industries. Intent forms must be filed prior to the start of work, if possible. Affidavits are filed after completion of the work. The City may not make any payments where the Contractor and all subcontractors have not submitted the approved Intent form; nor may not release retainage until the Contractor and all subcontractors have submitted the approved Affidavit forms. Proposal Bid Proposal ..................................................................................................... P-1 Subcontract Disclosure .................................................................................. SD-1 Prevailing Wage Reference ........................................................................ PWR-1 Certificate of Compliance with Wage Payment Statutes ............................. PWR-2 CITY OF PASCO NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR This Page Is Intentionally Left Blank. CITY OF PASCO NOVEMBER 2020 P-1 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR BID PROPOSAL PWRF EMBANKMENT REPAIR Project No. 20100 HONORABLE MAYOR AND CITY COUNCIL City Hall Pasco, Washington 99301 Mayor and Councilmembers: The undersigned declares that he has carefully examined the project site for the Foster Wells Pump Station located at 525 N. 3rd Avenue, Pasco, WA 99301, and its associated Forcemain Improvements to the (PWRF). Base Bid – This project is an emergency repair to mitigate and repair an existing dike failure and includes furnishing, installing, and compacting 400 tons of structural fill, installing one overflow pipe through the dike fill, 67 LF of 24-in. diameter ductile iron pipe, and patching 17,425 square yards of pond liner with 60-mil HDPE liner. In accordance with the terms, provisions, and requirements of the foregoing, the following prices are tendered as an offer to furnish the equipment, materials, appurtenances, and guarantees, where required, and to perform the work in place and in good working order. CITY OF PASCO NOVEMBER 2020 P-2 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR SCHEDULE OF VALUES Unit prices for all items, all extensions, and total amount of bid must be shown. ALL ENTRIES SHALL BE IN INK OR TYPED TO VALIDATE BID. BID SCHEDULE: PWRF EMBANKMENT REPAIR ITEM DESCRIPTION QTY UNIT Unit Price Total Price 1 Mobilization 1 LS 2 Embankment Repairs 1 LS 3 Embankment/Structural Fill Incl. Haul 400 TON 4 Settlement Monitoring Equipment 1 LS 5 12-In. Dia. HDPE DR 11 Pipe 100 LF 6 24-In. Dia. DI Pipe, Cl. 50 67 LF 7 Liner Anchor Wall 677 LF 8 Textured 60 Mil. HDPE Liner 17,425 SY 9 Pipe Penetration Seals 3 EA 10 Electric Leak Detection Surveys 1 LS 11 Site Restoration 1 LS SUBTOTAL $ 8.6% SALES TAX $ TOTAL AMOUNT BID $ CITY OF PASCO NOVEMBER 2020 P-3 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR BID PROPOSAL PWRF Embankment Repair Project No. 20100 The undersigned hereby agrees that the City Engineer for the City of Pasco shall determine the actual amount of quantities and materials to be paid under the Contract for which this Proposal is made and that all material furnished and all work performed shall be strictly in accordance with the plans and specifications. The undersigned agrees that if awarded the contract, he will commence work on the date indicated on the written Notice to Proceed and that all work should be completed within 30 calendar days. The undersigned further agrees to pay as liquidated damages for each consecutive working day thereafter as provided in the current Standard Specification for Road, Bridge, and Municipal Construction Section 1-08.9. The undersigned Bidder hereby certifies that, within the three-year period immediately preceding the bid solicitation date for this Project, 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 (or declare) under penalty of perjury under the laws of the State of Washington that the foregoing is true and correct. Receipt is hereby acknowledged of addendum(s) No.(s) ______, ______, ______, and ______. DATED AT THIS DAY OF , 2020. SIGNED: TITLE: PRINTED NAME: NAME OF COMPANY: ADDRESS: TELEPHONE: STATE CONTRACTOR’S LICENSE NO.: CITY OF PASCO NOVEMBER 2020 SD-1 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR SUBCONTRACT DISCLOSURE All Subcontractors must be qualified in accordance with Pasco Municipal Code 14.15, at the time of bid submittal. Bidder acknowledges that work performed by a non-qualified subcontractor will not be accepted by the City of Pasco. We, the undersigned, intend to employ the following subcontractors, in order to fully perform the work outlined in these specifications, as required by RCW 39.30.060. Further, we acknowledge that qualification of subcontractors must be in place no later than when subcontractors are required to perform any work on the project. We intend to employ the firm(s) of: NAME ADDRESS UBI # List Item Number 1) __________________________________________________________________________ (Electrical) 2) __________________________________________________________________________ (Plumbing) 3) __________________________________________________________________________ (HVAC) 4) __________________________________________________________________________ (Structural Steel Installation) 5) __________________________________________________________________________ (Rebar Installation) 6) __________________________________________________________________________ 7) __________________________________________________________________________ and represent and warrant that the work will be performed by said subcontractors in a good and workmanlike manner and under our direct supervision. We further represent and warrant that the work to be performed by them constitutes approximately percent of the total dollar value of said contract. Description of work to be performed by Prime Contractor: FIRM: NAME: ADDRESS: TELEPHONE: EMAIL: _ CITY OF PASCO NOVEMBER 2020 PWR-1 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR PREVAILING WAGE RATE REFERENCE The State of Washington prevailing wage rates applicable for this public works project, which is located in Franklin County, may be found at the following website address of the Department of Labor & Industries: https://secure.lni.wa.gov/wagelookup/ Based on the bid submittal deadline for this project, the applicable effective date for prevailing wages for this project is September 1, 2020, and subsequent corrections published on September 10, 2020. A copy of the applicable prevailing wage rates are also available for viewing at the office of the Public Works Director, located at 525 North 3rd, Pasco, Washington. Upon request, the City will mail a hard copy of the applicable prevailing wages for this project. Please forward your request in writing to the address above, or by calling (509) 545-3444. CITY OF PASCO NOVEMBER 2020 PWR-2 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CERTIFICATE OF COMPLIANCE WITH WAGE PAYMENT STATUTES The bidder hereby certifies that, within the three-year period immediately preceding the bid solicitation date, November 6, 2020, 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 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. Contract Regulations Contract ......................................................................................................... CO-1 Performance Bond......................................................................................... PB-1 Payment Bond ............................................................................................. PAB-1 CITY OF PASCO NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR This Page Is Intentionally Left Blank. CITY OF PASCO NOVEMBER 2020 CO-5 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CONTRACT PWRF Embankment Repair PROJECT NO. 20100 STATE OF WASHINGTON ) ) ss COUNTY OF FRANKLIN ) This agreement and contract made and entered into in triplicate this ____ day of _________________, 2020, by and between the City of Pasco, a municipal corporation, hereinafter called the City and hereinafter called the Contractor. WITNESSETH: That whereas, the City has caused to be prepared certain plans and specifications for improvements in and for the City of Pasco and the Contractor did on the ______ day of _______________, 2020 file with the Office of the City Clerk of the City of Pasco, Washington, a Proposal to furnish all equipment, labor, materials and appurtenances and to pay for the same, and agreed to accept for and in full consideration of the sums fully stated and set forth in said Proposal as full compensation for the completed work. WHEREAS, the said plans, specifications and proposal fully and accurately described the terms and conditions upon which the contractor proposes to furnish said equipment, labor, tools, materials and appurtenances and perform work, together with the manner and time of furnishing the same. It is therefore agreed, first that a copy of said specifications, plans and proposal, filed as aforesaid on the _____ day of ____________________, 2020 be attached hereto and the same are hereby made the items and conditions of this agreement by and between the City and Contractor in all matters and things therein set forth and described; and further that the City and the Contractor accept and agree to the terms and conditions of said plans, specifications and proposal as filed as completely as if said terms and conditions and plans are herein set out in full. In witness whereof the parties hereto have caused this agreement to be executed the day and year herein above written this day of , 2020. CITY OF PASCO BY: Dave Zabell, City Manager Contractor Signature ATTEST: Debra C. Barham, City Clerk By: Printed Name Approved as to form: City Attorney CITY OF PASCO NOVEMBER 2020 PB-1 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR PERFORMANCE BOND BOND TO THE CITY OF PASCO KNOW ALL MEN BY THESE PRESENTS: That we, the undersigned, as principal, and a corporation organized and existing under the laws of the State of Washington, 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 Pasco in the penal sum of for the payment of which sum on demand we bind ourselves and our successors, heirs, administrators or personal representatives as the case may be. This obligation is entered into a pursuance of the statutes of the State of Washington, and ordinances of the City of Pasco. Dated at , Washington, this day of , 2020. Nevertheless, the conditions of the above obligation are such that: WHEREAS, pursuant to action taken by the City Council of the City on _______________ ____, 2020, the Mayor and City Clerk of the City of Pasco have let or are about to let to the said ___________________________, the above bounden principal, a certain contract, the same contract being numbered 20100 and providing for PWRF Embankment Repair (which contract is referred to herein and is made a part hereof as though attached hereto.) WHEREAS, the said principal has accepted, or is about to accept the said contract, and undertake to perform the work wherein provided for in the manner and within the time set forth. NOW, THEREFORE, if the said ________________________________ shall faithfully perform all of the provisions of said contract in the manner and within the time therein set forth, or within such extensions of the time as may be granted under the contract, and shall pay all laborers, mechanics, subcontractors, and material men, and all persons who shall supply said principal or subcontractors with provisions and supplies for the carrying on of said work, and shall indemnify and hold said City of Pasco harmless from any loss or damage occasioned to any person or property by reason of any carelessness or negligence on the part of said principal, or any subcontractor in the performance of said work, and shall indemnify and hold the City of Pasco harmless from any damage or expense by reason or failure of performance as specified in said contract or from defects appearing or developing in the material or workmanship provided or performed under said contract after its acceptance thereof by the City of Pasco, then and in that event this obligations shall be void; but otherwise it shall be and remain in full force and effect. Approved as to Form: Surety Contractor CITY OF PASCO NOVEMBER 2020 PAB-1 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR PAYMENT BOND TO THE CITY OF PASCO Bond No. _________ The City of Pasco, Washington, City has awarded to (Principal), a contract for the construction of the project designated as PWRF Embankment Repair, Project No. 20100, in Pasco, Washington (Contract), and said Principal is required under the terms of that Contract to furnish a payment bond in accord with Title 39.08 Revised Code of Washington (RCW). The principal, and (Surety), a corporation organized under the laws of the State of and licensed to do business in the State of Washington as surety and named in the current list of “Surety Companies Acceptable in Federal Bonds” as published in the Federal Register by the Audit Staff Bureau of Accounts, U.S. Treasury Dept., are jointly and severally held and firmly bound to the City, in the sum of ______________________________________________ US Dollars, ($ ) Total Contract Amount, subject to the provisions herein. This statutory payment bond shall become null and void, if and when the Principal, its heirs, executors, administrators, successors, or assigns shall pay all persons in accordance with RCW Titles 39.08, and 39.12 including all workers, laborers, mechanics, subcontractors, and material suppliers for the carrying on of such work, and all taxes incurred on said Contract under Title 50 and 51 RCW an all taxes imposed on the Principal under Title 82 RCW; and if such payment obligations have not been fulfilled, this bond shall remain in full force and effect. The Surety for value received agrees that no change, extension of time, alteration or addition to the terms of the Contract, the specifications accompanying the Contract, or to the work to be performed under the Contract shall in any way affect its obligation on this bond, except as provided herein, and waives notice of any change, extension of time, alteration or addition to the terms of the Contract or the work performed. The Surety 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 bond and notice to Surety is not required for such increased obligation. This bond may be executed in two (2) original counterparts and shall be signed by the parties’ duly authorized officers. This bond will only be accepted if it is accompanied by a fully executed and original power of attorney for the officer executing on behalf of the surety. PRINCIPAL SURETY Principal Signature Date Surety Signature Date Printed Name Printed Name Title Title Name, address, and telephone of local office/agent of Surety Company is: Approved as to form: Signature Title Date CITY OF PASCO NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR This Page Is Intentionally Left Blank. Amendments City of Pasco Amendment to the Standard Specifications, Division 1 ............ SS-1 CITY OF PASCO NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR This Page Is Intentionally Left Blank. CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS July 1, 2015 Pasco Municipal Code 14.08.010 The Standard Specifications for Road, Bridge, and Municipal Construction published by Washington State Department of Transportation shall govern all construction, modification, extension or improvement affecting directly or indirectly any City utility or street infrastructure elements. Said improvements include, but are not limited to, streets, sidewalks, structures, sewer lines, water lines, storm drainage lines, irrigation lines, or appurtenances thereto, either by public contract or by private development, within the City. The Standard Specifications are adopted as modified by the City of Pasco Amendments to the Standard Specifications and the City of Pasco Standard Drawings, approved and signed by the City Engineer, except as may be directed by the City Engineer. The City Clerk shall keep three copies of the Standard Specifications and Amendments on file at all times as required by state law. (Ord. 3969, 2010; Ord. 1367 Sec. 1, 1969.) The Standard Specifications for Municipal Public Works Construction, as prepared by the Washington State Department of Transportation 2018 Standard Specifications for Road, Bridge, and Municipal Construction hereinafter referred to as “Standard Specifications,” hereby referenced, are made a part of said specifications as amended before January 1, 2020, by the Washington State Department of Transportation , the City of Pasco Standard Amendments, and the APWA general special provisions as indicated and supplemented by the “Special Provisions.” Copies of the Standard Specifications are available for review and inspection at the office of the Engineer. Copies of the Standard Specifications may be purchased from: Washington State Department of Transportation (WSDOT) Engineering Publications Post Office Box 47408 Olympia, WA. 98504-7408 Copies of the City of Pasco Standard Amendments may be acquired at: http://pasco-wa.gov/index.aspx?NID=409 AMENDMENTS: Introduction: The following Amendments to the Standard Specifications supersede any conflicting provisions of the Standard Specification. For informational purposes, the date following each Amendment title indicates the implementation date of the Amendment or the latest date of revision. Each Amendment contains all current revisions to the applicable section of the Standard Specifications and may include references which do not apply to any particular project. SS - 1NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS DIVISION 1 Modifications and Clarifications to the General Requirements of the Standard Specification: 1-01 DEFINITIONS AND TERMS 1-01.3 Definitions (October 3, 2014 COP GSP) Supplement Section 1-01.3 with the following: City City shall mean City of Pasco, Washington Contracting Agency Contracting agency shall mean City of Pasco, Washington Engineer/ Project Engineer The City Engineer, acting directly or through his authorized representative. (March 8, 2013 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. SS - 2NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS DIVISION 1 Physical Completion Date The day all of the Work is physically completed on the project. All documentation required by the Contract and required by law does not necessarily need to be furnished by the Contractor by this date. Completion Date The day all the Work specified in the Contract is completed and all the obligations of the Contractor under the contract are fulfilled by the Contractor. All documentation required by the Contract and required by law must be furnished by the Contractor before establishment of this date. Final Acceptance Date The date on which the Contracting Agency accepts the Work as complete. Supplement this Section with the following: All references in the Standard Specifications, Amendments, or WSDOT General Special Provisions, to the terms “State”, “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 “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 final payment form established by the Contracting Agency. The venue of all causes of action arising from the advertisement, award, execution, and performance of the contract shall be in the Superior Court of the County where the Contracting Agency’s headquarters are located. 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. SS - 3NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS DIVISION 1 Contract Bond The definition in the Standard Specifications for “Contract Bond” applies to whatever bond form(s) are required by the Contract Documents, which may be a combination of a Payment Bond and a Performance Bond. Contract Documents See definition for “Contract”. Contract Time The period of time established by the terms and conditions of the Contract within which the Work must be physically completed. Notice of Award The written notice from the Contracting Agency to the successful Bidder signifying the Contracting Agency’s acceptance of the Bid Proposal. Notice to Proceed The written notice from the Contracting Agency or Engineer to the Contractor authorizing and directing the Contractor to proceed with the Work and establishing the date on which the Contract time begins. 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 (August 1, 2002 COP GSP) Supplement Section 1-02.1 with the following: Bidders and Sub-contractors shall be pre-qualified in accordance with Pasco Municipal Code 14.10 ‘Qualification for Public Works Construction’ 1-02.2 Plans and Specifications (November 4, 1997 COP GSP) Delete Section 1-02.2 and replace it with the following: For projects issued by the City of Pasco, copies of plans and specifications (bidding documents) will be on file in the office of the Engineer and may be obtained, at the City, at the cost defined in the Invitation for Bid. After award of the contract, five (5) sets of plans and specifications will be issued without charge. SS - 4NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS DIVISION 1 1-02.5 Proposal Forms (June 27, 2011 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 D/M/WBE commitment, if applicable; a State of Washington Contractor’s Registration Number; and a Business License Number, if applicable. Bids shall be completed by typing or shall be printed in ink by hand, preferably in black ink. The required certifications are included as part of the Proposal Form. The Contracting Agency reserves the right to arrange the proposal forms with alternates and additives, if such be to the advantage of the Contracting Agency. The bidder shall bid on all alternates and additives set forth in the Proposal Form unless otherwise specified. 1-02.6 Preparation of the Bid Proposal (June 27, 2011 APWA 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 paragraph, and replace it with the following: The Bidder shall make no stipulation on the Bid Form, nor qualify the bid in any manner. A bid by a corporation shall be executed in the corporate name, by the president or a vice president (or other corporate officer accompanied by evidence of authority to sign). A bid by a partnership shall be executed in the partnership name, and signed by a partner. A copy of the partnership agreement shall be submitted with the Bid Form if any D/M/WBE requirements are to be satisfied through such an agreement. A bid by a joint venture shall be executed in the joint venture name and signed by a member of the joint venture. A copy of the joint venture agreement shall be submitted with the Bid Form if any D/W/MBE requirements are to be satisfied through such an agreement. CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS SS - 5NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR (May 1, 2012 COP GSP) Revise the fifth paragraph, numbered item 1. to read: The Bidder shall list all Subcontractors who will perform work on the Subcontract Disclosure Form. 1-02.8 Noncollusion Declaration (November 4, 1997 COP GSP) Supplement Section 1-02.8 with the following: A Non-collusion Declaration (Certificate) is required. 1-02.9 Delivery of Proposal (October 1, 2005 APWA GSP) Supplement Section 1-02.9 with the following: Bid bonds shall be submitted on the form supplied by the Contracting Agency. 1-02.14 Disqualifications of Bidders (November 4, 1997 COP GSP) Supplement Section 1-02.14 with the following: 11. The Bidder’s Statement of Qualifications is found to be in error, questionable, or not in the best interest of the City. 1-02.15 Pre Award Information (October 1, 2005 APWA GSP) Revise Section 1-02.15 to read: Before awarding any contract, the Contracting Agency may require one or more of these: 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, CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS SS - 6NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR 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 Bid (January 23, 2006 APWA GSP) Revise the first paragraph of Section 1-03.1 to read: After opening and reading proposals, the Contracting Agency will check them for correctness of extensions of the prices per unit and the total price. If a discrepancy exists between the price per unit and the extended amount of any bid item, the price per unit will control. If a minimum bid amount has been established for any item and the bidder’s unit or lump sum price is less than the minimum specified amount, the Contracting Agency will unilaterally revise the unit or lump sum price, to the minimum specified amount and recalculate the extension. The total of extensions, corrected where necessary, including sales taxes where applicable and such additives and/or alternates as selected by the Contracting Agency, will be used by the Contracting Agency for award purposes and to fix the Awarded Contract Price amount and the amount of the contract bond. 1-03.2 Award of Contract (January 1, 2010 COP GSP) Revise Section 1-03.2 to read: Normally, Contract Award or Bid rejection will occur within 60 calendar days after Bid opening. If the lowest responsible Bidder and the Contracting Agency agree, this deadline may be extended. If they cannot agree on an extension by the 60-calendar day deadline, the Contracting Agency reserves the right to Award the Contract to the next lowest responsible Bidder or reject all Bids. The Contracting Agency will notify the successful Bidder of the Contract Award in writing. 1-03.3 Execution of Contract (January 1, 2010 COP GSP) Revise Section 1-03.3 to read: Within 10-calendar days after the Award date, the successful Bidder shall return the signed Contracting Agency-prepared Contract, an insurance certification as required by Section 1-07.18, and a satisfactory bond as required by law and Section 1-03.4. Before CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS SS - 7NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR execution of the Contract by the Contracting Agency, the successful Bidder shall provide any pre-Award information the Contracting Agency may require under Section 1-02.15. Until the Contracting Agency executes a Contract, no Proposal shall bind the Contracting Agency nor shall any Work begin within the project limits or within Contracting Agency- furnished sites. The Contractor shall bear all risks for any Work begun outside such areas and for any materials ordered before the Contract is executed by the Contracting Agency. If the Bidder experiences circumstances beyond their control that prevents return of the Contract documents within 10-calendar days after the Award date, the Contracting Agency may grant up to a maximum of 10 additional calendar days for return of the documents, provided the Contracting Agency deems the circumstances warrant it. 1-03.4 Contract Bond (October 1, 2005 APWA GSP) Revise the first paragraph of Section 1-03.4 to read: The successful bidder shall provide an executed contract bond for the full contract amount. This contract bond shall: 1. Be on a Contracting Agency-furnished form; 2. Be signed by an approved surety (or sureties) that: a. Is registered with the Washington State Insurance Commissioner, and b. Appears on the current Authorized Insurance List in the State of Washington published by the Office of the Insurance Commissioner, 3. Be conditioned upon the faithful performance of the contract by the Contractor within the prescribed time; 4. Guarantee that the surety shall indemnify, defend, and protect the Contracting Agency against any claim of direct or indirect loss resulting from the failure: a. Of the Contractor (or any of the employees, subcontractors, or lower tier subcontractors of the Contractor) to faithfully perform the contract, or b. Of the Contractor (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; 5. Be accompanied by a power of attorney for the Surety’s officer empowered to sign the bond; and 6. Be signed by an officer of the Contractor empowered to sign official statements (sole proprietor or partner). If the Contractor is a corporation, the bond must be signed by the president or vice-president, unless accompanied by written proof of the authority of the individual signing the bond to bind the corporation (i.e., corporate resolution, power of attorney or a letter to such effect by the president or vice-president). CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS SS - 8NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR 1-04 SCOPE OF WORK 1-04.2 Coordination of Contract Documents, Plans, Special Provisions, Specifications, and Addenda (October 3, 2014 COP GSP) Revise the second paragraph of Section 1-04.2 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. Approved Construction Plans, 5. City of Pasco Amendments to the Standard Specifications, 6. Amendments to the Standard Specifications, 7. Standard Specifications, 8. Contracting Agency’s Standard Plans or Details (if any), and 9. WSDOT Standard Plans for Road, Bridge, and Municipal Construction. 1-04.7 Differing Site Conditions (Changed Conditions) (January 1, 2010 COP GSP) Supplement Section 1-04.7 with the following: The Contractor may perform test pits to investigate subsurface conditions during the bidding phase with approval from the Engineer. 1-05 CONTROL OF WORK 1-05.4 Conformity with Plans, Stakes, Deviation (January 1, 2012 COP GSP) Supplement Section 1-05.4 with the following: The Contractor shall provide a surveyor, licensed to practice in the State of Washington, for all project surveying. The Engineer will provide any survey control and benchmarks used in the creation of the construction drawings. Unless otherwise provided for in the bid proposal, all costs for project surveying shall be included in the cost of other bid items. The stationing marked in the field for construction staking shall match the stationing on the construction drawings. CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS SS - 9NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR “Blue Top” stakes shall be provided for subgrade and top course, on the roadway center line, at a minimum of 50-foot stations on tangent sections and 25-foot stations on horizontal curves, vertical curves, and through intersections. “Blue Top” stakes shall also be provided at the quarter crowns, matching the centerline spacing, for all cross sections 40 feet and wider. When concrete curb and gutter exists or is installed with the project, “Blue Top” stake elevations shall be referenced to the curb elevations and may vary slightly from the construction drawings to achieve the required crushed surfacing thicknesses and roadway cross slopes. The Engineer reserves the right to check or have checked all project surveying. If the surveying is determined to be incorrect, the Contractor shall bear all costs associated with checking the surveying. If the grades are found to be correct, the Contractor will be compensated for costs and lost time in accordance with Section 1-04.4. 1-05.6 Inspections of Work and Materials (January 1, 2010 COP GSP) Supplement Section 1-05.6 with the following: The Engineer or his representative may not be on the job site full-time. The Contractor shall follow the approved construction plans and specifications, schedule, and request inspections and testing at the appropriate times as required herein. The Engineer will make an effort to provide inspections on short notice, but if unable to, the requirements for proper notice shall apply. The project schedule prepared by the Contractor and approved by the Engineer shall also be used as a guide for the Contractor to schedule inspections. The Contractor shall provide 48 hours of response time to a request for inspections and 48 hours for testing, but in no case shall there be more than 72 hours notice. The request shall state the date and approximate time the inspection or test is requested. If the Contractor has requested two (2) inspections or tests and is not prepared for said inspection or test, the Contractor shall pay the costs for any additional improperly scheduled requests. At the beginning of the project, or each applicable construction activity, the Contractor shall meet with the Engineer and establish a minimum 100 feet of product, in the field, which meets the specifications. This work includes: survey staking and control, pavement cuts, utility trenches, trench bedding, pipe installation, backfill, patches, curb and gutter alignment, grade and finish, sidewalk finish, paving finish, and any other activities determined by the Engineer to be important to the project. No major amount of work shall proceed until this is established. This does not waive the Contractor’s requirements in the specifications for quality control or materials used. Inspections and testing are mandatory for acceptance of backfilling any utility trenches; placing base course and top course for streets; paving: placing sidewalks, curbs and gutters, sewer and water line installation. CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS SS - 10NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR 1-05.7 Removal of Defective and Unauthorized Work (October 1, 2005 APWA GSP) Supplement Section 1-05.7 with the following: If the Contractor fails to remedy defective or unauthorized work within the time specified in a written notice from the Engineer, or fails to perform any part of the work required by the Contract Documents, the Engineer may correct and remedy such work as may be identified in the written notice, with Contracting Agency forces or by such other means as the Contracting Agency may deem necessary. If the Contractor fails to comply with a written order to remedy what the Engineer determines to be an emergency situation, the Engineer may have the defective and unauthorized work corrected immediately, 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. (January 1, 2012 COP GSP) Supplement Section 1-05.7 with the following: For new roadway/street construction and overlay projects, HMA work rejected shall require the replacement of the entire road or street width from block to block or as approved in writing from the Engineer. For trench patching, HMA work rejected shall require the replacement of the entire patch width from block to block or as approved in writing from the Engineer. SS - 11NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS DIVISION 1 1-05.11 Final Inspection Delete Section 1-05.11 and replace it with the following: 1-05.11 Final Inspections and Operational Testing 1-05.11(1) Substantial Completion Date (January 1, 2012 COP GSP) The Contracting Agency has the right to use any and/or all work prior to Substantial Completion. Utility castings shall be raised to final grade and final patching shall be completed prior to issuance of Substantial Completion. When the Contractor considers the work substantially complete, the Contractor shall notify the Engineer in writing, requesting the Engineer establish the Substantial Completion Date. The Contractor’s request shall list the specific items of work to be completed in order to reach physical completion. Upon receipt of the Contractor’s request, the Engineer will schedule an inspection of the work. The Engineer may also establish the Substantial Completion Date unilaterally. After this inspection, the Engineer will notify the Contractor in writing concurring in or denying Substantial Completion. Upon receipt, the Contractor shall provide the Engineer with a revised schedule and pursue without unauthorized delay the work necessary to reach substantial completion. The process shall be repeated until the Engineer establishes the Substantial Completion Date. Once the substantial completion date has been established, the Contractor shall work without delay to reach physical completion. Any defective work found after Substantial Completion and prior to Final Acceptance shall be considered contract work. 1-05.11(2) Final Inspection and Physical Completion Date (October 1, 2005 APWA GSP) 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. SS - 12NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS DIVISION 1 This process will continue until the Engineer is satisfied the listed deficiencies have been corrected. If action to correct the listed deficiencies is not initiated within 7 days after receipt of the written notice listing the deficiencies, the Engineer may, upon written notice to the Contractor, take whatever steps are necessary to correct those deficiencies pursuant to WSDOT 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, 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 (October 1, 2005 APWA GSP) 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 (January 1, 2010 COP GSP) Revise the third sentence of the first paragraph of Section 1-05.12 to read: SS - 13NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS DIVISION 1 The City Council accepts the completed Contract and the items of Work shown in the final estimate by signature of the Final Contract Voucher Certification. (January 1, 2012 COP GSP) Supplement Section 1-05.12 with: The City shall issue a statement of Final Acceptance at project completion. Work performed by City forces, when a contractor fails to conform to the requirements of 1- 05.11, in which reimbursement to the City has not been made, will be withheld from the final payment. A 60-day appeal period will begin the day after final acceptance. The retainage shall be released after the appeal period and in accordance with Washington State R.C.W.’s. (See 1-09.9(1) Retainage) Add the following new section: 1-05.12(1) One-Year Guarantee Period (March 8, 2013 APWA GSP) The Contractor shall return to the project and repair or replace all defects in workmanship and material discovered within one year after Final Acceptance of the Work. The Contractor shall start work to remedy any such defects within 7 calendar days of receiving Contracting Agency’s written notice of a defect, and shall complete such work within the time stated in the Contracting Agency’s notice. In case of an emergency, where damage may result from delay or where loss of services may result, such corrections may be made by the Contracting Agency’s own forces or another contractor, in which case the cost of corrections shall be paid by the Contractor. In the event the Contractor does not accomplish corrections within the time specified, the work will be otherwise accomplished and the cost of same shall be paid by the Contractor. When corrections of defects are made, the Contractor shall then be responsible for correcting all defects in workmanship and materials in the corrected work for one year after acceptance of the corrections by Contracting Agency. This guarantee is supplemental to and does not limit or affect the requirements that the Contractor’s work comply with the requirements of the Contract or any other legal rights or remedies of the Contracting Agency. 1-05.13 Superintendents, Labor and Equipment of Contractor (August 14, 2013 APWA GSP) Delete the sixth and seventh paragraphs of this section. SS - 14NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS DIVISION 1 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. (October 3, 2014 COP GSP) Supplement with the following: If City water is used for any work related to this project, a Fire Hydrant Meter and Gate Valve will need to be obtained from the City of Pasco to be used specifically for this project. The Contractor shall be charged an $800 return deposit plus a $50 non- refundable handling and processing fee for the meter and valve. The City will charge the Contractor for any water used in the construction of the project. Any water used for this project shall be considered incidental to construction and will be paid per Standard Specification 2-07.5. The Contractor shall not operate the hydrant as a gate valve, nor shall the Contractor be allowed to operate any other City owned valve. The Contractor shall provide the necessary back flow prevention device when connecting to the water service. The Fire Hydrant Meter requirements and the Fire Hydrant Meter Application are available at the Customer Service Window and the Engineering Department. Add the following new section: 1-05.17 Oral Agreements (October 1, 2005 AWPA 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. 1-06 CONTROL OF MATERIAL 1-06.2(1) Samples and Tests for Acceptance (January 1, 2012 COP GSP) Supplement Section 1-06.2(1) with the following: SS - 15NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS DIVISION 1 The Engineer may designate a third party testing agency to perform sampling and testing. The Engineer shall be notified 48-hours in advance of all testing. If work is rejected due to test failure, the Contractor shall remove and replace the rejected work. If the work fails testing again, all costs for further testing shall be borne by the Contractor. The costs for samples and testing shall be borne by the owner for all projects that are not City-constructed projects. 1-06.2(2) Statistical Evaluations of Materials for Acceptance (November 4, 1997 COP GSP) Delete Section 1-06.2(2) 1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC 1-07.1 Laws to be Observed (October 1, 2005 APWA GSP) Supplement Section 1-07.1 with the following: In cases of conflict between different safety regulations, the more stringent regulation shall apply. The Washington State Department of Labor and Industries shall be the sole and paramount administrative agency responsible for the administration of the provisions of the Washington Industrial Safety and Health Act of 1973 (WISHA). The Contractor shall maintain at the project site office, or other well known place at the project site, all articles necessary for providing first aid to the injured. The Contractor shall establish, publish, and make known to all employees, procedures for ensuring immediate removal to a hospital, or doctor’s care, persons, including employees, who may have been injured on the project site. Employees should not 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. SS - 16NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS DIVISION 1 1-07.2 State Taxes Delete this section, including its sub-sections, in its entirety and replace it with the following: 1-07.2 State Sales Tax (June 27, 2011 APWA GSP) The Washington State Department of Revenue has issued special rules on the State sales tax. Sections 1-07.2(1) through 1-07.2(3) are meant to clarify those rules. The Contractor should contact the Washington State Department of Revenue for answers to questions in this area. The Contracting Agency will not adjust its payment if the Contractor bases a bid on a misunderstood tax liability. The Contractor shall include all Contractor-paid taxes in the unit bid prices or other contract amounts. In some cases, however, state retail sales tax will not be included. Section 1-07.2(2) describes this exception. The Contracting Agency will pay the retained percentage (or release the Contract Bond if a FHWA-funded Project) only if the Contractor has obtained from the Washington State Department of Revenue a certificate showing that all contract-related taxes have been paid (RCW 60.28.051). The Contracting Agency may deduct from its payments to the Contractor any amount the Contractor may owe the Washington State Department of Revenue, whether the amount owed relates to this contract or not. Any amount so deducted will be paid into the proper State fund. 1-07.2(1) State Sales Tax — Rule 171 WAC 458-20-171, and its related rules, apply to building, repairing, or improving streets, roads, etc., which are owned by a municipal corporation, or political subdivision of the state, or by the United States, and which are used primarily for foot or vehicular traffic. This includes storm or combined sewer systems within and included as a part of the street or road drainage system and power lines when such are part of the roadway lighting system. For work performed in such cases, the Contractor shall include Washington State Retail Sales Taxes in the various unit bid item prices, or other contract amounts, including those that the Contractor pays on 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 SS - 17NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS DIVISION 1 conduits or lines in or above streets or roads, unless such power lines become a part of a street or road lighting system; and installing or attaching of any article of tangible personal property in or to real property, whether or not such personal property becomes a part of the realty by virtue of installation. For work performed in such cases, the Contractor shall collect from the Contracting Agency, retail sales tax on the full contract price. The Contracting Agency will automatically add this sales tax to each payment to the Contractor. For this reason, the Contractor shall not include the retail sales tax in the unit bid item prices, or in any other contract amount subject to Rule 170, with the following exception. Exception: The Contracting Agency will not add in sales tax for a payment the Contractor or a subcontractor makes on the purchase or rental of tools, machinery, equipment, or consumable supplies not integrated into the project. Such sales taxes shall be included in the unit bid item prices or in any other contract amount. 1-07.2(3) Services The Contractor shall not collect retail sales tax from the Contracting Agency on any contract wholly for professional or other services (as defined in Washington State Department of Revenue Rules 138 and 244). 1-07.5 Environmental Regulations 1-07.5(1) General (January 1, 2012 COP GSP) Supplement Section 1-07.5(1) with the following: 4. Dumping of material removed from catch basins and other storm drain structures into the right of way, sanitary sewer or storm drain system is prohibited. Contractor’s caught disposing of materials in this manner will be assessed damages and may have their prequalification status revoked. 1-07.9 Wages 1-07.9(1) General (November 11, 1997 COP GSP) Supplement the eighth paragraph of Section 1-07.9(1) with the following: The Contractor shall pay all required fees established in WAC 296-127-045 and consider said fees incidental to the project. SS - 18NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS DIVISION 1 1-07.17 Utilities and Similar Facilities (January 1, 2012 COP GSP) Supplement Section 1-07.17 with the following: Only City personnel shall operate water system valves. Where the location of the work is in proximity to overhead wires and power lines, the Contractor shall coordinate all work with the utility and shall provide for such measures as may be necessary for the protection of workmen. Locations and dimensions shown in the Plans for existing facilities are in accordance with available information obtained without uncovering, measuring, or other verification. In addition to the requirements of RCW 19.122, the Contractor shall use surface features and other evidence in determining the approximate utility location prior to excavation. The Contractor shall hand dig to expose known utilities. 1-07.18 Public Liability and Property Damage Insurance Delete this section in its entirety, and replace it with the following: 1-07.18 Insurance (January 24, 2011 APWA GSP) 1-07.18(1) General Requirements A. The Contractor shall obtain the insurance described in this section from insurers approved by the State Insurance Commissioner pursuant to RCW Title 48. The insurance must be provided by an insurer with a rating of A-: VII or higher in the A.M. Best’s Key Rating Guide, which is licensed to do business in the state of Washington (or issued as a surplus line by a Washington Surplus lines broker). The Contracting Agency reserves the right to approve or reject the insurance provided, based on the insurer (including financial condition), terms and coverage, the Certificate of Insurance, and/or endorsements. B. The Contractor shall keep this insurance in force during the term of the contract and for thirty (30) days after the Physical Completion date, unless otherwise indicated (see C. 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 Final Completion 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 SS - 19NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS DIVISION 1 (“tail”) or execute another form of guarantee acceptable to the Contracting Agency to assure financial responsibility for liability for services performed. D. The insurance policies shall contain a “cross liability” provision. E. The Contractor’s and all subcontractors’ insurance coverage shall be primary andnon-contributory insurance as respects the Contracting Agency’s insurance, self-insurance, or insurance pool coverage. F. All insurance policies and Certificates of Insurance shall include a requirement providing for a minimum of 30 days prior written notice to the Contracting Agency of any cancellation in any insurance policy. G. Upon request, the Contractor shall forward to the Contracting Agency a full and certified copy of the insurance policy(s). H. The Contractor shall not begin work under the contract until the required insurance has been obtained and approved by the Contracting Agency. I. 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. J. 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 Professional Liability and Workers Compensation, shall name the following listed entities as additional insured(s): ƒthe Contracting Agency and its officers, elected officials, employees, agents, and volunteers The above-listed entities shall be additional insured(s) for the full available limits of liability maintained by the Contractor, whether primary, excess, contingent or otherwise, irrespective of whether such limits maintained by the Contractor are greater than those required by this Contract, and irrespective of whether the Certificate of Insurance provided by the Contractor pursuant to 1-07.18(3) describes limits lower than those maintained by the Contractor. SS - 20NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS DIVISION 1 1-07.18(3) Subcontractors Contractor shall ensure that each subcontractor of every tier obtains and maintains at a minimum the insurance coverages listed in 1-07.18(5)A and 1-07.18(5)B. Upon request of the Contracting Agency, the Contractor shall provide evidence of such insurance. 1-07.18(4) Evidence of Insurance 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. The certificate and endorsements must conform to the following requirements: 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. A statement of additional insured status on an ACORD Certificate of Insurance shall not satisfy this requirement. 3. Any other amendatory endorsements to show the coverage required herein. 1-07.18(5) Coverages and Limits The insurance shall provide the minimum coverages and limits set forth below. Providing coverage in these stated minimum limits shall not be construed to relieve the Contractor from liability in excess of such limits. 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 shall be the responsibility of the Contractor. 1-07.18(5)A Commercial General Liability A policy of Commercial General Liability Insurance, including: Per project aggregate Premises/Operations Liability Products/Completed Operations – for a period of one year following final acceptance of the work. Personal/Advertising Injury Contractual Liability Independent Contractors Liability Stop Gap / Employers’ Liability Explosion, Collapse, or Underground Property Damage (XCU) Blasting (only required when the Contractor’s work under this Contract includes exposures to which this specified coverage responds) SS - 21NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS DIVISION 1 Such policy must provide the following minimum limits: $1,000,000 Each Occurrence $2,000,000 General Aggregate $1,000,000 Products & Completed Operations Aggregate $1,000,000 Personal & Advertising Injury, each offence Stop Gap / Employers’ Liability $1,000,000 Each Accident $1,000,000 Disease - Policy Limit $1,000,000 Disease - Each Employee 1-07.18(5)B Automobile Liability Automobile Liability for owned, non-owned, hired, and leased vehicles, with an MCS 90 endorsement and a CA 9948 endorsement attached if “pollutants” are to be transported. Such policy(ies) must provide the following minimum limit: $1,000,000 combined single limit 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. 1-07.23 (1) Construction Under Traffic (January 1, 2010 COP GSP) Delete the second paragraph of Section 1-07.23(1) in its entirety, and replace it with the following: To disrupt traffic as little as possible, the Contractor shall permit traffic to pass through the Work with the least possible inconvenience or delay. The Contractor shall maintain existing roads, streets, sidewalks, and paths within the project limits, keeping them open and in good, clean, safe condition at all times. Deficiencies caused by the Contractor’s operations shall be repaired at the Contractor’s expense. The Contractor shall also maintain roads, streets, sidewalks, and paths adjacent to the project limits when affected by the Contractor’s operations. The Contractor shall perform the following: 1-07.24 Rights of Way (October 1, 2005 APWA GSP) Delete Section 1-07.24 in its entirety, 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. SS - 22NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS DIVISION 1 Generally, the Contracting Agency will have obtained, prior to bid opening, all rights of way and easements, both permanent and temporary, necessary for carrying out the work. Exceptions to this are noted in the Bid Documents or will be brought to the Contractor’s attention by a duly issued Addendum. Whenever any of the work is accomplished on or through property other than public right of way, the Contractor shall meet and fulfill all covenants and stipulations of any easement agreement obtained by the Contracting Agency from the owner of the private property. Copies of the easement agreements may be included in the Contract Provisions or made available to the Contractor as soon as practical after they have been obtained by the Engineer. Whenever easements or rights of entry have not been acquired prior to advertising, these areas are so noted in the Plans. The Contractor shall not proceed with any portion of the work in areas where right of way, easements or rights of entry have not been acquired until the Engineer certifies to the Contractor that the right of way or easement is available or that the right of entry has been received. If the Contractor is delayed due to acts of omission on the part of the Contracting Agency in obtaining easements, rights of entry or right of way, the Contractor will be entitled to an extension of time. The Contractor agrees that such delay shall not be a breach of contract. Each property owner shall be given 48 hours notice prior to entry by the Contractor. This includes entry onto easements and private property where private improvements must be adjusted. The Contractor shall be responsible for providing, without expense or liability to the Contracting Agency, any additional land and access thereto that the Contractor may desire for temporary construction facilities, storage of materials, or other Contractor needs. However, before using any private property, whether adjoining the work or not, the Contractor shall file with the Engineer a written permission of the private property owner, and, upon vacating the premises, a written release from the property owner of each property disturbed or otherwise interfered with by reasons of construction pursued under this contract. The statement shall be signed by the private property owner, or proper authority acting for the owner of the private property affected, stating that permission has been granted to use the property and all necessary permits have been obtained or, in the case of a release, that the restoration of the property has been satisfactorily accomplished. The statement shall include the parcel number, address, and date of signature. Written releases must be filed with the Engineer before the Completion Date will be established. 1-08 PROSECUTION AND PROGRESS Add the following new section: SS - 23NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS DIVISION 1 1-08.0 Preliminary Matters (May 25, 2006 APWA GSP) Add the following new section: 1-08.0(1) Preconstruction Conference (October 10, 2008 APWA GSP) Prior to the Contractor beginning the work, a preconstruction conference will be held between the Contractor, the Engineer and such other interested parties as may be invited. The purpose of the preconstruction conference will be: 1. To review the initial progress schedule; 2. To establish a working understanding among the various parties associated or affected by the work; 3. To establish and review procedures for progress payment, notifications, approvals, submittals, etc.; 4. To establish normal working hours for the work; 5. To review safety standards and traffic control; and 6. To discuss such other related items as may be pertinent to the work. The Contractor shall prepare and submit at the preconstruction conference the following: 1. A breakdown of all lump sum items; 2. A preliminary schedule of working drawing submittals; and 3. A list of material sources for approval if applicable. Add the following new section: 1-08.0(2) Hours of Work (December 8, 2014 APWA GSP) 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 between 7:00 a.m. and 6:00 p.m. 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 48 hours prior to the day(s) the Contractor is requesting to change the hours. SS - 24NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS DIVISION 1 If the Contracting Agency approves such a deviation, such approval may be subject to certain other conditions, which will be detailed in writing. For example: 1. On non-Federal aid projects, requiring the Contractor to reimburse the Contracting Agency for the costs in excess of straight-time costs for Contracting Agency representatives who worked during such times. (The Engineer may require designated representatives to be present during the work. Representatives who may be deemed necessary by the Engineer include, but are not limited to: survey crews; personnel from the Contracting Agency’s material testing lab; inspectors; and other Contracting Agency employees or third party consultants when, in the opinion of the Engineer, such work necessitates their presence.) 2. Considering the work performed on Saturdays, Sundays, and holidays as working days with regard to the contract time. 3. Considering multiple work shifts as multiple working days with respect to contract time even though the multiple shifts occur in a single 24-hour period. 4. If a 4-10 work schedule is requested and approved the non-working day for the week will be charged as a working day. 5. If Davis Bacon wage rates apply to this Contract, all requirements must be met and recorded properly on certified payroll. Add the following new section: 1-08.0(3) Reimbursement for Overtime Work of Contracting Agency Employees (May 25, 2006 APWA GSP) Where the Contractor elects to work on a Saturday, Sunday, or 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. In such case, the Contracting Agency may deduct from amounts due or to become due to the Contractor for the costs in excess of the straight-time costs for employees 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 to the Contractor. 1-08.4 Prosecution of Work Delete this section in its entirety, and replace it with the following: SS - 25NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS DIVISION 1 1-08.4 Notice to Proceed and Prosecution of Work (June 27, 2011 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. (January 1, 2010 COP GSP) Supplement Section 1-08.4 with the following: The Notice to Proceed shall specify the first day of the contract. 1-08.5 Time for Completion (January 1, 2012 COP GSP) Revise the third paragraph of Section 1-08.5 to read: Contract time shall begin on the day indicated in the written notice to proceed. The contractor must obtain written authorization from the engineer to start work on the project at an earlier date. If permission is granted, then Contract time shall begin on the first working day when onsite Work begins. The Contract Provisions may specify another starting date for Contract time, in which case, time will begin on the starting date specified. (January 1, 2012 COP GSP) Revise the fifth paragraph of Section 1-08.5 to read: The Engineer will give the Contractor written notice of the Physical Completion Date for all Work the Contract requires. That date shall constitute the Physical Completion Date of SS - 26NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS DIVISION 1 the Contract, but shall not imply the City Council’s acceptance of the Work or the Contract. 1-09.6 Force Account (October 10, 2008 APWA GSP) Supplement Section 1-09.6 with the following: The Contracting Agency has estimated and included in the Proposal, dollar amounts for all items to be paid per force account, only to provide a common proposal for Bidders. All such dollar amounts are to become a part of Contractor's total bid. However, the Contracting Agency does not warrant expressly or by implication that the actual amount of work will correspond with those estimates. Payment will be made on the basis of the amount of work actually authorized by Engineer. 1-09.9 Payments (March 13, 2012 APWA GSP) Delete the first four paragraphs and replace them with the following: The basis of payment will be the actual quantities of Work performed according to the Contract and as specified for payment. The Contractor shall submit a breakdown of the cost of lump sum bid items at the Preconstruction Conference, to enable the Project Engineer to determine the Work performed on a monthly basis. A breakdown is not required for lump sum items that include a basis for incremental payments as part of the respective Specification. Absent a lump sum breakdown, the Project Engineer will make a determination based on information available. The Project Engineer’s determination of the cost of work shall be final. Progress payments for completed work and material on hand will be based upon progress estimates prepared by the Engineer. A progress estimate cutoff date will be established at the preconstruction conference. The initial progress estimate will be made not later than 30 days after the Contractor commences the work, and successive progress estimates will be made every month thereafter until the Completion Date. Progress estimates made during progress of the work are tentative, and made only for the purpose of determining progress payments. The progress estimates are subject to change at any time prior to the calculation of the final payment. The value of the progress estimate will be the sum of the following: SS - 27NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS DIVISION 1 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. (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. (April 10, 2006 COP GSP) Supplement this section with the following: If mutually agreed upon, the City may prepare the Progress Payment Estimate. The Contractor shall submit Request for payments on forms approved by the Engineer, monthly for payment. The Engineer shall, upon receipt of progress payment request, review for accuracy. The Engineer shall correct any inaccurate entries and return progress payment request to the Contractor for concurrence and re-submittal. If mutually agreed upon, by the Engineer and Contractor, the City may prepare the Progress Payment. The Contractor, Engineer, and Director of Public Works or Designee, shall sign the progress payment in order for the payment to be valid. The City will make payment within thirty calendar days from the date of the valid progress payment. The cut off period for work covered in a progress period will be within the last ten days of the month, usually by the 25th. SS - 28NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS DIVISION 1 1-09.11(3) Time Limitations and Jurisdictions (January 1, 2010 COP GSP) Revise Section 1-09.11(3) 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 City 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 City Council; and it is further agreed that any such claims or causes of action shall be brought only in the Superior Court of Franklin County. The parties understand and agree that the Contractor’s failure to bring suit within the time period provided, shall be a complete bar to any such claims or causes of action. It is further mutually agreed by the parties that when any claims or causes of action which the Contractor asserts against the City arising from the Contract are filed with the City or initiated in court, the Contractor shall permit the City to have timely access to any records deemed necessary by the City to assist in evaluating the claims or action. 1-09.13 Claims Resolution (April 4, 2006 COP GSP) Revise Section 1-09.13 as follows: 1-09.13(2) Nonbinding Alternative Disputes Resolution (ADR) Delete Section 1-09.13(2) in its entirety. 1-09.13(3) Claims $250,000 or Less Delete Section 1-09.13(3) in its entirety. 1-09.13(3)A Administration of Arbitration Delete Section 1-09.13(3)A in its entirety. 1-09.13(3)B Procedures to Pursue Arbitration Delete Section 1-09.13(3)B in its entirety. 1-09.13(4) Claims in Excess of $250,000 Delete Section 1-09.13(4) in its entirety. SS - 29NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS DIVISION 1 SS - 30 7KLV3DJH,V,QWHQWLRQDOO\/HIW%ODQN NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR CITY OF PASCO AMENDMENTS TO THE STANDARD SPECIFICATIONS DIVISION 1 Special Provisions Division 1 General Requirements Division 2 Existing Conditions Division 31 Earthwork Division 33 Utilities CITY OF PASCO NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR This Page Is Intentionally Left Blank. CITY OF PASCO NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR TABLE OF CONTENTS DIVISION 1 GENERAL REQUIREMENTS 01 00 00 Summary 01 00 10 Specification Structure 01 20 00 Price and Payment Procedures 01 29 73 Schedule of Values 01 31 13 Project Coordination 01 31 19 Project Meetings 01 33 00 Submittal Procedures 01 40 00 Quality Requirements 01 45 23 Testing and Inspection Services 01 45 29 Testing Laboratory Services 01 74 23 Final Cleaning 01 77 00 Closeout Procedures 01 78 39 Project Record Documents DIVISION 2 EXISTING CONDITIONS 02 01 00 Maintenance of Existing Conditions DIVISION 31 EARTHWORK 31 20 00 Earth Moving DIVISION 33 UTILITIES 33 05 16 Manholes, Catch Basins, and Precast Vaults 33 31 13.01 Ductile Iron Pipe 33 32 17 Textured HDPE Liner: Manufacture, Installation, and Testing CITY OF PASCO NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR THIS PAGE IS INTENTIONALLY LEFT BLANK. DIVISION 1 GENERAL REQUIREMENTS 01 00 00 Summary 01 00 10 Specification Structure 01 20 00 Price and Payment Procedures 01 29 73 Schedule of Values 01 31 13 Project Coordination 01 31 19 Project Meetings 01 33 00 Submittal Procedures 01 40 00 Quality Requirements 01 45 23 Testing and Inspection Services 01 45 29 Testing Laboratory Services 01 74 23 Final Cleaning 01 77 00 Closeout Procedures 01 78 39 Project Record Documents CITY OF PASCO NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR THIS PAGE IS INTENTIONALLY LEFT BLANK. CITY OF PASCO NOVEMBER 2020 01 00 00 - 1 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR SECTION 01 00 00 SUMMARY PART 1 – GENERAL 1.01 DESCRIPTION OF WORK A. The Work of this Contract comprises the City of Pasco PWRF Embankment Repair and is described as follows: Repairing earthen embankment separating the City of Pasco’s 8 MG and 35 MG agricultural wastewater storage ponds. The work includes rebuilding the earthen embankment to original line and grade, installing new overflow piping, and replacing the textured HDPE liner consistent with the contract plans and these specifications. B. The Contractor shall include all costs including, but not limited to, providing all plans, labor, equipment, incidentals and materials, applicable sales tax for materials and equipment, and performing all operations required to complete the work per the contract Plans or as otherwise directed. The Contract price and payment shall also constitute full compensation for all work required to complete the project in accordance with the plans and specifications. 1.02 TIME FOR COMPLETION OF PROJECT A. This Project shall be physically completed in accordance with the plans and specifications on or before January 31, 2021. 1.03 LIQUIDATED DAMAGES A. In the event that the Contractor fails to complete the Contract within the stipulated time, an assessment of $1,600 per day will be made against the Contractor for each additional day required to complete the contract, unless an extension of time has been granted in writing by the Engineer. This assessment is to cover liquidated damages to the City and is in no way to be construed as a penalty. B. The Contract shall authorize City of Pasco to deduct this assessment from the money due at the completion of the contract. 1.04 PRE-CONSTRUCTION CONFERENCE A. Following notification of award to the Contractor, the Engineer shall notify the Contractor of the date for an onsite pre-construction conference. The Contractor shall not commence Work prior to this conference or until clearance has been obtained from the Engineer. CITY OF PASCO SECTION 01 00 00 GENERAL REQUIREMENTS NOVEMBER 2020 01 00 00 - 2 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR B. At this time, the Contractor shall furnish the Engineer with the following: 1. A complete list of sub-contractors, including business address, telephone number, items of Work, and Contractor registration number. This list is to be updated during the life of the contract. 2. Name of Contractor’s superintendent who will be on the job at all times. 3. A progress schedule in accordance with the General Conditions to the contract. 4. A detailed cost breakdown for all lump sum bid items. The detailed breakdown shall be a fair evaluation of the actual cost of each of the items of Work listed. This information shall be submitted in triplicate on a form furnished by the Engineer and will be used in processing the Contractor’s requests for partial payment. Submittal of this breakdown will not otherwise effect the Contract terms. 1.05 PARTNERSHIP IN THE CONTRACT A. This Project will be completed under a Contract made by and between the Contractor and City. As partners in this contract, both parties of the Contract recognize the value of a successful construction Project. B. Accordingly, in the spirit of a partnership in this Project, the parties agree: 1. to promote constructive attitudes of understanding and cooperation in their Project management relations. 2. to promote fair and reasonable working relationships at all levels of their organization. 3. to promote efficiency and productivity in the performance of the Work. 4. to promote procedures and methods to promptly and fairly adjust differences and misunderstandings between the Contractor and the Engineer. 5. to encourage an environment of cooperation, support to City’s goals, and harmony between the Contractor, Engineer, and City for the benefit of all. PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION (NOT USED) END OF SECTION 01 00 00 CITY OF PASCO NOVEMBER 2020 01 00 10 - 1 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR SECTION 01 00 10 SPECIFICATION STRUCTURE PART 1 – GENERAL 1.01 FORMAT A. These Special Provisions for the City of Pasco are organized on the format promulgated by the Construction Specifications Institute (CSI Format), 2012 Edition. B. This format assigns permanent numbers to all Divisions and Sections and so far as possible assigns all products, processes, activities, and construction requirements permanent places in the specifications. A number is assigned which will not change from specification to specification. C. Division, Section, and Subsection numbers which are not required are omitted from the Specification. D. Reference a numbered paragraph in the General Requirements section of the Technical Specifications. 1.02 INDEX A. All sections required for a complete Contract appear in the index. Sections not required are omitted. B. Contractor should check Sections present against the index to assure the presence of all required Sections of the Contract. 1.03 ARRANGEMENT A. The Project Manual is organized as follows: 1. Request for Proposal 2. Vicinity Map 3. Information for Contractor 4. Proposal 5. Contract 6. City of Pasco Amendments to the Standard Specifications 7. CSI Special Provisions 8. Prevailing Wage Rates 9. Construction Drawings 10. Appendix A B. No attempt has been made in these specifications or drawings to segregate work covered by any trade or subcontractor under one specification. Such CITY OF PASCO SECTION 01 11 00 SUMMARY OF WORK NOVEMBER 2020 01 00 10 - 2 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR segregation and establishment of subcontract limits shall be solely a matter of specific agreement between the Contractor and their subcontractors and shall not be based upon an inclusion, segregation, or arrangement in or of these specifications. The Contractor and subcontractor in each case is warned that work included in any subcontract may be divided between several general specifications and that general specification or subhead of the Technical Specifications may include work covered by two or more subcontracts in excess of any one subcontract. C. The Contractor shall be responsible for all work shown or specified, regardless of location in the Contract Documents. 1.04 LANGUAGE A. These Specifications are written in imperative and abbreviated form. B. This imperative language of the technical sections is directed at the Contractor, unless specifically noted otherwise. C. Incomplete sentences shall be completed by inserting “shall”, “the Contractor shall”, and “shall be”, and similar mandatory phrases by inference in the same manner as they are applied to notes on the drawings. The words “shall be” shall be supplied by inference where a colon (:) is used within sentences of phrases. D. Except as worded to the contrary, fulfill (perform) all indicated requirements whether stated imperatively or otherwise. PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION (NOT USED) END OF SECTION 01 00 10 CITY OF PASCO NOVEMBER 2020 01 20 00 - 1 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR SECTION 01 20 00 PRICE AND PAYMENT PROCEDURES PART 1 – GENERAL 1.01 RELATED REQUIREMENTS SPECIFIED ELSEWHERE A. Bid Form – Proposal B. Section 01 29 73 – Schedule of Values C. Application for Payment – See General Conditions 1.02 SCOPE OF THE WORK A. Intent of the Contract: The intent of the Contract is to prescribe a complete Work. Omission of details of work that are necessary to carry out the intent of the Contract shall not relieve the Contractor from performing the omitted work. B. Work Included or Incidental to the Proposal: Repairing earthen embankment separating the City of Pasco’s 8 MG and 35 MG agricultural wastewater storage ponds including excavation and removal of existing fill material in the dike to the lines and grades shown in the contract plans, storing and reusing this native material to construct the embankment repairs, furnishing and installing additional imported embankment/structure fill to complete the embankment repairs. Protect and preserve the existing 35 MG pond drain structure and piping during the embankment repairs. Furnishing and installing ductile iron overflow pipe including filter zone pipe bedding. Furnishing and installing textured, 60 mil. HDPE liner with sand-filled ballast bags, pipe penetrations for both the overflow pipe and 35 MG pond drain pipe, anchor trench, and appurtenances to provide necessary liner repairs. The contractor shall protect the 72-inch manhole structure used to drain the 35 MG pond. The costs to protect the structure shall be included in the lump sum bid item. The contractor shall include all costs to furnish and install the filter zone material for bedding the ductile iron overflow pipe. The contractor shall include in the lump sum contract price bid to complete this work all costs for testing, including, but not limited to, vacuum testing, air pressure testing, spark testing, and final leak testing to verify the integrity of the existing 8 MG and 35 MG ponds upon completion of all work. C. The Contractor shall provide all labor, materials, tools, equipment, transportation, supplies, and incidentals required to complete all Work for the items included in the proposal, contract plans and specifications. CITY OF PASCO SECTION 01 20 00 PRICE AND PAYMENT PROCEDURES NOVEMBER 2020 01 20 00 - 2 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR D. Work Not Included in the Proposal: Work not included in this contract is the grading for the 35 MG pond bottom and repairs to the drainpipe. This work will be performed by the contractor under a separate agreement with the City. When the Contractor encounters Work that is not specified, included in, or is incidental to the Proposal; then an equitable adjustment will be made in accordance with City general conditions. An adjustment will not be made if that Work is customarily considered as incidental to other items. 1.03 PAYMENT FOR UNIT PRICES BID ITEM NO. 2 – Embankment Repairs No specific unit of measure shall apply to the lump sum bid item for Embankment Repairs. Compensation of the bid item shall be Lump Sum and payment consistent with the percentage complete as defined in section 01 29 73 Schedule of Values. Compensation for this bid item shall include all work including, but not limited to: excavation of existing soils within the embankment repair area to the subgrade lines and grades defined in the contract plans, placing and compacting existing soils in accordance with these specifications and recommendations in the geotechnical report, protecting the existing 35 MG pump pond drain structure and above-ground forcemain, over-excavation for foundation keyed and benched soils, and materials testing to confirm adequate compaction of the existing soils. Compensation shall include all labor, materials, equipment, and testing to complete the work as defined on the plans and these specifications. BID ITEM NO. 3 – Embankment/Structural Fill incl. Haul Embankment/Structural Fill incl. Haul shall be measured and paid for at the unit price per Ton of imported material provided, installed, and compacted. Compensation for hauling this import material shall be included in the unit price bid. Compensation shall include all labor, materials, equipment, and testing to complete the work as defined on the plans and these specifications. BID ITEM NO. 4 – Settlement Monitoring Equipment Settlement Monitoring Equipment shall be measured and paid for at the unit price bid per Lump Sum and shall include all labor, equipment, and materials to install the settlement monitoring plates and optical survey points in accordance with the plans, specifications, and recommendations of the geotechnical report. BID ITEM NO. 5 – 12-inch Dia. HDPE DR 11 Pipe 12-inch Dia. HDPE DR 11 Pipe shall be measured and paid for at the unit price bid per Linear Foot and shall include all labor, equipment, and materials to install the settlement monitoring plates and optical survey points in accordance with the plans, specifications, and recommendations of the geotechnical report. BID ITEM NO. 6 – 24-inch Dia. DI Pipe, Cl. 50 24-inch Dia. DI Pipe, Cl. 50 shall be measured and paid for at the unit price bid per Linear Foot and shall include all labor, equipment, and materials to install the settlement monitoring plates and optical survey points in accordance with the plans, specifications, and recommendations of the geotechnical report. CITY OF PASCO SECTION 01 20 00 PRICE AND PAYMENT PROCEDURES NOVEMBER 2020 01 20 00 - 3 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR BID ITEM NO. 7 – Liner Anchor Wall Liner Anchor Wall shall be measured and paid for at the unit price bid per Linear Foot and shall include all labor, equipment, and materials to install the anchor wall in accordance with the plans and specifications. BID ITEM NO. 8 – Textured 60 Mil. HDPE Liner Textured 60 Mil. HDPE Liner shall be measured and paid for at the unit price per Square Yard and shall include providing all materials, storage onsite, tools, equipment, and testing to furnish and install the liner in accordance with the plans and specifications. The work shall include fine grading of the pond bottom and side slopes prior to placing the liner panels, placing the liner panels, welding the liner panels, all testing of the quality of the seams, anchoring to the anchor wall, and final cleaning of the liner exposed surface. BID ITEM NO. 9 – Pipe Penetration Seals Pipe Penetration Seals shall be measured and paid for at the unit price bid per Each regardless of pipe diameter and shall include all labor, equipment, and materials to install and test the pipe penetration seals in accordance with the plans and specifications. BID ITEM NO. 10 – Electric Leak Detection Surveys Electric Leak Detection Surveys shall be performed on both the entire surface of the 8 MG Equalization Pond and the entire surface of the 35 MG Winter Storage Pond. The method of testing shall be approved by the Engineer and City prior to completing the testing. Electric Leak Detection Surveys shall be measured and paid for at the unit price bid per Lump Sum and shall include all labor, equipment, and materials to complete the testing in accordance with the plans and specifications. BID ITEM NO. 11 – Site Restoration Site Restoration shall be performed to the satisfaction of the Engineer and City in accordance with the plans and specifications. Site Restoration shall be measured and paid for at the unit price bid per Lump Sum and shall include all labor, equipment, and materials to clean and restore the project site in accordance with the plans and specifications. 1.04 PAYMENT FOR LUMP SUM ITEMS A. Measurement shall be for work actually complete and shall reflect an agreed upon percentage of work listed in the Schedule of Values. B. Work is listed in the Schedule of Values. C. The Lump Sum Contract Price shall constitute full compensation for providing all plans, labor, equipment, incidentals, and materials, applicable sales tax for materials and equipment, and performing all operations required to complete the work per the Contract Plans or as otherwise directed. Regardless of the lack of discussion or mention of any incidental work, the Contract price and payment shall also constitute full compensation for all work required to complete the project. 1.05 PAYMENT FOR MOBILIZATION A. Mobilization consists of preconstruction expenses and the costs of preparatory Work and operations performed by the Contractor which occur before 10 percent of the total original Contract amount is earned from other Contract items. Items CITY OF PASCO SECTION 01 20 00 PRICE AND PAYMENT PROCEDURES NOVEMBER 2020 01 20 00 - 4 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR which are not to be included in the item of Mobilization include but are not limited to: 1. Any portion of the Work covered by the specific Contract item or incidental Work which is to be included in a Contract item or items. 2. Profit, interest on borrowed money, overhead, or management costs. 3. Any costs of mobilizing equipment for force account Work. B. Partial payments for Mobilization will be made as follows: 1. When 5 percent of the total original Contract amount is earned from other Contract items, excluding amounts paid for materials on hand, 50 percent of the amount Bid for mobilization, or 5 percent of the total original Contract amount, whichever is the least, will be paid. 2. When 10 percent of the total original Contract amount is earned from other Contract items, excluding amounts paid for materials on hand, 100 percent of the amount Bid for mobilization, or 10 percent of the total original Contract amount, whichever is the least, will be paid. 3. When the Substantial Completion Date has been established for the project, payment of any amount Bid for mobilization in excess of 10 percent of the total original Contract amount will be paid. C. Nothing herein shall be construed to limit or preclude partial payments otherwise provided by the Contract. 1.06 PAYMENT FOR MATERIAL ON HAND A. Partial payments may be made on monthly estimates to the extent of 90 percent of the cost of materials not yet incorporated into the completed work, if the materials conform to the following requirements: 1. Meet the requirements of the Contract based upon inspections or testing by the Engineer, and 2. Are delivered to or stockpiled in the vicinity of the project or other storage site(s) specifically approved by the Engineer, and 3. Are properly stored, protected, and insured as to loss, damage, and title. B. Material delivered to an offsite storage facility will be considered for partial payment only if: 1. The storage site has been approved by the Engineer. 2. The offsite storage of materials is required for more than thirty calendar days. 3. The material is tagged, labeled, or otherwise identified as belonging to the project. 4. The cost of transportation to the site is provided for in advance. C. The cost of the material on hand will be determined by written evidence supplied by the Contractor in sufficient detail as will permit the Engineer to determine the Contractor’s actual cost of the materials. The Contractor shall furnish the Engineer an invoice prior to the progress payment. CITY OF PASCO SECTION 01 20 00 PRICE AND PAYMENT PROCEDURES NOVEMBER 2020 01 20 00 - 5 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION (NOT USED) END SECTION 01 20 00 CITY OF PASCO SECTION 01 20 00 PRICE AND PAYMENT PROCEDURES NOVEMBER 2020 01 20 00 - 6 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR THIS PAGE IS INTENTIONALLY LEFT BLANK. CITY OF PASCO NOVEMBER 2020 01 29 73 - 1 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR SECTION 01 29 73 SCHEDULE OF VALUES PART 1 – GENERAL 1.01 RELATED REQUIREMENTS SPECIFIED ELSEWHERE A. Section 01 20 00 – Price and Payment Procedures B. Section 01 31 13 – Project Coordination C. Section 01 31 19 – Project Meetings 1.02 DETAILED BREAKDOWN OF CONTRACT PRICE A. The Contractor shall within five (5) days of the Preconstruction Conference date, submit a complete breakdown of the contract price showing the value assigned to each part of the work including an allowance for profit and overhead. B. Upon request by Engineer, support values given with data that will substantiate their accuracy. C. Breakdown shall include detailed breakdown of each major item, including mechanical and electrical equipment, controls, concrete, hatches, piping, erosion and sediment control, excavation, cleanup, and any other major item as appropriate. D. Breakdown shall be so organized as to facilitate assessment of work and payment of subcontractors. E. Upon acceptance of the breakdown of the contract price by the Engineer, it shall be used as a basis for all requests for payment. PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION (NOT USED) END OF SECTION 01 29 73 CITY OF PASCO NOVEMBER 2020 01 31 13 - 1 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR SECTION 01 31 13 PROJECT COORDINATION PART 1 – GENERAL 1.01 RELATED REQUIREMENTS SPECIFIED ELSEWHERE A. Section 01 31 19 – Project Meetings B. Section 01 45 23 – Testing and Inspection Services 1.02 POLICY IN PRACTICE A. Engineer is the Owner’s Advisor and Consultant: 1. Inspection and testing laboratories are to furnish data and guidance only and make no decisions involving changes in the contract. 2. All job located problems shall be handled through the Resident Engineer or Inspector. B. Owner’s desires and instructions are to be channeled through the Engineer regarding all phases of the Contract. C. Contract related communication from Contractor shall be handled through the Engineer. D. Coordination of all subcontractors is the responsibility of the Contractor. E. Documents of the Contract are directed to the Contractor and not to the subcontractors involved. F. The Contractor is solely responsible for construction methods and the results thereof regardless of any advice, information, methodology, or scheduling unless such advice, methodology, or scheduling is written into the Contract or given in writing by the Engineer or the Owner. 1.03 COORDINATION OF TRADES AND SUBCONTRACTORS A. Coordination is the responsibility of the Contractor. They shall assure coordination with suppliers, mechanical and electrical contractors, and all trades to the end that: 1. All necessary equipment, work, and structures are scheduled, installed, and tested in proper sequence. 2. The Contractor shall assure that electrical and mechanical equipment, wiring and control equipment, piping and plumbing, grading and all problems of supply, installation, and scheduling are coordinated and that the relations of all elements are carried out in an orderly manner in accordance with the Contract. 3. Contractor shall coordinate all suppliers of equipment, controls, and electrical supplies before submittal of shop drawings. CITY OF PASCO SECTION 01 31 13 PROJECT COORDINATION NOVEMBER 2020 01 31 13 – 2 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR 1.04 COORDINATION OF UTILITIES A. Contractor shall schedule and supply utilities as required in the Contract. PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION (NOT USED) END OF SECTION 01 31 13 CITY OF PASCO NOVEMBER 2020 01 31 19 - 1 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR SECTION 01 31 19 PROJECT MEETINGS PART 1 – GENERAL 1.01 RELATED REQUIREMENTS SPECIFIED ELSEWHERE A. Section 01 31 13 – Project Coordination B. Section 01 78 39 – Project Record Documents 1.02 MEETINGS A. The Contractor shall attend meetings as requested by the Owner. B. Meetings shall be held as progress of work dictates. C. Location of meetings: As designated during preconstruction conference. D. Attendance: 1. Engineer and/or their Consultants 2. Owner 3. Contractor 4. Subcontractors as pertinent to agenda 5. Safety representative (optional) 6. Representatives of governmental or other regulatory agencies 1.03 MINIMUM MEETING AGENDA A. Review, approve minutes of previous meeting. B. Review work progress since last meeting. C. Note field observations, problems, and decisions. D. Identify problems which impede planned progress. E. Develop corrective measures and procedures to regain planned schedule. F. Revise construction schedule as indicated. G. Plan progress during next work period. H. Review submittal schedules, expedite as required to maintain schedule. I. Maintaining of quality and work standards. J. Review changes proposed by Owner for: 1. Effect on Construction Schedule 2. Effect on Completion Date K. Complete other current business. CITY OF PASCO SECTION 01 31 19 PROJECT MEETINGS NOVEMBER 2020 01 31 19 – 2 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION (NOT USED) END OF SECTION 01 31 19 CITY OF PASCO NOVEMBER 2020 01 33 00 - 1 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR SECTION 01 33 00 SUBMITTAL PROCEDURES PART 1 – GENERAL 1.01 DESCRIPTION A. Work included: 1. Submittals covered by these requirements include manufacturers’ information, shop drawings, test procedures, test results, samples, requests for substitutions, and miscellaneous work-related submittals. Submittals shall also include, but not be limited to, all mechanical, electrical, and electronic equipment and systems, materials, reinforcing steel, fabricated items, and piping and conduit details. The Contractor shall furnish all drawings, specifications, descriptive data, certificates, samples, tests, methods, schedules, and manufacturer’s installation and other instructions as specifically required in the contract documents to demonstrate fully that the materials and equipment to be furnished and the methods of work comply with the provisions and intent of the contract documents. 2. To ensure that the specified products are furnished and installed in accordance with design intent, procedures have been established for advance submittal of design data and for its review and approval or rejection by the Engineer. 1.02 PRODUCT HANDLING A. Make all submittals of shop drawings, samples, request for substitutions, and other items in strict accordance with the provisions of this section of these specifications. PART 2 – PRODUCTS 2.01 SHOP DRAWINGS A. Shop Drawing Checking: Checking will be for conformance with the design concept of the project and compliance with the information given in the Contract Documents. Contractor is responsible for dimensions to be confirmed and correlated at the job site; for information that pertains solely to the fabrication processes or to techniques of construction and for coordination of the work of all trades. B. Scale Required: Unless otherwise specifically directed by the Engineer, make all shop drawings accurately to a scale sufficiently large to show all pertinent features of the item and its method of connection to the work. CITY OF PASCO SECTION 01 33 00 SUBMITTAL PROCEDURES NOVEMBER 2020 01 33 00 – 2 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR C. Type of Prints Required: Unless otherwise specifically directed by the Engineer, make all shop drawing prints in blue or black line on white background. A. Number of Prints Required: Submit all shop drawings in the quantity which is required to be returned plus four (4) copies which will be retained by the Engineer. 2.02 SAMPLES A. Accuracy of Sample: Unless otherwise specifically directed by the Engineer, all samples shall be of the precise article proposed to be furnished. B. Number of Samples Required: Submit all samples in the quantity which is required to be returned plus one which will be retained by the Engineer. 2.03 COLORS A. General: Unless the precise color and pattern are specifically described in the contract documents, whenever a choice of color or pattern is available in a specified product, submit accurate color charts and pattern charts to the Engineer for their review and selection. 2.04 SUBSTITUTIONS A. Engineer’s Approval Required: 1. The contract is based on the materials, equipment, and methods described in the contract documents. 2. The Engineer will consider proposals for substitution of materials, equipment, and methods only when such proposals are accompanied by full and complete technical data and all other information required by the Engineer to evaluate the proposed substitution. 3. Do not substitute materials, equipment, or methods unless such substitution has been specifically approved for this work by the Engineer. B. “Or Equal”: 1. Where a specific piece of equipment has been specified by brand name, it is assumed that “or equal” follows the specific brand name. 2. Where the phrase “or equal” or “equal as approved by the Engineer” occurs in the contract documents, do not assume that material, equipment, or methods will be approved as equal by the Engineer unless the item has been specifically approved for this work by the Engineer. 3. The decision of the Engineer shall be final. CITY OF PASCO SECTION 01 33 00 SUBMITTAL PROCEDURES NOVEMBER 2020 01 33 00 – 3 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR C. Availability of Specified Items: 1. Verify prior to bidding that all specified items will be available in time for installation during orderly and timely progress of the work. 2. In the event the specified item or items will not be so available, so notify the Engineer prior to submittal of bids. 3. Costs of delays because of non-availability of specified items, when such delays could have been avoided by the contractor, will be back-charged as necessary and shall not be borne by the Owner. 2.05 SUBMITTALS INFORMATION A. Shop catalog and other appropriate drawings shall be submitted to the Engineer for review and approval prior to fabrication or ordering of all equipment herein specified. The number of copies of drawings to be submitted shall be determined by the Contractor’s requirements, plus four (4) copies of each drawing to be retained by the Engineer. B. Additional information shall be furnished for all equipment requiring operational and/or maintenance procedures as further specified in OPERATION AND MAINTENANCE INFORMATION. 1. Definitions: a. The word “Approved”, as used herein, means “Approved by the Engineer.” b. “For Approval” means “For the Engineer’s Approval.” c. “Selected” means “As selected by the Engineer.” d. “As Directed” means “As directed by the Engineer.” e. “Provide” means “furnish and install.” f. “Where the words “or Approved”, “Approval”, “or Equal”, “approved equivalent” are used, the phrase “or an Approved Equal” shall be substituted. g. The Engineer is the sole judge of the quality and suitability of the proposed substitution. “Dimensional Tolerance” means variations in dimensions and size that do not require structural modification, extensive pipe changes, or hampers normal maintenance operations. PART 3 – EXECUTION 3.01 IDENTIFICATION OF SUBMITTALS A. Completely identify each submittal and re-submittal by showing at least the following information: 1. Name and address of submitter, plus name and telephone number of the individual who may be contacted for further information. 2. Name of project as it appears on each page of these specifications. CITY OF PASCO SECTION 01 33 00 SUBMITTAL PROCEDURES NOVEMBER 2020 01 33 00 – 4 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR 3. Drawing number and specifications section number to which the submittal applies. 4. Whether this is an original submittal or re-submittal. 3.02 COORDINATION OF SUBMITTALS A. General: 1. The Contractor shall coordinate submittals with the work so that work will not be delayed. They shall coordinate and schedule different categories of submittals, so that one will not be delayed for lack of coordination with another. No extension of time will be allowed because of failure to properly schedule submittals. The Contractor shall not proceed with work related to a submittal until the submittal process is complete. This requires that submittals for review and comment shall be returned to the Contractor stamped “No Exceptions Taken” or “Make Corrections Noted”. 2. Prior to submittal for Engineer’s review, use all means necessary to fully coordinate all material, including the following procedures: a. Determine and verify all field dimensions and conditions, materials, catalog numbers, and similar data. b. Coordinate as required with all trades and with all public agencies involved. c. Secure all necessary approvals from public agencies and others and signify by stamp, or other means, that they have been secured. d. Clearly indicate all deviations from the contract documents. 3.03 TIMING OF SUBMITTALS A. General: Make all submittals far enough in advance of scheduled dates of installation to provide all required time for reviews, for securing necessary approvals, for possible revision and re-submittals, and for placing orders and securing delivery. B. Delays: Costs of delays occasioned by tardiness of submittals may be back-charged as necessary and shall not be borne by the Owner. C. Submittals for Review and Comment: 1. Unless otherwise specified, within fifteen (15) calendar days after receipt of a submittal for review and comment, the Engineer shall review the submittal and return two (2) copies of the marked-up reproducible original. The Engineer will retain the reproducible original. The returned submittal shall indicate one of the following actions: a. If the review indicates that the material, equipment, or work method complies with the project manual, submittal copies will be marked, “No Exceptions Taken”. In this event, the Contractor may CITY OF PASCO SECTION 01 33 00 SUBMITTAL PROCEDURES NOVEMBER 2020 01 33 00 – 5 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR begin to implement the work method or incorporate the material or equipment covered by the submittal. b. If the review indicates limited corrections are required, copies will be marked, “Make Corrections Noted”. The Contractor may begin implementing the work method or incorporating the material and equipment covered by the submittal in accordance with the noted corrections. Where submittal information will be incorporated in O&M data, a corrected copy shall be provided. c. If the review reveals that the submittal is insufficient or contains incorrect data, copies will be marked “Amend and Resubmit”. Except at their own risk, the Contractor shall not undertake work covered by this submittal until it has been revised, resubmitted, and returned marked either “No Exceptions Taken” or “Make Corrections Noted”. d. If the review indicates that the material, equipment, or work method does not comply with the project manual, copies of the submittal will be marked “Rejected – See Remarks”. Submittals with deviations which have not been identified clearly may be rejected. Except at their own risk, the Contractor shall not undertake the work covered by such submittals until a new submittal is made and returned marked either “No Exceptions Taken” or “Make Corrections Noted.” 3.04 EFFECT OF REVIEW OF SUBMITTALS A. Review of the contract drawings, methods of work, or information regarding materials or equipment the Contractor proposes to provide, shall not relieve the Contractor of their responsibility for errors therein and shall not be regarded as an assumption of risks or liability or employee thereof, and the Contractor shall have no claim under the contract on account of the failure, or partial failure, or the method of work, material, or equipment so reviewed. A mark of “No Exceptions Taken” or “Make Corrections Noted” shall mean that the Owner has no objection to the Contractor, upon their own responsibility, using the plan or method of work proposed, or providing the materials or equipment proposed. 3.05 SUBMITTAL SCHEDULE A. Submittals required by the various sections of these Specifications include, but are not necessarily limited to: Section Number Description Materials List Samples Written Document s and Manuals Product/ Mfg. Data Installation Methods 01 29 73 Schedule of Values X 33 31 13.01 Ductile Iron Pipe X X 33 32 17 Textured HDPE Liner X X CITY OF PASCO SECTION 01 33 00 SUBMITTAL PROCEDURES NOVEMBER 2020 01 33 00 – 6 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR Section Number Description Materials List Samples Written Document s and Manuals Product/ Mfg. Data Installation Methods 31 20 00 Embankment/Structural Fill X X 31 20 00 Filter Zone Material X X END OF SECTION 01 33 00 CITY OF PASCO NOVEMBER 2020 01 40 00 - 1 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR SECTION 01 40 00 QUALITY REQUIREMENTS PART 1 – GENERAL 1.01 WORKMANSHIP A. All Work shall be done by competent craftsmen skilled in the specific Work and trade involved. Materials and equipment shall be installed in a neat and workman like manner following the best practice of the trade. B. All Work performed by the Contractor which is, in the opinion of the Engineer, below normal accepted standards of workmanship for each trade involved shall be remade to the satisfaction of the Engineer, at no additional cost to the City. 1.02 MATERIAL INSPECTION CONTROL A. The Contractor shall keep daily tabulations on all quantities used on the Project and such tabulation shall be available to the Engineer at all times to provide a basis for inspection and payment controls. Where various measurable materials are incorporated into the items that are paid for on a unit or lump sum basis, the Engineer will require the Contractor to provide documentation of the various quantities involved prior to payment. 1.03 INSPECTIONS OF WORK A. The Contractor shall notify all appropriate governing authorities at proper stages of construction to obtain required inspections, testing, approvals, etc., regardless of inspections conducted by the Engineer. The Contractor shall notify the Engineer of all scheduled inspections, tests, etc. a minimum of 24 hours in advance to allow the Engineer to be present for such inspections B. The Engineer will conduct regular and frequent inspections of all materials and completed Work. The Contractor shall keep the Engineer apprised of construction progress and current activities to allow proper scheduling of inspections of each completed phase of the Work. 1.04 MANUFACTURERS’ INSTRUCTIONS A. Comply with all product and material manufacturer’s instructions for preparation and installation. Should instructions conflict with the Contract documents, request clarification from the Engineer prior to proceeding. 1.05 MANUFACTURERS’ CERTIFICATIONS A. When required by individual specification Sections submit manufacturer’s certificate indicating that products meet or exceed specified requirements. CITY OF PASCO SECTION 01 42 00 REFERENCES NOVEMBER 2020 01 40 00 – 2 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR 1.06 FIELD MEASUREMENTS A. The Contractor shall field verify all measurements, dimensions, and elevations prior to the start of Work. The Engineer shall be promptly notified of any discrepancies between the plans and existing conditions prior to proceeding with the Work. 1.07 DEFECTIVE WORK A. The Contractor shall remove and replace or correct any Work which has been found to be defective or not in compliance with Contract requirements, at no additional cost to the City. B. Do not proceed with other Work related to or affected by the defective Work until the defective Work has been corrected to the satisfaction of the Engineer. 1.08 TESTING AND INSPECTIONS A. Tests and inspections required by codes, ordinances or by a plan approval authority, and which are made by a legally constituted authority, shall be the responsibility of and paid by the Contractor, unless otherwise provided in the Contract documents. B. Tests and inspections performed exclusively for the Contractor’s convenience shall be the sole responsibility of the Contractor. C. Neither the observations of the City in the administration of the contract, nor inspections, tests, or approvals by persons other than the Contractor, shall relieve the Contractor from the Contractor’s obligations to perform the Work in accordance with the Contract documents. D. When inspection and testing by the City or an independent agency is called for in the specifications, the Contractor shall afford access and reasonable time in the construction sequence for such tests and inspections to be performed. The Contractor shall cooperate with the agencies and provide incidental labor and services necessary for removal and delivery of test Samples, and for the inspections and taking of measurements. Provide any necessary patching and restoration where test Samples have been removed. PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION (NOT USED) END OF SECTION 01 40 00 CITY OF PASCO NOVEMBER 2020 01 45 23 - 1 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR SECTION 01 45 23 TESTING AND INSPECTION SERVICES PART 1 – GENERAL 1.01 RELATED REQUIREMENTS SPECIFIED ELSEWHERE A. Section 01 40 00 – Quality Requirements B. Section 01 45 29 – Testing Laboratory Services 1.02 AUTHORITY AND DUTIES OF INSPECTORS A. Inspectors are placed on the work to keep the City and Engineer informed as to the progress of the work and the manner in which it is being done; to keep records; act as liaison between the Contractor and the Engineer; also to call the attention of the Contractor to any deviations from the Contract Documents, but failure of the Inspector to call to the attention of the Contractor to faulty work or deviations from the Contract Document shall not constitute acceptance of said work. B. The Inspector may reject or accept materials and equipment to be incorporated in the work and such specific items as they are authorized by the Engineer to accept. C. When any material has been accepted by the Inspector, it passes from their control to the control of the Contractor and remains there until the job, as a whole, is complete. Since the Inspector cannot control how the material is used, the responsibility for its safety and proper use will be the Contractor’s. Until the job is finally completed, the Contractor might do work that changes or modifies work previously done and even though at any given time a piece of work might be well done and acceptable in quality, the responsibility of keeping it in that condition until the job is completed is the sole responsibility of the Contractor. For this reason, it is impossible to accept, finally, any portion of a project until the project as a whole is acceptable and control of said project is withdrawn from the Contractor by final official written acceptance by the Owner. D. Since one of the inspector’s primary interests is to see that work on the project progresses expediently and in a workmanlike manner, they may at various times offer suggestions to the Contractor which the Contractor may or may not follow, at their discretion. Such suggestions are never to be considered as anything but suggestions and involve no assumption of responsibility, financial or otherwise, by the Inspector, the Engineer, or the Owner. E. Any personal assistance which an Inspector may give the Contractor will not be construed as the basis of any assumption of responsibility in any manner, financial or otherwise, by the Inspector, the Engineer, or the Owner. F. The Engineer is not and does not purport to be a Safety Engineer and is not engaged in that capacity by the Owner and shall have neither authority nor responsibility to enforce construction safety laws, rules, regulations, procedures, or the safety of persons on and about the construction site. CITY OF PASCO SECTION 01 45 23 TESTING AND INSPECTION SERVICES NOVEMBER 2020 01 45 23 – 2 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR G. The presence or absence of an Inspector on any job will be at the sole discretion of the Engineer, and such presence, or absence, of an inspector will not relieve the Contractor of their responsibility to obtain the construction results specified in the Contract Documents. H. The Inspector will not be authorized to approve or accept any portion of the work, to make changes in the work, or to issue instructions contrary to the Contract Documents, such approvals, acceptances, or instructions, when given, must be in writing and signed by the Project Engineer. The Inspector will have authority to reject defective material; however, the failure of the Inspector to reject defective material or any other work involving deviations from the Contract Documents will not constitute acceptance of such work. I. Nothing in this subsection shall in any way be so construed as to require or to place responsibility for, the method, manner, or supervision of the performance of the work under this Contract upon the Inspector, the Engineer, or the Owner. Such responsibility rests solely with the Contractor. 1.03 EXAMINATION OF MATERIALS A. The neglect or failure on the part of the Engineer to condemn or reject substandard material or work shall not imply an acceptance of the materials or work. The Contractor shall furnish, at their own expense, such labor as may be required to enable the Engineer to make a thorough inspection and culling of the materials, and the Contractor shall bear the costs of all laboratory or other testing called for in these Specifications. PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION (NOT USED) END OF SECTION 01 45 23 CITY OF PASCO NOVEMBER 2020 01 45 29 - 1 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR SECTION 01 45 29 TESTING LABORATORY SERVICES PART 1 – GENERAL 1.01 RELATED REQUIREMENTS SPECIFIED ELSEWHERE A. Section 01 45 23 – Testing and Inspection Services 1.02 MATERIALS TESTING A. Compaction testing shall be required for embankment fill placement and conformance with the Division 31. All costs to provide the compaction testing shall be the responsibility of the Contractor. B. Leak Testing shall be perform in accordance with Division 33. All costs to provide leak testing shall be the responsibility of the contractor. 1.03 CONTRACTOR WILL PAY FOR SERVICES OF AN INDEPENDENT TESTING LABORATORY FOR: A. Soils gradation, moisture density standards determination, and in-place density tests per Division 31. B. Other materials and/or workmanship specified in Divisions 2 through 33. C. All costs for independent testing are the responsibility of the Contractor and shall be included in the Lump Sum price. 1.04 LIMITATION A. Employment of a testing laboratory shall in no way relieve the Contractor of their obligation to perform work in accordance with the Contract. 1.05 QUALIFICATION OF LABORATORY A. Meet basic requirements of ASTM E329, “Standards of Recommended Practice for Inspection and Testing Agencies for Concrete and Steel as Used in Construction.” B. Submit copy of report of inspection of facilities made by Materials Reference Laboratory of National Bureau of Standards during most recent tour of inspection; with memorandum of remedies of any deficiencies reported by inspection. C. Testing Equipment: 1. Calibrated at maximum 12 month intervals by devices of accuracy traceable to National Bureau of Standards. 2. Submit copy of certificate of calibration, made by accredited calibration agency. CITY OF PASCO SECTION 01 45 29 TESTING LABORATORY SERVICES NOVEMBER 2020 01 45 29 – 2 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR 1.06 LABORATORY DUTIES, AUTHORITY AND LIMITATION A. Cooperate with Engineer and Contractor. B. Provide qualified personnel promptly on notice. C. Perform specified inspections, sampling and testing of materials and methods of construction: 1. Comply with specified standards; ASTM, other recognized authorities, and as specified. 2. Ascertain compliance with requirements of Contract Documents. D. Promptly notify Engineer, and Contractor, of irregularities or deficiencies of work which are observed during performance of services. E. Promptly submit 2 copies of report of inspections and tests to Engineer, in addition to those required by the Contractor including: 1. Date issued. 2. Project title and number. 3. Testing laboratory name and address. 4. Name of signature of Inspector. 5. Date of inspection of sampling. 6. Record of temperature and weather. 7. Date of test. 8. Identification of product and specification section. 9. Location in project. 10. Type of inspection or test. 11. Results of test. 12. Observations regarding compliance with Contract Documents. F. Perform additional services as required. G. Laboratory is not authorized to: 1. Release, revoke, alter, or enlarge on, requirements of Contract Documents. 2. Approve or accept any portion of work. 1.07 RESPONSIBILITIES OF CONTRACTOR A. Cooperate with laboratory personnel and provide access to work. B. Provide to laboratory, preliminary representative samples of materials to be tested in required quantities. C. Furnish copies of mill test reports. D. Furnish casual labor and facilities: 1. To provide access to work to be tested. CITY OF PASCO SECTION 01 45 29 TESTING LABORATORY SERVICES NOVEMBER 2020 01 45 29 – 3 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR 2. To assist laboratory personnel to obtain and handle samples at the site. 3. To facilitate inspections and tests. 4. For laboratory’s exclusive use for storage and curing of test samples. E. Notify laboratory sufficiently in advance of operations to allow for assignment of personnel and scheduling of tests. F. Laboratory Tests: Where such inspection and testing are to be conducted by an independent laboratory or agency, the sample or samples of materials to be tested shall be selected by such laboratory or agency, or the Engineer, and shipped to the laboratory by the Contractor at their expense. PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION (NOT USED) END OF SECTION 01 45 29 CITY OF PASCO NOVEMBER 2020 01 74 23 - 1 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR SECTION 01 74 23 FINAL CLEANING PART 1 – GENERAL 1.01 RELATED REQUIREMENTS SPECIFIED ELSEWHERE A. Section 01 77 00 – Closeout Procedures 1.02 GENERAL REQUIREMENTS A. Maintain premises and public properties free from accumulations of waste, debris, and rubbish caused by operations. B. At completion of work, remove waste materials, rubbish, tools, equipment, machinery, and surplus materials, and clean all sight-exposed surfaces. 1.03 SAFETY REQUIREMENTS A. Standards: Maintain project in accord with the applicable federal, state, and local safety standards. B. Hazard Control: 1. Store volatile wastes in covered metal containers, and remove from premises daily. 2. Prevent accumulation of wastes which create hazardous conditions. 3. Provide adequate ventilation during use of volatile or noxious substances. C. Conduct cleaning and disposal operations to comply with local ordinances and anti-pollution laws: 1. Do not burn or bury rubbish and waste materials on project site. 2. Do not dispose of volatile wastes such as mineral spirits, oil, or paint thinner on project site. 3. Do not dispose of wastes into streams or waterways. PART 2 – PRODUCTS 2.01 MATERIALS A. Use only cleaning materials recommended by manufacturer of surface to be cleaned. B. Use cleaning materials only on surfaces recommended by cleaning material manufacturer. CITY OF PASCO SECTION 01 74 23 FINAL CLEANING NOVEMBER 2020 01 74 23 – 2 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR PART 3 – EXECUTION 3.01 DURING CONSTRUCTION A. Execute cleaning to ensure that grounds and public properties are maintained free from accumulations of waste materials and rubbish. B. Wet down dry materials and rubbish to lay dust and prevent blowing dust. C. Remove waste materials, debris, and rubbish from site and legally dispose of at public or private areas off the property. D. The Contractor shall clean the right-of-way, material sites, and all ground the Contractor occupied to do the work periodically throughout the duration of the project. All rubbish, surplus materials, discarded materials, and debris shall be removed from the site and disposed of properly. Such cleaning shall also occur immediately prior to weekends, holidays, extended work stoppages, or at the direction of the Owner, or other regulatory agencies having jurisdiction. 3.02 GENERAL CLEANUP A. Before final acceptance, the Contractor shall remove and obliterate, insofar as feasible, all objects or disturbances of the ground which mar the landscape and were caused by their operations, whether or not part of the improvement. B. Rubbish, excess materials, temporary structures, and discarded equipment shall be removed and disposed of. C. Temporary access roads shall be scarified and bladed to blend with surroundings. D. Fill holes and grade to smooth land contours. Shape ends of cuts and fills to fit adjacent terrain. E. Hand rake disturbed areas to remove loose objects including rock and clods in excess of two inches in any dimension. F. Sweep pavement and driveways. END OF SECTION 01 74 23 CITY OF PASCO NOVEMBER 2020 01 77 00 - 1 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR SECTION 01 77 00 CLOSEOUT PROCEDURES PART 1 – GENERAL 1.01 RELATED REQUIREMENTS SPECIFIED ELSEWHERE A. Section 01 74 23 – Final Cleaning B. Section 01 78 39 – Project Record Documents 1.02 SUBSTANTIAL COMPLETION A. Contractor: 1. After testing and startup, submit written certification to Engineer that project or designated portion of project is substantially complete. 2. Submit list of items to be completed or corrected. B. Engineer will make an inspection after receipt of Contractor’s certification, together with Owner’s representative. C. If it appears to the Engineer that work is substantially complete: 1. The Engineer may request of and the Contractor shall prepare and submit to Engineer, a list of items to be completed or corrected as determined by the inspection. 2. If the Engineer then considers the work to be substantially complete, the Engineer may, with the Owner’s approval, issue a Certificate of Substantial Completion, with appropriate conditions, accompanied by a list of the items to be completed and corrected, as verified and amended by Engineer. Omission of any item from the list shall not relieve the Contractor from responsibility to complete all the work in accordance with the Contract. 3. Owner occupancy of Project or designated portion of project: a. Contractor shall perform final cleaning in accordance with Section 01 74 23 – Final Cleaning. b. Owner may use all or part of the work within the time designated in the Certificate of Substantial Completion, upon notice to the insurance company or companies. 4. Contractor shall complete all the work within the time designated in the Certificate, or if not so designated within a reasonable time. D. Should the Engineer consider that work is not substantially complete: 1. They shall notify the Contractor, in writing stating reasons. 2. Contractor shall complete work and send second written notice to Engineer certifying that project or designated portion of project is substantially complete. CITY OF PASCO SECTION 01 77 00 CLOSEOUT PROCEDURES NOVEMBER 2020 01 77 00 – 2 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR E. Warranties: For a period of one (1) year from the date of final acceptance of the project, workmanship and materials, and equipment furnished by the Contractor and incorporated in the project, shall be guaranteed by the Contractor to remain in normal working order and condition except where abused or neglected by the Owner, and the Contractor shall repair or replace at their own expense any work or material that may prove to be defective during the period of this guarantee. The Contractor shall obtain warranties from subcontractors and suppliers of materials or equipment where such warranties are specifically required herein, and shall deliver copies of the Owner upon completion of the work. F. Neither the final certificate of payment nor any provision in the Contract nor partial or entire use or occupancy of the premises by the Owner shall constitute an acceptance of work not done in accordance with the Contract or relieve the Contractor of the liability in respect to any express warranties or responsibilities for faulty materials and workmanship. 1.03 FINAL INSPECTION A. The Contractor shall submit written certification that: 1. Contract Documents have been reviewed. 2. Work has been completed in accordance with Contract Documents. 3. Equipment and systems have been tested in presence of Owner’s representative and are operational. 4. Project is completed, and ready for final inspection. B. Engineer will make final inspection within a reasonable time after receipt of certification. C. Should Engineer consider that work is complete in accordance with requirements of Contract Documents, they shall request Contractor to make project closeout submittals. D. Should Engineer consider that work is not complete: 1. Engineer shall notify Contractor, in writing, stating reasons. 2. Contractor shall take immediate steps to remedy the stated deficiencies, and send second written notice to Engineer certifying that work is complete. 3. Engineer will re-inspect work. 1.04 REINSPECTION COSTS A. In addition to any overtime inspection, should Engineer be required to perform second inspections because of failure of work to comply with original certifications of Contractor, Owner will compensate Engineer for additional services as stated in said article and charge the Contractor for such fees at the Engineer’s currently established billing rates. CITY OF PASCO SECTION 01 77 00 CLOSEOUT PROCEDURES NOVEMBER 2020 01 77 00 – 3 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR 1.05 CLOSEOUT SUBMITTALS A. Project Record Documents: See requirements of Section 01 78 39 – Project Record Documents. B. Bond and guarantees required by these specifications. C. At the close of the Contract the Contractor shall: 1. Pay all utility bills. 2. Remove all electrical, sanitary, telephone, water, offices, and any other temporary service equipment that may remain. 1.06 FINAL ADJUSTMENT OF ACCOUNTS A. Submit final statement of accounting to Engineer. B. Statement shall reflect all uncompleted adjustments: 1. Additions and deductions resulting from: a. Previous change orders. b. Cash allowances. c. Unit prices. d. Other Adjustments e. Deductions for Uncorrected Work. f. Penalties and Bonuses. g. Deductions for Liquidated Damages. 2. Unadjusted sum remaining due. 1.07 FINAL APPLICATION FOR PAYMENT A. Contractor shall submit final application in accordance with requirements of Technical Specifications. 1.08 FINAL CERTIFICATE FOR PAYMENT A. Engineer will issue Final Certificate in accordance with the Technical Specifications. B. Should final completion be materially delayed through no fault of Contractor, Engineer may issue a Final Certificate for Payment, in accordance with requirements of Technical Specifications and existing laws. 1.09 POST-CONSTRUCTION INSPECTION A. Prior to expiration one year from Date of Substantial Completion or Final Acceptance, Engineer may make visual inspection of project in company with Owner and Contractor to determine whether correction of work is required, in accordance with requirements of the Technical Specifications. CITY OF PASCO SECTION 01 77 00 CLOSEOUT PROCEDURES NOVEMBER 2020 01 77 00 – 4 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR B. For guarantees beyond one year, Engineer will make inspections at request of Owner, after notification to Contractor. C. Owner will promptly notify Contractor, in writing, of any observed deficiencies. PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION (NOT USED) END OF SECTION 01 77 00 CITY OF PASCO NOVEMBER 2020 01 78 39 - 1 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR SECTION 01 78 39 PROJECT RECORD DOCUMENTS PART 1 – GENERAL 1.01 MAINTENANCE OF DOCUMENTS A. Maintain at job site, one copy of: 1. Contract Drawings. 2. Project Manual. 3. Addenda. 4. Reviewed Shop Drawings. 5. Change Orders. 6. Other Modifications to Contract. 7. Field Test Records B. Store documents apart from documents used for construction. C. Maintain documents in clean, dry, legible condition. D. Do not use record documents for construction purposes. E. Make documents available at all times for inspection by Engineer and Owner. 1.02 RECORDING A. Do not permanently conceal any work until required information has been recorded. B. Keep documents current. C. Contract Drawings: Legibly mark to record actual construction: 1. Depths of various elements of foundation in relation to variances from plan. 2. Horizontal and vertical location of underground utilities and appurtenances and references to permanent surface improvements. 3. Field changes of dimension and detail. 4. Changes made by Change Order or Field Order. 5. Details not on original Contract Drawings. D. Specifications and Addenda: Legibly mark up each Section to record: 1. Changes made by Change Order or Field Order. 2. Other matters not originally specified. CITY OF PASCO SECTION 01 78 39 PROJECT RECORD DOCUMENTS NOVEMBER 2020 01 78 39 – 2 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR 1.03 SUBMITTAL A. At completion of project, deliver record documents to Engineer. B. Accompany submittal with transmittal letter, in duplicate, signed by the Contractor, or their authorized representative. PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION (NOT USED) END OF SECTION 01 78 39 DIVISION 02 EXISTING CONDITIONS 02 01 00 Maintenance of Existing Conditions CITY OF PASCO DIVISION 2 EXISTING CONDITIONS NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR THIS PAGE IS INTENTIONALLY LEFT BLANK. CITY OF PASCO NOVEMBER 2020 02 01 00 - 1 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR SECTION 02 01 00 MAINTENANCE OF EXISTING CONDITIONS PART 1 – GENERAL 1.01 PROTECTION OF PROPERTY AND EXISTING FACILITIES A. Provide all protections necessary to prevent damage to existing property and nearby facilities. B. Only rubber-tired equipment shall be permitted to operate on paved roads. C. Protect existing trees and other vegetation indicated to remain in place against unnecessary cutting, breaking or skinning of roots, skinning and bruising of bark, or smothering of trees by stockpiling materials within dripline. Provide necessary temporary guards to protect trees and vegetation to remain in place. D. The Contractor shall make every effort to minimize damage to and cutting of major tree roots during excavation operations. Provide protection for larger tree roots exposed and/or cut during excavation operations. 1.02 RELATED REQUIREMENTS SPECIFIED ELSEWHERE A. Section 31 20 00 – Earth Moving 1.03 ENVIRONMENTAL PROTECTIONS A. Scope: The Contractor shall provide all labor, materials, equipment and perform all Work required for the protection of the environment during and as a result of construction operations under this contract. B. Applicable Regulations: To prevent and to provide for control of any environmental pollution, the Contractor and the Contractor’s sub-contractors shall comply with all applicable federal, state and local laws and regulations concerning environmental pollution control and abatement, as well as specific requirements elsewhere in the specifications. C. Sub-contractors: Compliance with provisions of this Section by subcontractors will be the responsibility of the Contractor. D. Protection of Land Resources: 1. The Contractor shall give special attention to the effects of the Contractor’s operations upon the surroundings, shall take special care to maintain natural surroundings undamaged and shall conduct the Work at all times in compliance with the following requirements. 2. When Work is completed, all camp, storage and other Contractor buildings and facilities shall be removed, and sites restored to a neat and presentable condition appropriate to the surrounding landscape, unless CITY OF PASCO SECTION 02 01 00 MAINTENANCE OF EXISTING CONDITIONS NOVEMBER 2020 02 01 00 - 2 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR otherwise specified, or facilities are a permanent and ongoing part of the Contractor's operation. All debris resulting from the Contractor's operation shall be removed. 3. Petroleum products, industrial chemicals and similar toxic or volatile materials shall be stored in durable containers approved by the Engineer and located in areas so that any accidental spillage will not drain into any water. Substantial quantities of such materials shall be stored in an area surrounded by containment dikes of sufficient capacity to contain an aggregate capacity of all tanks. E. Protection and Restoration of Property: 1. The Contractor shall be responsible for preservation of all public and private property, monuments, power and telephone lines, other utilities, prevention of damage to the natural environment, etc., where shown or not shown on the Drawings, insofar as they may be endangered by their operations. 2. When or where any direct or indirect damage or injury is done to the public or private property by or on account of any act, omission, neglect or misconduct in the execution of the Work, or in consequence of non- execution thereof on the part of the Contractor. They shall restore, or have restored at the Contractor’s expense, such property to a condition similar and equal to that existing before such damage or injury was done, by repairing, rebuilding, or otherwise restoring same, or they shall make good damage or injury in some other acceptable manner. F. Protection of Water Resources: 1. All Work under this Contract shall be performed in a manner not to create conditions injurious to fish or to their habitat, or which would make the water unsuitable for private, municipal, or industrial use. 2. At all times of the year, special measures shall be taken to prevent chemicals, fuels, oils, grease, bituminous materials, waste washings, herbicides, insecticides, lime, wet concrete, cement, silt or organic or other deleterious material from entering waterways. 3. Wastes, effluents, trash, garbage, oil, grease, chemicals, cement, bitumen, etc., petroleum and chemical products or wastes containing such products shall be disposed of offsite in a lawful manner conforming to all applicable local, state and federal laws. Furnish the Owner with documentation showing compliance with this requirement. 4. Disposal of effluents shall conform to applicable local, state and federal laws. Waters used to wash down equipment shall be disposed of in a manner to prevent their entry into a waterway. If any waste material is dumped in unauthorized areas, the Contractor shall remove material and restore the area to the condition of adjacent, undisturbed area. If necessary, contaminated ground shall be excavated, disposed of as directed by the Engineer and replaced with suitable compacted fill material with surface restored to original condition. G. Dust Control: Dust control shall be required on roads used by the Contractor and other areas as specified below. The Contractor shall maintain all excavations, CITY OF PASCO SECTION 02 01 00 MAINTENANCE OF EXISTING CONDITIONS NOVEMBER 2020 02 01 00 - 3 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR embankments, stockpiles, roads, plant sites, waste areas, borrow areas and all other Work areas within or without the Project boundaries free from dust which would cause a hazard or nuisance to others. Approved, temporary methods of stabilization consisting of sprinkling, chemical treatment, light bituminous treatment or equal methods shall be provided to control dust. If sprinkling is used, the sprinkling must be repeated at such intervals as to keep all parts of disturbed areas at least damp at all times. H. Temporary Water Pollution/Erosion Controls: 1. The Contractor shall provide for prevention, control and abatement of soil erosion and water pollution within the limits of the Project. This Work is intended to prevent and/or minimize damage to adjacent bodies of water and the Work itself. 2. The Contractor shall coordinate these temporary soil erosion/water pollution control measures with the permanent drainage and erosion control Work to ensure effective and continuous controls are maintained throughout the life of the Project. 3. The Contractor shall develop a written spill prevention and response plan for construction activities adjacent to/and over any surface waters and/or wetlands. “Adjacent” means within 150’ as measured on a horizontal plane. I. Narrative description of the proposed construction methods, materials, and equipment to be used for the Work J. Assessment and listing of hazardous materials and/or potential contaminants that could be released during execution of the Work K. MSDS sheets with cleanup instructions for all potential contaminants L. Spill response/cleanup materials and instructions for their use M. Procedures and precautions to prevent spills N. Spill response training for onsite personnel, including the location of the containment and cleanup materials at the site O. Emergency notification in case of a spill or release. The Facility Manager and City Construction Inspector must be included on the list of those who must be notified. 1. The spill prevention and response plan shall comply with all applicable codes and ordinances and a copy submitted to the Engineer before commencing any Work adjacent to or over any waters and/or wetlands. P. Emergency Spill Response Notification 1. Under state law, Ecology must be notified when any amount of regulated waste or hazardous material that poses an imminent threat to life, health, or the environment is released to the air, land, or water, or whenever oil is spilled on land or to waters of the state. The spiller is always responsible for reporting a spill. Failure to report a spill in a timely manner may result in enforcement actions. If you are not responsible for a spill, making the initial notification does not make you liable for the spill. However, please consult with Ecology’s response team before attempting any type of response or cleanup. CITY OF PASCO SECTION 02 01 00 MAINTENANCE OF EXISTING CONDITIONS NOVEMBER 2020 02 01 00 - 4 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR 2. If oil or hazardous materials are spilled to state waters, the spiller must notify both federal and state spill response agencies. The federal agency is the National Response Center at 1-800-424-8802. For state notification, call the Washington Emergency Management Division (EMD) at 1-800-258-5990 or 1-800-OILS-911 AND the appropriate Ecology regional office for your county (see numbers below). An Ecology spill responder will normally call the reporting party back to gather more information. The agency will then determine its response actions. 3. Ecology Regional Spill Reporting Numbers: a. Eastern Regional Office (Adams, Asotin, Columbia, Ferry, Franklin, Garfield, Grant, Lincoln, Pend Oreille, Spokane, Stevens, Walla Walla, and Whitman counties): Phone: 509-329-3400 Location: 4601 N. Monroe, Spokane, WA 99205-1295 4. The Engineer and Owner shall be notified in conjunction with Ecology. 1.04 PROTECTION OF WORK A. Protect all Work, materials and equipment against damage, weather conditions, or any other hazards. Equipment, Work or materials found damaged or in other than new condition will be rejected by the Engineer. 1.05 REMOVAL AND REPLACEMENT OF OWNER ITEMS A. Should, during the life of the proposed Work, any Owner items interfere with the proper construction process, the Contractor shall remove and reinstall such items to the satisfaction of the Engineer. All costs incurred by the Contractor for this Work shall be incidental to the contract. 1.06 USE OF PARKING AND STAGING AREAS A. The Contractor will be authorized to use only those areas identified on the Drawings and only during active inclusive dates of the Contract period. B. Contractor vehicle and equipment parking shall be only as designated by the Engineer. 1.07 ROADWAY CLOSURE A. Road closures must be approved at least 48 hours in advance. The Contractor shall supply all necessary barricades, etc., to effectively prevent automotive traffic from entering upon any traveled way while trenches are open, except as necessary, unless appropriate safety measures are taken. 1.08 UTILITIES A. Existing subsurface utilities on the Project are represented on the Contract Drawings to the best of the Owner’s knowledge. However, it is the Contractor's responsibility to verify the existence of these, or any other utilities, and to determine the exact location and depth. Use of the utilities shall be maintained during construction through temporary connections or other measures suitable to CITY OF PASCO SECTION 02 01 00 MAINTENANCE OF EXISTING CONDITIONS NOVEMBER 2020 02 01 00 - 5 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR the Owner. No extra compensation will be made for removal, temporary connections, relocations, or replacement of utilities. 1.09 SERVICE OUTAGES A. Contractor shall coordinate and schedule outages for water and sewer service connections/repairs with the Owner. PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION (NOT USED) END OF SECTION 02 01 00 CITY OF PASCO SECTION 02 01 00 MAINTENANCE OF EXISTING CONDITIONS NOVEMBER 2020 02 01 00 - 6 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR THIS PAGE IS INTENTIONALLY LEFT BLANK. DIVISION 31 EARTHWORK 31 20 00 Earth Moving CITY OF PASCO DIVISION 31 EARTHWORK NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR THIS PAGE IS INTENTIONALLY LEFT BLANK. CITY OF PASCO NOVEMBER 2020 31 20 00 - 1 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR SECTION 31 20 00 EARTH MOVING PART 1 – GENERAL 1.01 DESCRIPTION A. Scope: 1. This section specifies earthwork which consists of excavation, filling, compaction, grading, and disposal of surplus material to repair an existing earthen embankment to original shape and slope. 2. Suitable surplus material from excavation shall be stockpiled onsite at a location approved by the Owner. All costs for hauling and final grading of the stockpiles are considered incidental to the contract. 3. Unless the new imported fill material has a specific unit price bid item, all costs associated with furnishing and placing materials per the contract documents are considered incidental to the contract. B. Definitions: 1. Compaction: The degree of compaction is specified as percent compaction. Maximum or relative densities refer to dry soil densities obtainable at optimum moisture content. 2. Excavation Slope: Excavation slope shall be defined as an inclined surface formed by removing material from below existing grade. 3. Embankment Slope: Embankment slope shall be defined as an inclined surface formed by placement of material above existing grade. 1.02 QUALITY ASSURANCE A. References: 1. This section contains references to the following documents which are a part of this section as specified and modified. In case of conflict between the requirements of this section and the listed documents, the requirements of this section shall prevail. CITY OF PASCO SECTION 31 20 00 EARTH MOVING NOVEMBER 2020 31 20 00 - 2 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR Reference Title ASTM C136 Standard Method for Sieve Analysis of Fine and Coarse Aggregates ASTM D1557 Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort. ASTM D2922 Test Method for Density of Soil and Soil- Aggregate in Place by Nuclear Methods (Shallow Depth) ASTM D3017-88 Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth) WSDOT Standard Specifications for Road, Bridge, and Municipal Construction 2. Geotechnical report is included in Appendix B for Contractor reference. B. Tests: 1. The Contractor will take samples and perform moisture content, gradation, compaction, and density tests during placement of backfill materials to check compliance with these specifications. The Contractor shall remove surface material at locations designated by the Engineer and provide all work necessary for sampling and testing. The Engineer may direct the Contractor to construct inspection trenches in compacted or consolidated backfill to determine that the Contractor has complied with these specifications. All costs for sampling and testing shall be included in bid items in the bid schedule. No separate payment will be made. 2. Tests will be made in accordance with the following: Test Standard Procedure Moisture Content ASTM D3017 Gradation ASTM C136 Density In-Place ASTM D2922 Moisture-Density Relationships ASTM D1557 1.03 SUBMITTALS A. Samples of fill materials to be used shall be submitted 10 days in advance of use. Samples shall consist of 0.5 cubic feet of each type of material. Contractor shall submit samples for Filter Zone Material and imported embankment material. PART 2 – PRODUCTS 2.01 FILL MATERIALS A. Filter Zone Material: 1. Filter Zone material shall be used for bedding for pipes place through the embankment and shall consist of silty sand to sand with silt and conform CITY OF PASCO SECTION 31 20 00 EARTH MOVING NOVEMBER 2020 31 20 00 - 3 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR to the following gradation. Aggregate meeting the WSDOT Standard Specification Section 9-03.(12) Class 1 Fine Grading Aggregate for Concrete is acceptable as Filter Zone material. Filter Zone material shall be imported and consist of hard, durable, rounded to subrounded, naturally occurring gravelly sand. U.S. Standard Sieve Size Percent By Weight Passing 1 inches 100 ½ inches 90 - 100 3/8 inches 85-100 No. 4 70-100 No. 8 55-100 No. 16 40-100 No. 30 23-70 No. 50 10-47 No. 100 0-27 No. 200 0-5 B. Embankment/Structural Fill Material: 1. Embankment/Structural fill material should be free from debris, organic material, and any other deleterious material. Fill placed to repair the embankment may consist of existing Hf and Qfg4 soils. If import material is required for embankment prism, silty sand to poorly Graded Sand with silt. Imported material shall be 2-inch minus, pit run sand and gravel with less than 5% to 12% fines. Import material shall be approved by the engineer prior to placement. PART 3 – EXECUTION 3.01 GENERAL A. Embankment Repair: 1. The area of failure shall be over-excavated to undisturbed native subgrade soils on the bottom, and undisturbed embankments to the sides, then replaced with native or imported embankment/structural fill. The existing, undisturbed embankment shall be benched/terraced to integrate the repair fill with existing embankment materials in accordance with the plans and details. 2. Prepared subgrade shall be proof rolled to observe yielding conditions. Areas of inadequate performance, as observed by the engineer or their representative shall be excavated and replaced with embankment/Structural material prior to placing additional embankment/structural fill. 3. Where the undisturbed condition of natural soils is inadequate for support of the planned construction, the Engineer will direct the Contractor to over-excavate to adequate supporting soils. The excavated space shall CITY OF PASCO SECTION 31 20 00 EARTH MOVING NOVEMBER 2020 31 20 00 - 4 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR be filled to the specified elevation with approved embankment/structural fill material. 4. Fill material shall be placed in maximum 6 – 8 inch loose lifts and uniformly moisture conditions to within 2% of optimum and compacted in in lifts to 95% of ASTM D1557, Method D modified proctor to a dense and unyielding condition. B. Settlement Monitoring 1. The contractor shall install settlement monitoring plates along the embankment repair area and optical survey points along the embankment (outside of potential access routes) to monitor embankment performance during and after construction. The settlement monitoring plates and optical survey points shall be constructed to monitor both subgrade and overall embankment settlement. 2. Two settlement monitoring plates shall be required and extend through the embankment fill. One at the undisturbed cut subgrade elevation of approximately elevation 540 and the second monitoring plate placed relatively shallow within the embankment fill at approximately elevation 552. 3. The contractor shall install optical survey points consisting of PK nails or survey targets placed orthogonally over the embankment at spacing of 10 feet measured across the embankment crest and extend a distance equal to at least one-half the over excavation depth. 4. The cost to furnish and install the settlement monitoring plates and extend through the fill and optical survey points shall be considered incidental to the cost to complete the embankment repair and no specific bid item is provided. C. Surplus Material: 1. Surplus excavated material shall be considered suitable for stockpiling if it is free of human garbage or waste, woody debris or scrap lumber (natural or manmade) and has low water content. Soil that meets all conditions except water content, may be drained or dried and then stockpiled at the local pit. 2. Surplus excavated material that is unsuitable for stockpiling on the borrow site west of the project site shall be disposed of offsite in accordance with applicable ordinances and environmental requirements. 3. Material shall not be stockpiled to a depth greater than 5 feet above finished grade within 25 feet of any excavation or structure except for those areas designated to be pre-consolidated. For these areas, the depth of stockpiled material shall be as specified. The Contractor shall maintain stability of the soil adjacent to any excavation. 4. Any materials stockpiled for reuse must be protected from wind or rain erosion, by covering with tarps or other effective methods. CITY OF PASCO SECTION 31 20 00 EARTH MOVING NOVEMBER 2020 31 20 00 - 5 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR D. Hauling: 1. When hauling offsite, the loads shall be trimmed and the vehicle shelf areas shall be cleaned after each loading. 2. When hauling is done over highways or city streets, the loads shall be trimmed and the vehicle shelf areas shall be cleaned after each loading. The loads shall be watered after trimming to eliminate dust. E. Finish Grading: 1. Finished surfaces shall be smooth, compacted and free from irregularities. The degree of finish shall be that normally obtainable with a blade-grader. 2. Finished grade shall be as specified by the contours plus or minus 0.10 foot except where a local change in elevation is required to match existing grades of the dike access road. 3. When the work is in an intermediate stage of completion, the lines and grades shall be as specified plus or minus 0.5 foot to provide adequate drainage. 4. Finished grading for the stockpiled materials shall be as specified in the contract documents. F. Control of Erosion: 1. The Contractor shall maintain earthwork surfaces true and smooth and protected from erosion. Where erosion occurs, the Contractor shall provide fill or shall excavate as necessary to return earthwork surfaces to the grade and finish specified. G. Wet Weather Construction: 1. The site soils contain significant fines and are moisture sensitive. Wet weather construction recommendations are provided in section 6.2 of the Geotechnical Report included in Appendix B. The recommendations listed shall be adhered to by the contractor to maintain the integrity of the embankment repair construction. 3.02 CLASSIFICATION OF FILL A. Fill material shall be placed in horizontal layers and compacted with power operated tampers, rollers, idlers, or vibratory equipment. B. Material type, maximum layer depth, relative compaction, and general application are specified below. 1. Filter Zone Material - shall be place in accordance with the typical pipe bedding detail provided in the contract plans and completed to 95% minimum of maximum dry density per ASTM D 1557. 2. Embankment/Structural Fill Material – shall be placed in accordance with typical details provided on the contract plans and completed to 95% minimum of maximum dry density per ASTM D 1557. CITY OF PASCO SECTION 31 20 00 EARTH MOVING NOVEMBER 2020 31 20 00 - 6 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR B. General: 1. The Engineer will maintain control of the use of imported materials for fill. 2. Use native materials as fill only after approval by the Engineer. 3.03 EARTHWORK FOR STRUCTURES A. Structure Excavation: 1. Except as otherwise shown or specified, any method of excavation within the work limits and easements shown may be used which meets the intent of the Contract Documents and does not damage adjacent improvements. 2. The bottom shall not be more than 0.15-foot above or below the lines and grades specified. If the elevation of structure excavation is not specified, the excavation shall be not more than 0.15-foot above or below the elevation specified for fill material below the structure. Vary slopes no more than 0.2-foot from the specified grade unless the excavation is in rock where the maximum variation shall be 0.5 feet. 3. If the excavation is carried below the lines and grades specified on the Drawings or if the bottom of the excavation is disturbed because of the Contractor’s operations and requires additional excavation and backfill, fill such excavated space to the proper elevation with Embankment /Structural fill or other Engineer approved backfill. 4. Sheeting, shoring, or bracing, when required: Per Section 5.3 of the Geotechnical Report in Appendix A. B. Foundation Treatment: 1. Whenever any structure excavation is substantially completed to grade, notify the Engineer, for inspection of the foundation. C. Over-excavation: 1. Where the undisturbed condition of natural soils is inadequate for support of the planned construction, over-excavate the area to a depth directed by the Engineer. 2. Fill the excavated space to the specified elevation with class backfill shown on the Drawings or an Engineer approved backfill. 3. The quantity and placement of such material will be paid for as specified in Section 01 20 00 – Price and Payment Procedures. D. Excavated Material: 1. Stockpile suitable surplus excavated material onsite if approved by the Owner. Stockpiling of unsuitable materials will not be permitted on site. 2. Do not stockpile material to a depth greater than 5 feet above foundation grade within 25 feet of any excavation or structure. Use construction methods which preserve the stability of the soil adjacent to any excavation. CITY OF PASCO SECTION 31 20 00 EARTH MOVING NOVEMBER 2020 31 20 00 - 7 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR 3. Protect any materials stockpiled for reuse from wind, rain, or erosion, by covering with tarps or other approved methods. 3.04 FINISH GRADE A. Grade all areas covered by the work, including excavated and filled sections and transition areas, uniformly to the elevations shown. B. Finish surface reasonably smooth, compacted, and free from any irregular surface changes and free draining. C. The surface of areas to be paved on which a base course is to be placed: Vary not more than 0.05-foot from established grade and cross section. END OF SECTION 31 20 00 CITY OF PASCO SECTION 31 20 00 EARTH MOVING NOVEMBER 2020 31 20 00 - 8 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR THIS PAGE IS INTENTIONALLY LEFT BLANK. DIVISION 33 UTILITIES 33 05 16 Manholes, Catch Basins, and Precast Vaults 33 31 13.01 Ductile Iron Pipe 33 32 17 Textured HDPE Liner: Manufacture, Installation, and Testing CITY OF PASCO DIVISION 33 UTILITIES NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR THIS PAGE IS INTENTIONALLY LEFT BLANK. CITY OF PASCO NOVEMBER 2020 33 05 16 - 1 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR SECTION 33 05 16 MANHOLES, CATCH BASINS, AND PRECAST VAULTS PART 1 – GENERAL 1.01 DESCRIPTION A. An existing 48 inch manhole is used to drain the 35 MG pond and is equipped with a pumping system and forcemain installed in the dike access road. This manhole and a portion of the forcemain lie within the dike repair excavation limits. The contractor shall protect the manhole structure and pipeline to remain in its current location. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Section 31 20 00 – Earth Moving PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION 3.01 INSTALLATION A. Manholes Protection: 1. The contractor shall excavated completely around the manhole structure so as not to create uneven soil loading which could cause the structure to move and/or collapse. 2. Contractor shall support the forcemain piping and protect against damage during the excavation and embankment repairs. 3. All costs to work to retain the manhole and forcemain and protect against damage during the embankment repairs shall be incidental to other bid items and no bid item will be provided for this work. END OF SECTION 33 05 16 CITY OF PASCO NOVEMBER 2020 33 31 13.01 - 1 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR SECTION 33 31 13.01 DUCTILE IRON PIPE PART 1 – GENERAL 1.01 DESCRIPTION A. This section specifies ductile iron pipe, ductile – or gray-iron fittings, and gaskets for the Overflow pipeline in the embankment between the 8 MG and 35 MG ponds, where shown on the Plans. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Section 31 20 00 – Earth Moving 1.03 QUALITY ASSURANCE A. Referenced standards: REFERENCE TITLE ASTM A716 Ductile-Iron Culvert Pipe ASTM C150 Portland Cement ASTM C216 Heat-Shrinkable Cross-Linked Polyolefin Coatings for the Exterior of Special Sections, Connections, and Fittings for Steel Water Pipelines AWWA C104/A21.4 Cement-Mortar Lining for Ductile Iron Pipe and Fittings for Water AWWA C110/A21.10 Ductile Iron and Gray Iron Fittings, 3 Inches through 48 Inches, for Water and Other Liquids. AWWA C111/A21.11 Rubber-Gasket Joints for Ductile Iron Pressure Pipe and Fittings AWWA C150/A21.50 Thickness Design of Ductile Iron Pipe AWWA C151/A21.51 Ductile Iron Pipe, Centrifugally Cast for Water or Other Liquids AWWA C209 Cold-Applied Tape Coatings for the Exterior of Special Sections, Connections, and Fittings for Steel Water Pipelines. AWWA C600 Installation of Ductile Iron Water Mains and Their Appurtenances CITY OF PASCO SECTION 33 31 13.01 DUCTILE IRON PIPE NOVEMBER 2020 33 31 13.01 - 2 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR 1.04 SUBMITTALS A. Shop drawings and equipment data: 1. Certification that each length of pipe has been pressure tested and has satisfactorily passed such tests. 2. Certifications specified in the following documents: a. AWWA C151, Section 51-5. b. ASTM A716, Paragraph 4.2 c. AWWA C110, Section 10-11 d. AWWA C111, Section 11-7 e. AWWA C115, Section 15-4 3. Thrust restraint calculations and drawings. 4. Design calculations for pipe strengths 5. Deflection calculations for joints. PART 2 – PRODUCTS 2.01 GENERAL A. Pipe shall be thickness Class 50. Design, materials, and manufacture shall comply with the following documents: 1. Thickness design: AWWA C150. 2. Manufacturing requirements: a. Water or other liquid: AWWA C151. 3. Gravity service pipe: ASTM A716. 4. Joints: a. Rubber gasket: AWWA C111. b. Threaded flange: AWWA C115. 5. Fittings: AWWA C110. 6. Cement-mortar lining: Double thickness lining per AWWA C104. 2.02 MATERIALS A. Gaskets: 1. Gasket stock: A synthetic rubber compound in which the elastomer is neoprene. 2. Compound: Contain not less than 50 percent by volume neoprene and free from reclaimed rubber and other deleterious substances. 3. Comply with AWWA C111. CITY OF PASCO SECTION 33 31 13.01 DUCTILE IRON PIPE NOVEMBER 2020 33 31 13.01 - 3 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR B. Flange Assemblies: 1. Flange assemblies: Comply with AWWA C111. 2. Corrosion-resistant bolts and nuts for use with ductile iron joints are an acceptable substitute for alloyed bolts and nuts. 3. Galvanized or cadmium-plated steel bolts and nuts are not acceptable substitutes for stainless steel. C. Joints: 1. Push-on and mechanical joints: Mark the plain ends of push-on pipe and mechanical joint pipe with paint to show the required depth of penetration for making the joint. 2. Mechanically restrained joints: a. Designed to allow separation and removal of the joint after installation. b. Internal restraints are not acceptable. 3. Restrained joint pipe: a. Mechanical joint restraint and restrained flange adapters shall be installed on pipe and fittings as indicated on the plans and shall be made of ductile iron conforming to ASTM A536, capable of deflection during assembly and shall be Uni-Flange Series 1400 or approved equal. D. Flexible Couplings: 1. Use for connection between plain end pipe of same or different material. 2. Sleeve: Gray iron ASTM A126 Class B or ductile iron ASTM A536. Ends have a smooth inside taper for uniform gasket seating. 3. Followers: Ductile Iron ASTM A536. 4. Gaskets: Grade 30 specially compounded rubber of all new materials. 5. Bolts and Nuts: High strength low alloy steel with heavy, semi-finished hexagon nuts to AWWA C111 (ANSI A21-11.) 2.03 MAGNETIC UNDERGROUND UTILITY WARNING TAPE A. Magnetic underground plastic warning tape markers, bright colored, continuous printed plastic tape with metallic backing, intended for direct-burial service; not less than 6 inches wide x 4 mils thick. PART 3 – EXECUTION 3.01 INSTALLATION A. Piping Runs: 1. Following piping runs shown on the Drawings as closely as possible. B. Pipe Installation: In accordance with AWWA C600. CITY OF PASCO SECTION 33 31 13.01 DUCTILE IRON PIPE NOVEMBER 2020 33 31 13.01 - 4 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR C. Make connections to structures and manholes so that the finished work will conform as nearly as practicable to the requirements specified for the new manholes, including necessary concrete work, cuttings, and shaping. D. Concrete mortar shaping within any structure and manhole: as specified. E. Conduct all pressure tests in the presence of the Engineer. F. Thrust Restraints: 1. Use restrained joints. To ensure adequate restraint, restrain the pipe joints as recommended by the manufacturer. 3.02 PIPE BEDDING A. Filter Zone Material: Material shall be described in Section 31 20 00 – Earth Moving. Bedding shall be placed in more than one lift. The first lift to provide at least four (4) inch thickness under any portion of the pipe shall be placed before the pipe is installed and shall be spread smoothly so that the pipe is uniformly supported along the barrel. Subsequent lifts of not more than six (6) inch thickness shall be placed to six (6) inches over the crown of the pipe and individually compacted to 95% of maximum density. B. Costs of bedding and installation shall be incidental to other bid items. 3.03 PIPE LAYING A. Laying of all pipes shall be accomplished to the proper line and grades, only after the trench has been dewatered and the bedding has been prepared. Mud, silt, gravel, and other foreign material shall be kept out of the pipe and off the jointing surfaces. B. All pipe laid shall be retained in position by mechanical means or otherwise, as to maintain alignment and joint closure until sufficient backfill has been completed to adequately hold the pipe in place. All pipes shall be laid to conform to the prescribed line and grade shown on the Plans. C. As the pipe is installed, it shall be backfilled with the specified bedding material and selected native material up to an elevation six (6) inches above the pipe crown, taking care that the backfill is in contact with the entire periphery of the pipe. The backfill shall be so carefully placed and firmly compacted that the subsequent backfilling operations will not disturb the pipe. 3.04 PIPE JOINTING A. All extensions, additions, and revisions of the new pipe system, unless otherwise specified, shall be made with pipe jointed by means of a flexible gasket which shall be fabricated and installed in accordance with these Specifications. B. Pipe handling after the gasket has been affixed shall be carefully controlled to avoid disturbed the gasket and knocking it out of position, or loading it with dirt or other foreign material. Any gaskets so disturbed shall be removed and replaced, cleaned and lubricated if required before the jointing is attempted. C. Care shall be taken to properly align the pipe before joints are entirely forced home. During insertion of the tongue or spigot, the pipe shall be partially CITY OF PASCO SECTION 33 31 13.01 DUCTILE IRON PIPE NOVEMBER 2020 33 31 13.01 - 5 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR supported by hand, or sling to minimize unequal lateral pressure on the gasket and to maintain concentricity until the gasket is properly positioned. D. Sufficient pressure shall be applied in making the joint to assure that it is home, as described in the installation instruction provided by the pipe manufacturer. Sufficient restraint shall be applied to the line to assure that joints once home are held so, until fill material under and alongside the pipe has been sufficiently compacted. 3.05 FIELD QUALITY CONTROL A. After backfilling and restoration of surface, clean pipelines. END OF SECTION 33 31 13.01 CITY OF PASCO NOVEMBER 2020 33 32 17 - 1 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR SECTION 33 32 17 TEXTURED HDPE LINER: MANUFACTURE, INSTALLATION, AND TESTING PART 1 – GENERAL 1.01 SCOPE A. This specification covers the technical requirements for the Manufacturing, furnishing and installation of the geomembrane. All materials will meet or exceed the requirements of this specification, and all work will be performed in accordance with the procedures provided in these project specifications. 1.02 REFERENCES A. American Society for Testing and Materials (ASTM) D 1004 Test Method for Initial Tear Resistance (Graves Tear) of Plastic Film and Sheeting D 1238 Standard Test Method for Melt Flow Rates of Thermoplastics by Extrusion Plastometer D 1505 Test Method for Density of Plastics by the Density-Gradient Technique D 1603 Test Method for Carbon Black Content in Olefin Plastics D 3895 Standard Test Method for Oxidative-Induction Time of Polyolefins by Differential Scanning Calorimetry D 4218 Standard Test Method for Determination of Carbon Black Content in Polyethylene Compounds by Muffle-Furnace Technique D 4833 Standard Test Method for Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products D 5199 Standard Test Method for Measuring the Nominal Thickness of Geosynthetics D 5397 Standard Test Method for Evaluation of Stress Crack Resistance of Polyolefin Geomembranes Using Notched Constant Tensile Load Test D 5596 Standard Test Method for Microscopic Evaluation of the Dispersion of Carbon Black in Polyolefin Geosynthetics D 5994 Standard Test Method for Measuring Core Thickness of Textured Geomembranes D 6392 Standard Test Method for Determining the Integrity of Nonreinforced Geomembrane Seams Produced Using Thermo-Fusion Methods CITY OF PASCO SECTION 33 32 17 TEXTURED HDPE LINER: MANUFACTURE, INSTALLATION, AND TESTING NOVEMBER 2020 33 32 17 - 2 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR D 6693 Standard Test Method for Determining Tensile Properties of Nonreinforced Polyethylene and Nonreinforced Flexible Polypropylene Geomembranes GRI GM8 Measurement of the Core Thickness of Textured Geomembranes GRI GM-14 Exercise Method of Attributes D 7240 Standard Practice for Leak Location using Geomembranes with an Insulating Layer in Intimate Contact with a Conductive Layer via Electrical Capacitance Technique (Conductive Geomembrane Spark Test) B. Geosynthetic Research Institute GRI GM 13 Test Methods, Test Properties, and Testing Frequency for High Density Polyethylene (HDPE) Smooth and Textured Geomembranes C. Related Work Specified Elsewhere 1. Section 31 20 00 Earth Moving 1.03 DEFINITIONS A. Lot — A quantity of resin (usually the capacity of one rail car) used in the manufacture of geomembranes. Finished roll will be identified by a roll number traceable to the resin lot used. B. Construction Quality Assurance Consultant (Consultant) — Party, independent from Manufacturer and Installer that is responsible for observing and documenting activities related to quality assurance during the lining system construction. C. Engineer — The individual or firm responsible for the design and preparation of the project’s Contract Drawings and Specifications. D. Geomembrane Manufacturer (Manufacturer) — The party responsible for manufacturing the geomembrane rolls. E. Geosynthetic Quality Assurance Laboratory (Testing Laboratory) — Party, independent from the Owner, Manufacturer and Installer, responsible for conducting laboratory tests on samples of geosynthetics obtained at the site or during manufacturing, usually under the direction of the Owner. F. Installer — Party responsible for field handling, transporting, storing, deploying, seaming and testing of the geomembrane seams. G. Panel — Unit area of a geomembrane that will be seamed in the field that is larger than 100 ft2 H. Patch — Unit area of a geomembrane that will be seamed in the field that is less than 100 2 I. Subgrade Surface — Soil layer surface which immediately underlies the geosynthetic material(s). CITY OF PASCO SECTION 33 32 17 TEXTURED HDPE LINER: MANUFACTURE, INSTALLATION, AND TESTING NOVEMBER 2020 33 32 17 - 3 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR 1.04 PRODUCT A. Contractor shall furnish and install textured, 60 mil. HDPE liner in accordance with the plans and these specifications. The extent of the liner repairs is estimated in the contract plans but shall be verified in the field by the contractor and this information included on shop drawings. The contractor shall provide sand filled ballast tubes per the manufacturer’s recommendations to prevent liner uplift when storage ponds are not in use. 1.05 SUBMITTALS POST-AWARD A. Furnish the following product data, in writing, to Engineer prior to installation of the geomembrane material: 1. Resin Data shall include the following. a. Certification stating that the resin meets the specification requirements (see Table 1.9B). 2. Geomembrane Roll a. Statement certifying no recycled polymer and no more than 10% rework of the same type of material is added to the resin (product run may be recycled). B. The Installer shall furnish the following information to the Engineer and Owner prior to installation: 1. Installation layout drawings a. Must show proposed panel layout including field seams and details b. Must show sand filled ballast tubes to prevent uplift. c. Must be approved prior to installing the geomembrane 2. Approved drawings will be for concept only and actual panel placement will be determined by site conditions. 3. Installer’s Geosynthetic Field Installation Quality Assurance Plan C. The Installer will submit the following to the Engineer upon completion of installation: 1. Certificate stating the geomembrane has been installed in accordance with the Contract Documents 2. Material and installation warranties 3. As-built drawings showing actual geomembrane placement and seams including typical anchor trench detail 1.06 QUALITY ASSURANCE A. The Owner will engage and pay for the services of the Engineer to observe the installation of HDPE liner. CITY OF PASCO SECTION 33 32 17 TEXTURED HDPE LINER: MANUFACTURE, INSTALLATION, AND TESTING NOVEMBER 2020 33 32 17 - 4 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR 1.07 QUALIFICATIONS A. Manufacturer 1. Geomembrane shall be manufactured to Geosynthetics Institute Standard Specifications GRI Test Method GM13. 2. Manufacturer shall have manufactured a minimum of 10,000,000 square feet of polyethylene geomembrane during the last year. B. Installer 1. Installer shall have installed a minimum of 2,000,000 square feet of HDPE geomembrane during the 5 last years. 2. Installer shall have worked in a similar capacity on at least 5 projects similar in complexity to the project described in the contract documents, and with at least 100,000 square feet of HDPE geomembrane installation on each project. 3. The Installation Supervisor shall have worked in a similar capacity on projects similar in size and complexity to the project described in the Contract Documents. 4. The Installer shall provide a minimum of one Master Seamer for work on the project. a. Must have completed a minimum of 100,000 lineal feet of geomembrane seaming work within the past 5 years using the type of seaming apparatus proposed for the use on this Project. 1.08 MATERIAL LABELING, DELIVERY, STORAGE AND HANDLING A. Labeling — Each roll of geomembrane delivered to the site shall be labeled by the Manufacturer. The label will identify: 1. manufacturer’s name 2. product identification 3. thickness 4. length 5. width 6. roll number B. Delivery — Rolls of liner will be prepared to ship by appropriate means to prevent damage to the material and to facilitate off-loading. C. Storage — The onsite storage location for geomembrane material shall adhere to ASTM D7865-13 Standard Guide for Identification, Packaging, Handling, Storage, and Deployment of Fabricated Geomembrane Panels. 1.09 WARRANTY A. Material shall be warranted, on a pro-rata basis against Manufacturer’s defects for a period of 20 years from the date of completion of geomembrane installation. CITY OF PASCO SECTION 33 32 17 TEXTURED HDPE LINER: MANUFACTURE, INSTALLATION, AND TESTING NOVEMBER 2020 33 32 17 - 5 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR B. Installation shall be warranted against defects in workmanship for a period of 2 year from the date of completion of geomembrane installation. 1.10 GEOMEMBRANE PROPERTIES A. Material shall be textured polyethylene geomembrane as shown on the drawings. B. Manufacturer shall produce liner for this project in compliance with test methods specified in GRI Test Method GM-13. C. Resin 1. Resin shall be new, first quality, compounded and manufactured specifically for producing geomembrane. 2. Natural resin (without carbon black) shall meet the following requirements: Table 1: Raw Material Properties Property Test Method HDPE Density (g/c 3) ASTM D 1505 »0.932 Melt Flow Index (g/10 min) ASTM D 1238 (190/2.16) <1.0 OIT (minutes) ASTM D 3895 (1 atm/200°C) »100 D. Geomembrane Rolls 1. Do not exceed a combined maximum total of 1 percent by weight of additives other than carbon black. 2. Geomembrane shall be free of holes, pinholes as verified by on-line electrical detection, bubbles, blisters, excessive contamination by foreign matter, and nicks and cuts on roll edges. 3. Geomembrane material is to be supplied in roll form. Each roll is to be identified with labels indicating roll number, thickness, length, width and Manufacturer. 4. All liner sheets produced at the factory shall be inspected prior to shipment for compliance with the physical property requirements listed in section 1.09 D and be tested by an acceptable method of inspecting for pinholes. If pinholes are located, identified and indicated during manufacturing, these pinholes may be corrected during installation. E. Textured surfaced geomembrane shall meet the requirements shown in the following data sheets below. Table 2: Textured HDPE Geomembrane Tested Property Test Method Frequency Minimum Average Values 60 mil Thickness, mil Lowest individual reading ASTM D 5994 every roll 60 54 Density, g/c 3 ( min.) ASTM D 1505 200,000 lbs 0.940 CITY OF PASCO SECTION 33 32 17 TEXTURED HDPE LINER: MANUFACTURE, INSTALLATION, AND TESTING NOVEMBER 2020 33 32 17 - 6 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR Table 2: Textured HDPE Geomembrane Tested Property Test Method Frequency Minimum Average Values Tensile Properties (each direction) ASTM D 6693, Type IV Strength at Break, lb/in- width Dumbbell, 2 ipm 90 Strength at Yield, lb/in- width 126 Elongation at Break, % G.L. 2.0 in 100 Elongation at Yield, % G.L. 1.3 in 20,000 lbs 12 Tear Resistance, lb ASTM D 1004 45,000 lbs 42 Puncture Resistance, lb ASTM D 4833 45,000 lbs 90 Carbon Black Content, % (Range) ASTM D 1603*/4218 20,000 lbs 2.0 — 3.0 Carbon Black Dispersion ASTM D 5596 45,000 lbs Note 1) Asperity Height, mil ASTM D 7466 second roll 18 60 mil Notch Constant Tensile Load, hr ASTM D 5397, Appendix 200,000 lbs 500 Oxidative Induction Time, min ASTM D 3895, 200°C; O2. 1 atm 200,000 lbs »100 Roll Length 2) Double-Sided Textured Single-Sided Textured 520 520 Roll Width(2)d ft 22.5 Roll Area, ft' Double-Sided Textured Single-Sided Textured 15,750 12,150 NOTES: (1 Dispersion only applies to near spherical agglomerates. 9 of 10 views shall be Category 1 or 2. No more than one view from Category 3. (2) RoII lengths and widths have a tolerance of ? 1%. * Modified. F. Extrudate Rod or Bead 1. Extrudate material shall be made from same type resin as the geomembrane. 2. Additives shall be thoroughly dispersed. 3. Materials shall be free of contamination by moisture or foreign matter. 1.11 EQUIPMENT A. Welding equipment and accessories shall meet the following requirements: 1. Gauges showing temperatures in apparatus such as extrusion welder or fusion welder shall be present. 2. An adequate number of welding apparatus shall be available to avoid delaying work. CITY OF PASCO SECTION 33 32 17 TEXTURED HDPE LINER: MANUFACTURE, INSTALLATION, AND TESTING NOVEMBER 2020 33 32 17 - 7 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR 3. Power source must be capable of providing constant voltage under combined line load. 1.12 DEPLOYMENT A. Shall adhere to ASTM D7865-13 Standard Guide for Identification, Packaging, Handling, Storage, and Deployment of Fabricated Geomembrane Panels B. Assign each panel a simple and logical identifying code. The coding system shall be subject to approval and shall be determined at the job site. C. Visually inspect the geomembrane during deployment for imperfections and mark faulty or suspect areas. D. Deployment of geomembrane panels shall be performed in a manner that will comply with the following guidelines: 1. Geomembranes shall be installed according to the following site-specific specifications. Methods and equipment used to deploy panels must not damage the geomembrane or the supporting subgrade. 2. Unroll geomembrane using methods that will not damage geomembrane and will protect underlying surface from damage (spreader bar, protected equipment bucket). 3. Place ballast (commonly sandbags) on geomembrane which will not damage geomembrane to prevent wind uplift. 4. Personnel walking on geomembrane shall not engage in activities or wear shoes that could damage it. Smoking will not be permitted on the geomembrane. 5. Do not allow heavy vehicular traffic directly on geomembrane. Rubber- tired ATV’s and trucks are acceptable if wheel contact is less than 8 psi. 6. Protect geomembrane in areas of heavy traffic by placing protective cover over the geomembrane. E. Sufficient material (slack) shall be provided to allow for thermal expansion and contraction of the material. F. Serious panel damage (torn, twisted, or crimped) will be marked, cut out, and removed from the work area with resulting seaming and/or repairs performed in accordance with these specifications. 1.13 FIELD SEAMING A. Seams shall meet the following requirements: 1. To the maximum extent possible, orient seams parallel to line of slope, i.e., down and not across slope. 2. Minimize number of field seams in corners, odd-shaped geometric locations and outside corners. 3. Slope seams (panels) shall extend a minimum of five-feet beyond the grade break into the flat area. CITY OF PASCO SECTION 33 32 17 TEXTURED HDPE LINER: MANUFACTURE, INSTALLATION, AND TESTING NOVEMBER 2020 33 32 17 - 8 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR 4. Use a sequential seam numbering system compatible with panel numbering system that is agreeable to the Consultant and Installer. 5. Align seam overlaps consistent with the requirements of the welding equipment being used. A 6-inch overlap is commonly suggested. B. During Welding Operations 1. All personnel performing seaming operations shall be trained in the operation of the equipment being used and will qualify by successfully welding a test seam as described herein. 2. Provide at least one Master Seamer who shall provide direct supervision over other welders C. Extrusion Welding 1. Hot-air tack adjacent pieces together using procedures that do not damage the geomembrane. 2. Clean geomembrane surfaces by disc grinder or equivalent. 3. Purge welding apparatus of heat-degraded extrudate before welding. D. Hot Wedge Welding 1. Welding apparatus shall be a self-propelled device equipped with an electronic controller which displays applicable temperatures. 2. Clean seam area of dust, mud, moisture and debris immediately ahead of hot wedge welder. 3. Protect against moisture build-up between sheets. E. Trial Welds 1. Perform trial welds on geomembrane samples to verify welding equipment is operating properly. 2. Make trial welds under the same surface and environmental conditions as the production welds, i.e., in contact with subgrade and similar ambient temperature. 3. Minimum of two trial welds per day, per welding apparatus, one made prior to the start of work and one completed at mid shift. 4. Cut four, one-inch wide by six-inch long test strips from the trial weld. 5. Quantitatively test specimens for peel adhesion, and then for shear strength. 6. Trial weld specimens shall pass when the results shown in the following table for HDPE are achieved in both peel and shear test. a. Thickness of textured material is determined using GRI GM8 “Measurement of the Core Thickness of Textured Geomembranes". CITY OF PASCO SECTION 33 32 17 TEXTURED HDPE LINER: MANUFACTURE, INSTALLATION, AND TESTING NOVEMBER 2020 33 32 17 - 9 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR Table 3: Minimum Weld Values for HDPE Geomembranes Property Test Method 40 mil 60 mil Peel Strength (fusion), ppi ASTM D 6392 65 98 Peel Strength (extrusion), ppi ASTM D 6392 52 78 Shear Strength (fusion & ext.), ppi ASTM D 6392 81 121 b. The break, when peel testing, occurs in the liner material itself, not through peel separation (FTB). c. The break is ductile. 7. Repeat the trial weld, in its entirety, when any of the trial weld samples fail in either peel or shear. 8. No welding equipment or welder shall be allowed to perform production welds until equipment and welders have successfully completed trial weld. F. Seaming shall not proceed when ambient air temperature or adverse weather conditions jeopardize the integrity of the liner installation. Installer shall demonstrate that acceptable seaming can be performed by completing acceptable trial welds. G. Defects and Repairs 1. Examine all seams and non-seam areas of the geomembrane for defects, holes, blisters, undispersed raw materials, and any sign of contamination by foreign matter. 2. Repair and non-destructively test each suspect location in both seam and non-seam areas. Do not cover geomembrane at locations that have been repaired until test results with passing values are available. H. General Seaming Procedures 1. Seaming shall extend to the outside edge of panels to be placed in the anchor trench. 2. While welding a seam, monitor and maintain the proper overlap. 3. Inspect seam area to assure area is clean and free of moisture, dust, dirt, and debris of any kind. 4. While welding a seam, monitor temperature gauges to assure proper settings are maintained and that the machine is operating properly. 5. Align wrinkles at the seam overlap to allow welding through a wrinkle. 6. Fishmouths or wrinkles at seam overlaps that cannot be welded through shall be cut along the ridge in order to achieve a flat overlap. The cut area shall be seamed. Any portion where the overlap is inadequate shall be patched with an oval or round patch extending six inches beyond the cut in all directions. CITY OF PASCO SECTION 33 32 17 TEXTURED HDPE LINER: MANUFACTURE, INSTALLATION, AND TESTING NOVEMBER 2020 33 32 17 - 10 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR 7. All cross/butt seams between two rows of seamed panels shall be welded during the coolest time of the day to allow for contraction of the geomembrane. 8. All T-joints shall have the overlap from the wedge welder seam trimmed back to allow an extrusion fillet weld. Then grind two inches on either side of the seam and extrusion weld all of the area prepared by grinding. 1.14 FIELD QUALITY ASSURANCE A. Manufacturer and Installer shall participate in and conform to all terms and requirements of these specifications. Contractor shall be responsible for assuring this participation. B. Quality assurance requirements are as specified in this Section. C. Field Testing 1. Non-destructive testing may be carried out as the seaming progresses or at completion of all field seaming. a. Vacuum Testing 1) Shall be performed in accordance with ASTM D 5641, Standard Practice for Geomembrane Seam Evaluation by Vacuum Chamber. 2) General Equipment and procedures. This test is used when the geometry of the weld makes air pressure testing impossible or impractical or when attempting to locate the precise location of a defect believed to exist after air pressure testing. 3) Equipment for vacuum testing: a) Vacuum box consisting of a rigid housing, a transparent viewing window, a soft neoprene gasket attached to the bottom, porthole or valve assembly and a vacuum gauge. b) Vacuum pump assembly or compressor with a venturi equipped with a pressure controller and pipe connections. c) A rubber pressure/vacuum hose with fittings and connections. d) A soap solution with a means to apply the solution. 4) Procedure for Vacuum Testing: a) Trim excess overlap from seam. b) Apply soap solution to the area to be tested. c) Place the vacuum box over the area and apply sufficient downward pressure to seal the box against the liner. CITY OF PASCO SECTION 33 32 17 TEXTURED HDPE LINER: MANUFACTURE, INSTALLATION, AND TESTING NOVEMBER 2020 33 32 17 - 11 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR d) Open the vacuum valve and apply a minimum of 5 in. Hg vacuum to the area as indicated by the gauge on the box. e) Ensure that a leak-tight seal is created. f) For a period of not less than thirty seconds, examine the geomembrane through the viewing window for the presence of soap bubbles. g) If no bubbles appear after thirty seconds, close the valve and move overlap and repeat the process. 5) Procedure for noncomplying test: a) Mark all areas where soap bubbles appear and repair the marked areas. b) Retest repaired areas. b. Air Pressure Testing 1) Shall be performed in accordance with ASTM D 5820, Standard Practice for Pressurized Air Channel Evaluation of Dual Seamed Geomembranes. 2) General Equipment and Procedures 3) The weld seam created by the fusion welding process is composed of two welded seams separated by an unwelded channel approximately 3/8" wide. This channel permits seams to be tested by inflating the sealed channel with air to a predetermined pressure and observing the stability of the pressurized channel over time. 4) Equipment for air testing: a) An air pump (manual or motor driven) capable of generating and sustaining a pressure of 30 PSI. b) A rubber hose with fittings and connections. c) A sharp hollow needle with a pressure gauge capable of reading and sustaining a pressure of 30 PSI. d) Procedure for air testing: e) Seal both ends of the seam to be tested. f) Insert needle in the sealed channel. 5) Procedure for air testing: a) Inflate the test channel to a pressure between 25 to 30 PSI, in accordance with the following schedule, close valve, and observe ‘initial’ pressure after approximately 2 minutes. CITY OF PASCO SECTION 33 32 17 TEXTURED HDPE LINER: MANUFACTURE, INSTALLATION, AND TESTING NOVEMBER 2020 33 32 17 - 12 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR Table 4: Initial Pressure Schedule* Material (mil) Min. PSI Max. PSI Max. Pressure Diff. After 5 Minutes 60 27 30 4 Initial pressure settings are read after a two-minute relaxing period. The purpose of this period is to permit the air temperature and pressure to stabilize. b) Observe and record the air pressure five minutes after the relaxing period ends. If loss of pressure exceeds the value above or if the pressure does not stabilize, locate the faulty area and repair. c) Upon completion of the pressure test the end of the seam opposite the pressure gauge is cut. A decrease in gauge pressure must be observed or the air channel will be considered blocked and the test will be repeated after the blockage is corrected. d) Remove needle and seal resulting hole by extrusion welding. e) Record test results on non-destructive test form. 6) Procedure for noncomplying test: a) Check seam-end seals and retest seams. b) If noncompliance reoccurs, cut one-inch samples from each end of the seam and additional samples at the distance specified. c) Perform destructive field peel test on the samples. d) If all samples pass destructive testing remove the overlap left by the wedge welder and perform an Air Pressure/Soap Test or vacuum test. e) If a leak is detected by the air pressure/soap or the vacuum test, repair by extrusion welding. Test repair by vacuum testing. f) If no leak is discovered air pressure/soap testing, the seam will pass non-destructive testing. g) If no leak is discovered by vacuum testing, the seam will pass non-destructive testing. h) If one or more samples fail the peel test, additional samples will be taken. i) When two passing samples are located, the seam between these two locations will be considered complying. The area outside of this length will be CITY OF PASCO SECTION 33 32 17 TEXTURED HDPE LINER: MANUFACTURE, INSTALLATION, AND TESTING NOVEMBER 2020 33 32 17 - 13 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR considered noncomplying and the entire length extrusion welded. j) Test the entire length of the repaired seam by vacuum testing. c. Air Pressure Testing/Soap Testing: 1) This test is used when the seam fails the air pressure test due to slow pressure loss. The procedure is to constantly supply pressure to the seam air channel while spraying the length with a soap and water solution and visually examining the seam for bubbles. Note: This option is not recommended during high wind conditions. 2) General Equipment and Procedures a) Equipment for Air Pressure/Soap Testing: i. The same equipment as the air pressure test. ii. A soap solution and means to apply the solution. b) Procedure for Air Pressure/Soap Testing: i. Trim excess overlap material off at edge of seam ii. Insert needle gauge assembly in opposite ends of the seam to be tested to show that pressure is continuous throughout the channel. iii. Maintain 30 psi iv. Apply soap solution to the weld edge and visually examine for bubbles. v. If no bubbles appear the problem is with the inside track "secondary weld". This seam is acceptable providing it has passed peel tests. vi. If any bubbles appear on the outside track “Primary weld", repair defect by extrusion welding and vacuum test the repair 3) Destructive Testing (performed by Contractor or subcontractor doing installation) a) Destructive testing shall be performed in accordance with ASTM D 6392, Standard Test Method for Determining the Integrity of Non- Reinforced Geomembrane Seams Produced Using Thermo-Fusion Methods. b) Location and Frequency of Testing CITY OF PASCO SECTION 33 32 17 TEXTURED HDPE LINER: MANUFACTURE, INSTALLATION, AND TESTING NOVEMBER 2020 33 32 17 - 14 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR i. Collect destructive test samples at a frequency of one per every 500 lineal feet of seam length. ii. Test locations will be determined after seaming. iii. Exercise Method of Attributes as described by GRI GM-14 (Geosynthetic Research Institute, http://www.geosynthetic- institute.org) to minimize test samples taken. d. Sampling Procedures are performed as follows: 1) Installer shall cut samples at locations designated by the Engineer as the seaming progresses in order to obtain field laboratory test results before the geomembrane is covered. 2) Engineer will number each sample, and the location will be noted on the installation as-built. 3) Samples shall be twelve (12) inches wide by minimal length with the seam centered lengthwise. 4) Cut a 2-inch wide strip from each end of the sample for field-testing. 5) Cut the remaining sample into two parts for distribution as follows: a) One portion for Installer, 12-inches by 12 inches b) Additional samples may be archived if required. e. Sampling Repairs: 1) Installer shall repair all holes in the geomembrane resulting from destructive sampling. 2) Repair and test the continuity of the repair in accordance with these Specifications. 2. Failed Seam Procedures a. If the seam fails, Installer shall follow one of two options: 1) Reconstruct the seam between any two passed test locations. 2) Trace the weld to intermediate location at least 10 feet minimum or where the seam ends in both directions from the location of the failed test. b. The next seam welded using the same welding device is required to obtain an additional sample, i.e., if one side of the seam is less than 10 feet long. c. If sample passes, then the seam shall be reconstructed or capped between the test sample locations. CITY OF PASCO SECTION 33 32 17 TEXTURED HDPE LINER: MANUFACTURE, INSTALLATION, AND TESTING NOVEMBER 2020 33 32 17 - 15 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR d. If any sample fails, the process shall be repeated to establish the zone in which the seam shall be reconstructed. 1.15 REPAIR PROCEDURES A. Remove damaged geomembrane and replace with acceptable geomembrane materials if damage cannot be satisfactorily repaired. B. Repair any portion of unsatisfactory geomembrane or seam area failing a destructive or non-destructive test. C. Installer shall be responsible for repair of defective areas. D. Agreement upon the appropriate repair method shall be decided between Consultant and Installer by using one of the following repair methods: 1. Patching — Used to repair large holes, tears, undispersed raw materials and contamination by foreign matter. 2. Abrading and Re-welding — Used to repair short section of a seam. 3. Spot Welding — Used to repair pinholes or other minor, localized flaws or where geomembrane thickness has been reduced. 4. Capping — Used to repair long lengths of failed seams. 5. Flap Welding — Used to extrusion weld the flap (excess outer portion) of a fusion weld in lieu of a full cap. 6. Remove the unacceptable seam and replace with new material. E. The following procedures shall be observed when a repair method is used: 1. All geomembrane surfaces shall be clean and dry at the time of repair. 2. Surfaces of the polyethylene which are to be repaired by extrusion welds shall be lightly abraded to assure cleanliness. 3. Extend patches or caps at least 6 inches for extrusion welds and 4 inches for wedge welds beyond the edge of the defect, and around all corners of patch material. F. Repair Verification 1. Number and log each patch repair (performed by Engineer). 2. Non-destructively test each repair using methods specified in this Specification. 1.16 FINAL INTEGRITY TESTING A. The contractor or subcontractor shall perform final Electric Leak Detection Survey of the completed repairs to both the 8 MG and 35 MG pond liners. This leak detection survey is required to provide overall construction quality assurance for pond liner integrity. Approved testing methods include Water Puddle method, Water Lance Method, Spark Testing Method, and Arc testing method. The contractor shall provide all necessary work including but not limited to cleaning and removal of any accumulated water in the pond bottoms prior to the testing subcontractor performing the Electric Leak Detection survey. The data from the CITY OF PASCO SECTION 33 32 17 TEXTURED HDPE LINER: MANUFACTURE, INSTALLATION, AND TESTING NOVEMBER 2020 33 32 17 - 16 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR surveys shall be made available to the City within 3 working days of completing the testing. All costs for the Electric Leak Detection survey shall be considered incidental to the work and included in the lump sum bid item provided in the bid schedule. END OF SECTION 33 32 17 WAGE RATES CITY OF PASCO NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR THIS PAGE IS INTENTIONALLY LEFT BLANK. WAGE RATES SWR 1 WAGE RATES SWR 2 WAGE RATES SWR 3 WAGE RATES SWR 4 WAGE RATES SWR 5 WAGE RATES SWR 6 WAGE RATES SWR 7 WAGE RATES SWR 8 WAGE RATES SWR 9 WAGE RATES SWR 10 WAGE RATES SWR 11 WAGE RATES SWR 12 WAGE RATES SWR 13 WAGE RATES SWR 14 WAGE RATES SWR 15 WAGE RATES SWR 16 WAGE RATES SWR 17 WAGE RATES SWR 18 WAGE RATES SWR 19 WAGE RATES SWR 20 ************************************************************************************************************ Overtime Codes Overtime calculations are based on the hourly rate actually paid to the worker. On public works projects, the hourly rate must be not less than the prevailing rate of wage minus the hourly rate of the cost of fringe benefits actually provided for the worker. 1.ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS PER DAY OR FORTY (40) HOURS PER WEEK SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. B.All hours worked on Saturdays shall be paid at one and one-half times the hourly rate of wage. All hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. C.The first two (2) hours after eight (8) regular hours Monday through Friday and the first ten (10) hours on Saturday shall be paid at one and one-half times the hourly rate of wage. All other overtime hours and all hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. D.The first two (2) hours before or after a five-eight (8) hour workweek day or a four-ten (10) hour workweek day and the first eight (8) hours worked the next day after either workweek shall be paid at one and one-half times the hourly rate of wage. All additional hours worked and all worked on Sundays and holidays shall be paid at double the hourly rate of wage. E.The first two (2) hours after eight (8) regular hours Monday through Friday and the first eight (8) hours on Saturday shall be paid at one and one-half times the hourly rate of wage. All other hours worked Monday through Saturday, and all hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. F.The first two (2) hours after eight (8) regular hours Monday through Friday and the first ten (10) hours on Saturday shall be paid at one and one-half times the hourly rate of wage. All other overtime hours worked, except Labor Day, shall be paid at double the hourly rate of wage. All hours worked on Labor Day shall be paid at three times the hourly rate of wage. G.The first ten (10) hours worked on Saturdays and the first ten (10) hours worked on a fifth calendar weekday in a four- ten hour schedule, shall be paid at one and one-half times the hourly rate of wage. All hours worked in excess of ten (10) hours per day Monday through Saturday and all hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. H.All hours worked on Saturdays (except makeup days if work is lost due to inclement weather conditions or equipment breakdown) shall be paid at one and one-half times the hourly rate of wage. All hours worked Monday through Saturday over twelve (12) hours and all hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. I.All hours worked on Sundays and holidays shall also be paid at double the hourly rate of wage. J.The first two (2) hours after eight (8) regular hours Monday through Friday and the first ten (10) hours on Saturday shall be paid at one and one-half times the hourly rate of wage. All hours worked over ten (10) hours Monday through Saturday, Sundays and holidays shall be paid at double the hourly rate of wage. K.All hours worked on Saturdays and Sundays shall be paid at one and one-half times the hourly rate of wage. All hours worked on holidays shall be paid at double the hourly rate of wage. M.All hours worked on Saturdays (except makeup days if work is lost due to inclement weather conditions) shall be paid at one and one-half times the hourly rate of wage. All hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. N.All hours worked on Saturdays (except makeup days) shall be paid at one and one-half times the hourly rate of wage. All hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. WAGE RATES SWR 21 Overtime Codes Continued 1.O.The first ten (10) hours worked on Saturday shall be paid at one and one-half times the hourly rate of wage. All hours worked on Sundays, holidays and after twelve (12) hours, Monday through Friday and after ten (10) hours on Saturday shall be paid at double the hourly rate of wage. P.All hours worked on Saturdays (except makeup days if circumstances warrant) and Sundays shall be paid at one and one-half times the hourly rate of wage. All hours worked on holidays shall be paid at double the hourly rate of wage. Q.The first two (2) hours after eight (8) regular hours Monday through Friday and up to ten (10) hours worked on Saturdays shall be paid at one and one-half times the hourly rate of wage. All hours worked in excess of ten (10) hours per day Monday through Saturday and all hours worked on Sundays and holidays (except Christmas day) shall be paid at double the hourly rate of wage. All hours worked on Christmas day shall be paid at two and one-half times the hourly rate of wage. R.All hours worked on Sundays and holidays shall be paid at two times the hourly rate of wage. S.The first two (2) hours after eight (8) regular hours Monday through Friday and the first eight (8) hours on Saturday shall be paid at one and one-half times the hourly rate of wage. All hours worked on holidays and all other overtime hours worked, except Labor Day, shall be paid at double the hourly rate of wage. All hours worked on Labor Day shall be paid at three times the hourly rate of wage. U.All hours worked on Saturdays shall be paid at one and one-half times the hourly rate of wage. All hours worked on Sundays and holidays (except Labor Day) shall be paid at two times the hourly rate of wage. All hours worked on Labor Day shall be paid at three times the hourly rate of wage. V.All hours worked on Sundays and holidays (except Thanksgiving Day and Christmas day) shall be paid at one and one-half times the hourly rate of wage. All hours worked on Thanksgiving Day and Christmas day shall be paid at double the hourly rate of wage. W.All hours worked on Saturdays and Sundays (except make-up days due to conditions beyond the control of the employer)) shall be paid at one and one-half times the hourly rate of wage. All hours worked on holidays shall be paid at double the hourly rate of wage. X.The first four (4) hours after eight (8) regular hours Monday through Friday and the first twelve (12) hours on Saturday shall be paid at one and one-half times the hourly rate of wage. All hours worked over twelve (12) hours Monday through Saturday, Sundays and holidays shall be paid at double the hourly rate of wage. When holiday falls on Saturday or Sunday, the day before Saturday, Friday, and the day after Sunday, Monday, shall be considered the holiday and all work performed shall be paid at double the hourly rate of wage. Y.All hours worked outside the hours of 5:00 am and 5:00 pm (or such other hours as may be agreed upon by any employer and the employee) and all hours worked in excess of eight (8) hours per day (10 hours per day for a 4 x 10 workweek) and on Saturdays and holidays (except labor day) shall be paid at one and one-half times the hourly rate of wage. (except for employees who are absent from work without prior approval on a scheduled workday during the workweek shall be paid at the straight-time rate until they have worked 8 hours in a day (10 in a 4 x 10 workweek) or 40 hours during that workweek.) All hours worked Monday through Saturday over twelve (12) hours and all hours worked on Sundays and Labor Day shall be paid at double the hourly rate of wage. Z.All hours worked on Saturdays and Sundays shall be paid at one and one-half times the hourly rate of wage. All hours worked on holidays shall be paid the straight time rate of pay in addition to holiday pay. WAGE RATES SWR 22 Overtime Codes Continued 2.ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS PER DAY OR FORTY (40) HOURS PER WEEK SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. B.All hours worked on holidays shall be paid at one and one-half times the hourly rate of wage. C.All hours worked on Sundays shall be paid at one and one-half times the hourly rate of wage. All hours worked on holidays shall be paid at two times the hourly rate of wage. F.The first eight (8) hours worked on holidays shall be paid at the straight hourly rate of wage in addition to the holiday pay. All hours worked in excess of eight (8) hours on holidays shall be paid at double the hourly rate of wage. G.All hours worked on Sunday shall be paid at two times the hourly rate of wage. All hours worked on paid holidays shall be paid at two and one-half times the hourly rate of wage including holiday pay. H.All hours worked on Sunday shall be paid at two times the hourly rate of wage. All hours worked on holidays shall be paid at one and one-half times the hourly rate of wage. O.All hours worked on Sundays and holidays shall be paid at one and one-half times the hourly rate of wage. R.All hours worked on Sundays and holidays and all hours worked over sixty (60) in one week shall be paid at double the hourly rate of wage. U.All hours worked on Saturdays shall be paid at one and one-half times the hourly rate of wage. All hours worked over 12 hours in a day or on Sundays and holidays shall be paid at double the hourly rate of wage. W.The first two (2) hours after eight (8) regular hours Monday through Friday and the first eight (8) hours on Saturday shall be paid at one and one-half times the hourly rate of wage. All other hours worked Monday through Saturday, and all hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. On a four-day, ten- hour weekly schedule, either Monday thru Thursday or Tuesday thru Friday schedule, all hours worked after ten shall be paid at double the hourly rate of wage. The first eight (8) hours worked on the fifth day shall be paid at one and one-half times the hourly rate of wage. All other hours worked on the fifth, sixth, and seventh days and on holidays shall be paid at double the hourly rate of wage. 3.ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS PER DAY OR FORTY (40) HOURS PER WEEK SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. A.Work performed in excess of eight (8) hours of straight time per day, or ten (10) hours of straight time per day when four ten (10) hour shifts are established, or forty (40) hours of straight time per week, Monday through Friday, or outside the normal shift, and all work on Saturdays shall be paid at time and one-half the straight time rate. Hours worked over twelve hours (12) in a single shift and all work performed after 6:00 pm Saturday to 6:00 am Monday and holidays shall be paid at double the straight time rate of pay. Any shift starting between the hours of 6:00 pm and midnight shall receive an additional one dollar ($1.00) per hour for all hours worked that shift. The employer shall have the sole discretion to assign overtime work to employees. Primary consideration for overtime work shall be given to employees regularly assigned to the work to be performed on overtime situations. After an employee has worked eight (8) hours at an applicable overtime rate, all additional hours shall be at the applicable overtime rate until such time as the employee has had a break of eight (8) hours or more. C.Work performed in excess of eight (8) hours of straight time per day, or ten (10) hours of straight time per day when four ten (10) hour shifts are established, or forty (40) hours of straight time per week, Monday through Friday, or outside the normal shift, and all work on Saturdays shall be paid at one and one-half times the hourly rate of wage. All work performed after 6:00 pm Saturday to 5:00 am Monday and Holidays shall be paid at double the hourly rate of wage. After an employee has worked eight (8) hours at an applicable overtime rate, all additional hours shall be at the applicable overtime rate until such time as the employee has had a break of eight (8) hours or more. WAGE RATES SWR 23 Overtime Codes Continued 3.E.All hours worked Sundays and holidays shall be paid at double the hourly rate of wage. Each week, once 40 hours of straight time work is achieved, then any hours worked over 10 hours per day Monday through Saturday shall be paid at double the hourly wage rate. F.All hours worked on Saturday shall be paid at one and one-half times the hourly rate of wage. All hours worked on Sunday shall be paid at two times the hourly rate of wage. All hours worked on paid holidays shall be paid at two and one-half times the hourly rate of wage including holiday pay. H.All work performed on Sundays between March 16th and October 14th and all Holidays shall be compensated for at two (2) times the regular rate of pay. Work performed on Sundays between October 15th and March 15th shall be compensated at one and one half (1-1/2) times the regular rate of pay. J.All hours worked between the hours of 10:00 pm and 5:00 am, Monday through Friday, and all hours worked on Saturdays shall be paid at a one and one-half times the hourly rate of wage. All hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. K.Work performed in excess of eight (8) hours of straight time per day, or ten (10) hours of straight time per day when four ten (10) hour shifts are established, or forty (40) hours of straight time per week, Monday through Friday, or outside the normal 5 am to 6pm shift, and all work on Saturdays shall be paid at one and one -half times the hourly rate of wage. All work performed after 6:00 pm Saturday to 5:00 am Monday and Holidays, and all hours worked in excess of twelve (12) hours in a single shift shall be paid at double the hourly rate of wage. After an employee has worked eight (8) hours at an applicable overtime rate, all additional hours shall be at the applicable overtime rate until such time as the employee has had a break of eight (8) hours or more. When an employee returns to work without at least eight (8) hours time off since their previous shift, all such time shall be a continuation of shift and paid at the applicable overtime rate until he/she shall have the eight (8) hours rest period. 4.ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS PER DAY OR FORTY (40) HOURS PER WEEK SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. A.All hours worked in excess of eight (8) hours per day or forty (40) hours per week shall be paid at double the hourly rate of wage. All hours worked on Saturdays, Sundays and holidays shall be paid at double the hourly rate of wage. B.All hours worked over twelve (12) hours per day and all hours worked on holidays shall be paid at double the hourly rate of wage. C.On Monday through Friday, the first four (4) hours of overtime after eight (8) hours of straight time work shall be paid at one and one half (1-1/2) times the straight time rate of pay, unless a four (4) day ten (10) hour workweek has been established. On a four (4) day ten (10) hour workweek scheduled Monday through Thursday, or Tuesday through Friday, the first two (2) hours of overtime after ten (10) hours of straight time work shall be paid at one and one half (1-1/2) times the straight time rate of pay. On Saturday, the first twelve (12) hours of work shall be paid at one and one half (1-1/2) times the straight time rate of pay, except that if the job is down on Monday through Friday due to weather conditions or other conditions outside the control of the employer, the first ten (10) hours on Saturday may be worked at the straight time rate of pay. All hours worked over twelve (12) hours in a day and all hours worked on Sunday and Holidays shall be paid at two (2) times the straight time rate of pay. WAGE RATES SWR 24 Overtime Codes Continued 4.D.All hours worked in excess of eight (8) hours per day or forty (40) hours per week shall be paid at double the hourly rate of wage. All hours worked on Saturday, Sundays and holidays shall be paid at double the hourly rate of pay. Rates include all members of the assigned crew. EXCEPTION: On all multipole structures and steel transmission lines, switching stations, regulating, capacitor stations, generating plants, industrial plants, associated installations and substations, except those substations whose primary function is to feed a distribution system, will be paid overtime under the following rates: The first two (2) hours after eight (8) regular hours Monday through Friday of overtime on a regular workday, shall be paid at one and one-half times the hourly rate of wage. All hours in excess of ten (10) hours will be at two (2) times the hourly rate of wage. The first eight (8) hours worked on Saturday will be paid at one and one-half (1-1/2) times the hourly rate of wage. All hours worked in excess of eight (8) hours on Saturday, and all hours worked on Sundays and holidays will be at the double the hourly rate of wage. All overtime eligible hours performed on the above described work that is energized, shall be paid at the double the hourly rate of wage. E.The first two (2) hours after eight (8) regular hours Monday through Friday and the first eight (8) hours on Saturday shall be paid at one and one-half times the hourly rate of wage. All other hours worked Monday through Saturday, and all hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. On a four-day, ten-hour weekly schedule, either Monday thru Thursday or Tuesday thru Friday schedule, all hours worked after ten shall be paid at double the hourly rate of wage. The Monday or Friday not utilized in the normal four- day, ten hour work week, and Saturday shall be paid at one and one half (1½) times the regular shift rate for the first eight (8) hours. All other hours worked Monday through Saturday, and all hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. F.All hours worked between the hours of 6:00 pm and 6:00 am, Monday through Saturday, shall be paid at a premium rate of 20% over the hourly rate of wage. All hours worked on Sundays shall be paid at one and one-half times the hourly rate of wage. All hours worked on holidays shall be paid at double the hourly rate of wage. G.All hours worked on Saturdays shall be paid at one and one-half times the hourly rate of wage. All hours worked Monday through Saturday over twelve (12) hours and all hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. H.The first two (2) hours after eight (8) regular hours Monday through Friday and the first eight (8) hours on Saturday shall be paid at one and one-half times the hourly rate of wage. All other overtime hours worked, except Labor Day, and all hours on Sunday shall be paid at double the hourly rate of wage. All hours worked on Labor Day shall be paid at three times the hourly rate of wage. I.The First eight (8) hours worked on Saturdays shall be paid at one and one-half times the hourly rate of wage. All hours worked in excess of eight (8) per day on Saturdays shall be paid at double the hourly rate of wage. All hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. J.The first eight (8) hours worked on a Saturday shall be paid at one and one-half times the hourly rate of wage. All hours worked in excess of eight (8) hours on a Saturday shall be paid at double the hourly rate of wage. All hours worked over twelve (12) in a day, and all hours worked on Sundays and Holidays shall be paid at double the hourly rate of wage. K.All hours worked on a Saturday shall be paid at one and one-half times the hourly rate of wage, so long as Saturday is the sixth consecutive day worked. All hours worked over twelve (12) in a day Monday through Saturday, and all hours worked on Sundays and Holidays shall be paid at double the hourly rate of wage. WAGE RATES SWR 25 Overtime Codes Continued 4.L.The first twelve (12) hours worked on a Saturday shall be paid at one and one-half times the hourly rate of wage. All hours worked on a Saturday in excess of twelve (12) hours shall be paid at double the hourly rate of pay. All hours worked over twelve (12) in a day Monday through Friday, and all hours worked on Sundays shall be paid at double the hourly rate of wage. All hours worked on a holiday shall be paid at one and one-half times the hourly rate of wage, except that all hours worked on Labor Day shall be paid at double the hourly rate of pay. M.All hours worked on Sunday and Holidays shall be paid at double the hourly rate. Any employee reporting to work less than nine (9) hours from their previous quitting time shall be paid for such time at time and one-half times the hourly rate. N.All hours worked on Saturdays shall be paid at one and one-half times the hourly rate of wage. All hours worked on Sundays and holidays, and all work performed between the hours of midnight (12:00 AM) and eight AM (8:00 AM) every day shall be paid at double the hourly rate of wage. O.All hours worked between midnight Friday to midnight Sunday shall be paid at one and one-half the hourly rate of wage. After an employee has worked in excess of eight (8) continuous hours in any one or more calendar days, all additional hours shall be at the applicable overtime rate until such time as the employee has had a break of six (6) hours or more. All hours worked on Holidays shall be paid at double the hourly rate of wage. P.All hours worked on Holidays shall be paid at one and one-half times the hourly rate of wage. Q.The first four (4) hours after eight (8) regular hours Monday through Friday and the first eight (8) hours on Saturday shall be paid at one and one-half times the hourly rate of wage. All hours worked over twelve (12) hours Monday through Saturday shall be paid at double the hourly rate. All hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. R.All hours worked on Saturdays shall be paid at one and one-half times the hourly rate of wage, so long as Saturday is the sixth consecutive day worked. All hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. S.All hours worked on Saturdays and Holidays shall be paid at one and one-half times the hourly rate of wage. All hours worked on Sundays shall be paid at double the hourly rate of wage. T.The first two (2) hours of overtime for hours worked Monday-Friday shall be paid at one and one-half times the hourly rate of wage. All hours worked in excess of ten (10) hours per day shall be paid at double the hourly rate of wage. All hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. For work on Saturday which is scheduled prior to the end of shift on Friday, the first six (6) hours work shall be paid at one and one-half times the hourly rate of wage, and all hours over (6) shall be paid double the hourly rate of wage. For work on Saturday which was assigned following the close of shift on Friday, all work shall be paid at double the hourly rate of wage. U.The first four (4) hours after eight (8) regular hours Monday through Friday and the first twelve (12) hours on Saturday shall be paid at one and one-half times the hourly rate of wage. (Except on makeup days if work is lost due to inclement weather, then the first eight (8) hours on Saturday may be paid the regular rate.) All hours worked over twelve (12) hours Monday through Saturday, and all hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. WAGE RATES SWR 26 Overtime Codes Continued 4.V.Work performed in excess of ten (10) hours of straight time per day when four ten (10) hour shifts are established or outside the normal shift (5 am to 6pm), and all work on Saturdays, except for make-up days shall be paid at time and one-half (1 ½) the straight time rate. In the event the job is down due to weather conditions, then Saturday may, be worked as a voluntary make-up day at the straight time rate. However, Saturday shall not be utilized as a make-up day when a holiday falls on Friday. All work performed on Sundays and holidays and work in excess of twelve (12) hours per day shall be paid at double (2x) the straight time rate of pay. After an employee has worked eight (8) hours at an applicable overtime rate, all additional hours shall be at the applicable overtime rate until such time as the employee has had a break of eight (8) hours. When an employee returns to work without a break of eight (8) hours since their previous shift, all such time shall be a continuation of shift and paid at the applicable overtime rate until such time as the employee has had a break of eight (8) hours. W.All hours worked on Saturdays (except makeup days if work is lost due to inclement weather conditions) shall be paid at one and one-half times the hourly rate of wage. All hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. When an employee returns to work without at least eight (8) hours time off since their previous shift, all such time shall be a continuation of shift and paid at the applicable overtime rate until such time as the employee has had a break of eight (8) hours. X.All hours worked on Saturdays shall be paid at one and one-half times the hourly rate of wage. All hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. Work performed outside the normal shift of 6 am to 6pm shall be paid at one and one-half the straight time rate, (except for special shifts or three shift operations). All work performed on Sundays and holidays shall be paid at double the hourly rate of wage. Shifts may be established when considered necessary by the Employer. The Employer may establish shifts consisting of eight (8) or ten (10) hours of work (subject to WAC 296-127-022), that shall constitute a normal forty (40) hour work week. The Employer can change from a 5-eight to a 4-ten hour schedule or back to the other. All hours of work on these shifts shall be paid for at the straight time hourly rate. Work performed in excess of eight hours (or ten hours per day (subject to WAC 296-127-022) shall be paid at one and one- half the straight time rate. When due to conditions beyond the control of the Employer, or when contract specifications require that work can only be performed outside the regular day shift, then by mutual agreement a special shift may be worked at the straight time rate, eight (8) hours work for eight (8) hours pay. The starting time shall be arranged to fit such conditions of work. When an employee returns to work without at a break of eight (8) hours since their previous shift, all such time shall be a continuation of shift and paid at the applicable overtime rate until such time as the employee has had a break of eight (8) hours. WAGE RATES SWR 27 Overtime Codes Continued 4.Y.Work performed in excess of eight (8) hours of straight time per day, or ten (10) hours of straight time per day when four ten (10) hour shifts are established, or forty (40) hours of straight time per week, Monday through Friday, or outside the normal shift, and all work on Saturdays shall be paid at time and one-half the straight time rate. All work performed after 6:00 pm Saturday to 6:00 am Monday and holidays shall be paid at double the straight time rate of pay. Any shift starting between the hours of 6:00 pm and midnight shall receive an additional one dollar ($1.00) per hour for all hours worked that shift. After an employee has worked eight (8) hours at an applicable overtime rate, all additional hours shall be at the applicable overtime rate until such time as the employee has had a break of eight (8) hours or more. ZOvertime Calculations are based on the hourly rate actually paid to the worker. On public works projects, the hourly rate must be not less than the prevailing rate of wage minus the hourly rate of the cost of fringe benefits actually provided for the worker. ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS PER DAY OR FORTY (40) HOURS PER WEEK SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. All hours worked between the hours of 6:00 pm and 6:00 am, Monday through Saturday, shall be paid at a premium rate of 20% over the hourly rate of wage. Work performed on Sundays may be paid at double time. All hours worked on holidays shall be paid at double the hourly rate of wage. Holiday Codes 5.A.Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday after Thanksgiving Day, and Christmas Day (7). B.Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday after Thanksgiving Day, the day before Christmas, and Christmas Day (8). C.Holidays: New Year's Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, And Christmas Day (8). D.Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday and Saturday after Thanksgiving Day, And Christmas Day (8). H.Holidays: New Year's Day, Memorial Day, Independence Day, Thanksgiving Day, the Day after Thanksgiving Day, And Christmas (6). I.Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, and Christmas Day (6). J.Holidays: New Year's Day, Memorial Day, Independence Day, Thanksgiving Day, Friday after Thanksgiving Day, Christmas Eve Day, And Christmas Day (7). K.Holidays: New Year’s Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday After Thanksgiving Day, The Day Before Christmas, And Christmas Day (9). L.Holidays: New Year’s Day, Martin Luther King Jr. Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday after Thanksgiving Day, And Christmas Day (8). N.Holidays: New Year's Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day, Veterans' Day, Thanksgiving Day, The Friday After Thanksgiving Day, And Christmas Day (9). WAGE RATES SWR 28 Holiday Codes Continued 5.P.Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday And Saturday After Thanksgiving Day, The Day Before Christmas, And Christmas Day (9). If A Holiday Falls On Sunday, The Following Monday Shall Be Considered As A Holiday. Q.Paid Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, and Christmas Day (6). R.Paid Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Day After Thanksgiving Day, One-Half Day Before Christmas Day, And Christmas Day. (7 1/2). S.Paid Holidays: New Year's Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, And Christmas Day (7). T.Paid Holidays: New Year's Day, Washington’s Birthday, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, The Friday After Thanksgiving Day, Christmas Day, And The Day Before Or After Christmas (9). Z.Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Veterans Day, Thanksgiving Day, the Friday after Thanksgiving Day, And Christmas Day (8). 6.A.Paid Holidays: New Year’s Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, And Christmas Day (8). E.Paid Holidays: New Year's Day, Day Before Or After New Year's Day, Presidents Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, Christmas Day, and a Half- Day On Christmas Eve Day. (9 1/2). G.Paid Holidays: New Year's Day, Martin Luther King Jr. Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day, Veterans' Day, Thanksgiving Day, the Friday after Thanksgiving Day, Christmas Day, and Christmas Eve Day (11). H.Paid Holidays: New Year's Day, New Year’s Eve Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday After Thanksgiving Day, Christmas Day, The Day After Christmas, And A Floating Holiday (10). I.Paid Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday After Thanksgiving Day, And Christmas Day (7). T.Paid Holidays: New Year's Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, The Friday After Thanksgiving Day, The Last Working Day Before Christmas Day, And Christmas Day (9). Z.Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday after Thanksgiving Day, And Christmas Day (7). If a holiday falls on Saturday, the preceding Friday shall be considered as the holiday. If a holiday falls on Sunday, the following Monday shall be considered as the holiday. 7.A.Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday and Saturday after Thanksgiving Day, And Christmas Day (8). Any Holiday Which Falls On A Sunday Shall Be Observed As A Holiday On The Following Monday. If any of the listed holidays falls on a Saturday, the preceding Friday shall be a regular work day. WAGE RATES SWR 29 Holiday Codes Continued 7.B.Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday and Saturday after Thanksgiving Day, And Christmas Day (8). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Any holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday. C.Holidays: New Year's Day, Martin Luther King Jr. Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, And Christmas Day (8). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Any holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday. D.Paid Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Veteran’s Day, Thanksgiving Day, the Friday after Thanksgiving Day, And Christmas Day (8). Unpaid Holidays: President’s Day. Any paid holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Any paid holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday. E.Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, And Christmas Day (7). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Any holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday. F.Holidays: New Year’s Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, the last working day before Christmas day and Christmas day (8). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Any holiday which falls on a Satu rday shall be observed as a holiday on the preceding Friday. G.Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, and Christmas Day (6). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. H.Holidays: New Year's Day, Martin Luther King Jr. Day, Independence Day, Memorial Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, the Last Working Day before Christmas Day and Christmas Day (9). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Any holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday. I.Holidays: New Year's Day, President’s Day, Independence Day, Memorial Day, Labor Day, Thanksgiving Day, The Friday After Thanksgiving Day, The Day Before Christmas Day And Christmas Day (9). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Any holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday. J.Holidays: New Year's Day, Independence Day, Memorial Day, Labor Day, Thanksgiving Day and Christmas Day (6). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Any holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday. K.Holidays: New Year's Day, Memorial Day, Independence Day, Thanksgiving Day, the Friday and Saturday after Thanksgiving Day, And Christmas Day (8). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Any holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday. L.Holidays: New Year's Day, Memorial Day, Labor Day, Independence Day, Thanksgiving Day, the Last Work Day before Christmas Day, And Christmas Day (7). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Any holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday. WAGE RATES SWR 30 Holiday Codes Continued 7.M.Paid Holidays: New Year's Day, The Day after or before New Year’s Day, President’s Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, Christmas Day, And the Day after or before Christmas Day (10). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Any holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday. N.Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, And Christmas Day (7). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. When Christmas falls on a Saturday, the preceding Friday shall be observed as a holiday. P.Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday after Thanksgiving Day, And Christmas Day (7). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Q.Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, the Last Working Day before Christmas Day and Christmas Day (8). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. If any of the listed holidays falls on a Saturday, the preceding Friday shall be a regular work day. R.Paid Holidays: New Year's Day, the day after or before New Year’s Day, President’s Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, Christmas Day, and the day after or before Christmas Day (10). If any of the listed holidays fall on Saturday, the preceding Friday shall be observed as the holiday. If any of the listed holidays falls on a Sunday, the day observed by the Nation shall be considered a holiday and compensated accordingly. S.Paid Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday after Thanksgiving Day, Christmas Day, the Day after Christmas, and A Floating Holiday (9). If any of the listed holidays falls on a Sunday, the day observed by the Nation shall be considered a holiday and compensated accordingly. T.Paid Holidays: New Year's Day, the Day after or before New Year’s Day, President’s Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, Christmas Day, and The Day after or before Christmas Day. (10). If any of the listed holidays falls on a Sunday, the day observed by the Nation shall be considered a holiday and compensated accordingly. Any holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday. V.Holidays: New Year's Day, President’s Birthday, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, Christmas Day, the day before or after Christmas, and the day before or after New Year’s Day. If any of the above listed holidays falls on a Sunday, the day observed by the Nation shall be considered a holiday and compensated accordingly. W.Holidays: New Year's Day, Day After New Year’s, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, Christmas Eve Day, Christmas Day, the day after Christmas, the day before New Year’s Day, and a Floating Holiday. X.Holidays: New Year's Day, Day before or after New Year’s Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, Christmas Day, and the day before or after Christmas day. If a holiday falls on a Saturday or on a Friday that is the normal day off, then the holiday will be taken on the last normal workday. If the holiday falls on a Monday that is the normal day off or on a Sunday, then the holiday will be taken on the next normal workday. Y.Holidays: New Year's Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, and Christmas Day. (8) If the holiday falls on a Sunday, then the day observed by the federal government shall be considered a holiday and compensated accordingly. WAGE RATES SWR 31 Holiday Codes Continued 7.Z.Holidays: New Year's Day, President’s Day, Independence Day, Memorial Day, Labor Day, Thanksgiving Day, The Friday After Thanksgiving Day, And Christmas Day (8). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Any holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday. 15.A.Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, the day before Christmas Day and Christmas Day. (8) Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. B.Holidays: New Year's Day, Martin Luther King Jr. Day, President’s Day, Memorial Day, Independence Day, Labor Day, Veteran’s Day, Thanksgiving Day, and Christmas Day. (9) C.Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, the day before Christmas Day and Christmas Day. (8) D.Holidays: New Year's Day, Presidents' Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday after Thanksgiving Day, Christmas Day, and the day after Christmas. E.Holidays: the day before New Years’s Day, New Year's Day, Martin Luther King, Jr. Day, Presidents' Day, Memorial Day, Independence Day, Labor Day, Veteran’s Day, Thanksgiving Day, Friday after Thanksgiving Day, the day before Christmas, and Christmas Day. (12) Note Codes 8.D.Workers working with supplied air on hazmat projects receive an additional $1.00 per hour. L.Workers on hazmat projects receive additional hourly premiums as follows -Level A: $0.75, Level B: $0.50, And Level C: $0.25. M.Workers on hazmat projects receive additional hourly premiums as follows: Levels A & B: $1.00, Levels C & D: $0.50. N.Workers on hazmat projects receive additional hourly premiums as follows -Level A: $1.00, Level B: $0.75, Level C: $0.50, And Level D: $0.25. P.Workers on hazmat projects receive additional hourly premiums as follows -Class A Suit: $2.00, Class B Suit: $1.50, Class C Suit: $1.00, And Class D Suit $0.50. Q.The highest pressure registered on the gauge for an accumulated time of more than fifteen (15) minutes during the shift shall be used in determining the scale paid. S.Effective August 31, 2012 – A Traffic Control Supervisor shall be present on the project whenever flagging or spotting or other traffic control labor is being utilized. Flaggers and Spotters shall be posted where shown on approved Traffic Control Plans or where directed by the Engineer. All flaggers and spotters shall possess a current flagging card issued by the State of Washington, Oregon, Montana, or Idaho. This classification is only effective on or after August 31, 2012. WAGE RATES SWR 32 Note Codes Continued 8.T.Effective August 31, 2012 – A Traffic Control Laborer performs the setup, maintenance and removal of all temporary traffic control devices and construction signs necessary to control vehicular, bicycle, and pedestrian traffic during construction operations. Flaggers and Spotters shall be posted where shown on approved Traffic Control Plans or where directed by the Engineer. All flaggers and spotters shall possess a current flagging card issued by the State of Washington, Oregon, Montana, or Idaho. This classification is only effective on or after August 31, 2012. U.Workers on hazmat projects receive additional hourly premiums as follows – Class A Suit: $2.00, Class B Suit: $1.50, And Class C Suit: $1.00. Workers performing underground work receive an additional $0.40 per hour for any and all work performed underground, including operating, servicing and repairing of equipment. The premium for underground work shall be paid for the entire shift worked. Workers who work suspended by a rope or cable receive an additional $0.50 per hour. The premium for work suspended shall be paid for the entire shift worked. Workers who do “pioneer” work (break open a cut, build road, etc.) more than one hundred fifty (150) f eet above grade elevation receive an additional $0.50 per hour. V.In addition to the hourly wage and fringe benefits, the following depth and enclosure premiums shall be paid. The premiums are to be calculated for the maximum depth and distance into an enclosure that a diver reaches in a day. The premiums are to be paid one time for the day and are not used in calculating overtime pay. Depth premiums apply to depths of fifty feet or more. Over 50' to 100' - $2.00 per foot for each foot over 50 feet. Over 101' to 150' - $3.00 per foot for each foot over 101 feet. Over 151' to 220' - $4.00 per foot for each foot over 220 feet. Over 221' - $5.00 per foot for each foot over 221 feet. Enclosure premiums apply when divers enter enclosures (such as pipes or tunnels) where there is no vertical ascent and is measured by the distance travelled from the entrance. 25’ to 300’ - $1.00 per foot from entrance. 300’ to 600’ -$1.50 per foot beginning at 300’. Over 600’ - $2.00 per foot beginning at 600’. W.Meter Installers work on single phase 120/240V self-contained residential meters. The Lineman/Groundmen rates would apply to meters not fitting this description. X.Workers on hazmat projects receive additional hourly premiums as follows - Class A Suit: $2.00, Class B Suit: $1.50, Class C Suit: $1.00, and Class D Suit: $0.50. Special Shift Premium: Basic hourly rate plus $2.00 per hour. When due to conditions beyond the control of the Employer or when an owner (not acting as the contractor), a government agency or the contract specifications requires that work can only be performed outside the normal 5 am to 6pm shift, then the special shift premium will be applied to the basic hourly rate. When an employee works on a special shift, they shall be paid a special shift premium for each hour worked unless they are in OT or Double-time status. (For example, the special shift premium does not waive the overtime requirements for work performed on Saturday or Sunday.) Y.Tide Work: When employees are called out between the hours of 6:00 p.m. and 6:00 a.m. to work on tide work (work located in the tide plane) all time worked shall be at one and one-half times the hourly rate of pay. Swinging Stage/Boatswains Chair: Employees working on a swinging state or boatswains chair or under conditions that require them to be tied off to allow their hands to be free shall receive seventy-five cents ($0.75) per hour above the classification rate. WAGE RATES SWR 33 Note Codes Continued 8.Z.Workers working with supplied air on hazmat projects receive an additional $1.00 per hour. Special Shift Premium: Basic hourly rate plus $2.00 per hour. When due to conditions beyond the control of the Employer or when an owner (not acting as a contractor), a government agency or the contract specifications require that more than (4) hours of a special shift can only be performed outside the normal 6 am to 6pm shift, then the special shift premium will be applied to the basic straight time for the entire shift. When an employee works on a special shift, they will be paid a special shift premium for each hour worked unless they are in overtime or double- time status. (For example, the special shift premium does not waive the overtime requirements for work performed on Saturday or Sunday.) 9.A.Workers working with supplied air on hazmat projects receive an additional $1.00 per hour. Special Shift Premium: Basic hourly rate plus $2.00 per hour. When due to conditions beyond the control of the Employer or when an owner (not acting as the contractor), a government agency or the contract specifications require that more than four (4) hours of a special shift can only be performed outside the normal 6 am to 6pm shift, then the special shift premium will be applied to the basic straight time for the entire shift. When an employee works on a special shift, they shall be paid a special shift premium for each hour worked unless they are in overtime or double - time status. (For example, the special shift premium does not waive the overtime requirements for work performed on Saturday or Sunday.) Certified Crane Operator Premium: Crane operators requiring certifications shall be paid $0.50 per hour above their classification rate. Boom Pay Premium: All cranes including tower shall be paid as follows based on boom length: (A)– 130’ to 199’ – $0.50 per hour over their classification rate. (B)– 200’ to 299’ – $0.80 per hour over their classification rate. (C)– 300’ and over – $1.00 per hour over their classification rate. B.The highest pressure registered on the gauge for an accumulated time of more than fifteen (15) minutes during the shift shall be used in determining the scale paid. Tide Work: When employees are called out between the hours of 6:00 p.m. and 6:00 a.m. to work on tide work (work located in the tide plane) all time worked shall be at one and one-half times the hourly rate of pay. Swinging Stage/Boatswains Chair: Employees working on a swinging stage or boatswains chair or under conditions that require them to be tied off to allow their hands to be free shall receive seventy-five cents ($0.75) per hour above the classification rate. C.Tide Work: When employees are called out between the hours of 6:00 p.m. and 6:00 a.m. to work on tide work (work located in the tide plane) all time worked shall be at one and one-half times the hourly rate of pay. Swinging Stage/Boatswains Chair: Employees working on a swinging stage or boatswains chair or under conditions that require them to be tied off to allow their hands to be free shall receive seventy-five cents ($0.75) per hour above the classification rate. Effective August 31, 2012 – A Traffic Control Supervisor shall be present on the project whenever flagging or spotting or other traffic control labor is being utilized. A Traffic Control Laborer performs the setup, maintenance and removal of all temporary traffic control devices and construction signs necessary to control vehicular, bicycle, and pedestrian traffic during construction operations. Flaggers and Spotters shall be posted where shown on approved Traffic Control Plans or where directed by the Engineer. All flaggers and spotters shall possess a current flagging card issued by the State of Washington, Oregon, Montana, or Idaho. These classifications are only effective on or after August 31, 2012. WAGE RATES SWR 34 Note Codes Continued 9.D.Industrial Painter wages are required for painting within industrial facilities such as treatment plants, pipelines, towers, dams, bridges, power generation facilities and manufacturing facilities such as chemical plants, etc., or anywhere abrasive blasting is necessary to prepare surfaces, or hazardous materials encapsulation is required. E.Heavy Construction includes construction, repair, alteration or additions to the production, fabrication or manufacturing portions of industrial or manufacturing plants, hydroelectric or nuclear power plants and atomic reactor construction. Workers on hazmat projects receive additional hourly premiums as follows -Level A: $1.00, Level B: $0.75, Level C: $0.50, And Level D: $0.25. F.Industrial Painter wages are required for painting within industrial facilities such as treatment plants, pipelines, towers, dams, power generation facilities and manufacturing facilities such as chemical plants, etc., or anywhere abrasive blasting is necessary to prepare surfaces, or hazardous materials encapsulation is required. WAGE RATES SWR 35 This Page Is Intentionally Left Blank. WAGE RATES SWR 36 CONSTRUCTION DRAWINGS (See separate plan set) CITY OF PASCO NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR THIS PAGE IS INTENTIONALLY LEFT BLANK. APPENDIX A GEOTECHNICAL REPORT CITY OF PASCO NOVEMBER 2020 PROJECT NO. 20100 PWRF EMBANKMENT REPAIR THIS PAGE IS INTENTIONALLY LEFT BLANK. SUBMITTED TO: PACE Engineers 11255 Kirkland Way, Suite 300 Kirkland, WA 98003 BY: Shannon & Wilson, Inc. Saint Andrews Loop, Suite A Pasco, WA 99301 (509) 543-2860 www.shannonwilson.com GEOTECHNICAL ENGINEERING REPORT (REV. 0) Embankment Repair at Process Water Reuse Facility FRANKLIN COUNTY, WASHINGTON November 6, 2020 Shannon & Wilson No: 105755-003 Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 PAGE INTENTIONALLY LEFT BLANK FOR DOUBLE-SIDED PRINTING Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 11/6/2020-105775-003_PWRF Embankment Repair.GER.r0.docx i Submitted To: PACE Engineers  Subject: 11255 Kirkland Way, Suite 300  Kirkland, WA 98003  Attn: Jonathan Archibald, PE  GEOTECHNICAL ENGINEERING REPORT (REV. 0), EMBANKMENT REPAIR AT PROCESS WATER REUSE FACILITY, FRANKLIN COUNTY, WASHINGTON Shannon & Wilson prepared this Geotechnical Engineering Report for the emergency  embankment repair at the Process Water Reuse Facility (PWRF) in Pasco, Washington.  We  provided our services in accordance with our September 11, 2020 Proposal (Rev. 0) and the  executed agreement dated October 5, 2020.    We appreciate the opportunity to work with PACE Engineers on this project.  Please contact  me at (509) 543‐2866 if you have comments or questions regarding this report, or if we can  be of further service to you.     Sincerely,  SHANNON & WILSON, INC. Clinton A. Wilson, PE  Associate  MED:HKJ:CRC:CAW:WJP/caw  11 06 2020 Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 ii CONTENTS CONTENTS 1 Introduction ................................................................................................................................ 1  1.1 Scope of Work ................................................................................................................... 1  1.2 Authorization .................................................................................................................... 1  2 Project and Site Description ...................................................................................................... 2  3 Fieldwork and Laboratory Testing .......................................................................................... 2  3.1 Reconnaissance Observations ........................................................................................ 3  3.2 Borings ............................................................................................................................... 3  3.3 Observation & Soil Sampling ......................................................................................... 3  3.4 Laboratory Testing ........................................................................................................... 4  4 Geology and Subsurface Descriptions .................................................................................... 4  4.1 Site Geology ...................................................................................................................... 4  4.2 Geologic Unit Description and Distribution ................................................................ 4  4.3 Groundwater..................................................................................................................... 5  4.4 Potential Variation ........................................................................................................... 5  5 Engineering analyses and Conclusions ................................................................................... 5  5.1 Seismic Considerations .................................................................................................... 7  5.1.1 Ground Motions .................................................................................................. 7  5.1.2 Earthquake‐Induced Geologic Hazards ........................................................... 7  5.1.2.1 Fault Rupture .......................................................................................... 7  5.1.2.2 Liquefaction and Dry Sand Settlement ............................................... 8  5.2 Embankment ..................................................................................................................... 8  5.2.1 Global Stability .................................................................................................... 8  5.2.1.1 Criteria ..................................................................................................... 8  5.2.1.2 Seepage Analyses ................................................................................... 9  5.2.1.3 Slope Stability Analysis ......................................................................... 9  5.2.1.4 Stability Results .................................................................................... 10  5.2.2 Settlement ........................................................................................................... 11  5.2.3 Fill Key Overexcavation ................................................................................... 11  5.2.4 Filter Zone Materials for Pipes Through Embankments ............................. 11  5.3 Excavations and Shoring ............................................................................................... 12  Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 iii CONTENTS 5.3.1 Sloped Excavation ............................................................................................. 12  5.3.2 Shoring Selection and Design .......................................................................... 13  5.3.2.1 Manhole Shields/Trench Boxes .......................................................... 13  5.3.2.2 Sheet Pile Wall ...................................................................................... 14  5.3.2.3 Lateral Earth Pressures ........................................................................ 14  5.3.2.4 Surcharge Loads ................................................................................... 15  5.3.2.5 Drainage ................................................................................................ 15  6 Construction Considerations .................................................................................................. 15  6.1 Earthwork ........................................................................................................................ 15  6.2 Wet Conditions Considerations ................................................................................... 16  6.3 Settlement Monitoring ................................................................................................... 17  6.4 Plan Review and Construction Observation .............................................................. 18  7 References ................................................................................................................................. 19  Exhibits Exhibit 5‐1: Global Stability Results ................................................................................................ 10  Exhibit 5‐2: Filter Zone Material Gradations .................................................................................. 12  Figures Figure 1: Vicinity Map  Figure 2: Site and Exploration Plan  Figure 3: Fill Key Detail   Figure 4: Recommended Earth Pressures for Temporary Shoring   Figure 5: Surcharge Loading for Temporary and Permanent Walls  Appendices Appendix A: Exploratory Boring Logs  Appendix B: Laboratory Results  Appendix C: Global Stability Results  Important Information  Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 1 1 INTRODUCTION Shannon & Wilson prepared this Geotechnical Engineering Report (GER) for the emergency  embankment repair at the Process Water Reuse Facility (PWRF) in Franklin County,  Washington (Figure 1).  Within this report, we present the results of our field explorations  and laboratory testing, and geotechnical engineering conclusions and recommendations in  support of the embankment repair.  1.1 Scope of Work To prepare this GER, Shannon & Wilson:  Discussed the embankment failure with Mr. Robin Nelson, PE and Mr. Jonathan Archibald, PE of PACE Engineers (PACE) and the City of Pasco (City) in preparation of our proposed scope of services; Completed a review of provided geotechnical engineering and water well reports and prepared a Preliminary Geotechnical Report (PGR) dated September 4, 2020; Prepared our proposal dated September 11, 2020, which presented our design phase scope of services, and subsequent proposal revisions to break our services down into exploration and design tasks; Observed, logged, and sampled 6 exploratory soil borings; Completed laboratory testing of selected soil samples; Prepared exploration boring logs; Prepared an Initial Site Review (Rev. 1) letter report (October 13, 2020) to summarize our soil borings and site observations; and Performed geotechnical engineering analyses and developed geotechnical recommendations for design and construction of the embankment repair. 1.2 Authorization Shannon & Wilson prepared this GER for the exclusive use of PACE and the City in the  design and construction of the PWRF emergency embankment repair.  We conducted our  work in accordance with project discussions dating back to early August 2020, our proposal  dated September 11, subsequent proposal revisions, and the executed contract dated  October 5, 2020.    Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 2 2 PROJECT AND SITE DESCRIPTION The PWRF is located approximately 1½ miles northeast of the intersection of US 395 and  Foster Wells Road in Franklin County, Washington.  The PWRF treats process wastewater  from multiple vegetable processors (e.g., carrots, onions, potatoes, and others) on the west  side of US 395 and disperses the treated water back onto local agricultural fields.    As of November 2019, five food processors discharged process wastewater to the PWRF,  with the potential for others to be added if planned additional treatment capacity is  implemented.  Process wastewater is conveyed to the PWRF via underground pipelines.  At  the PWRF, wastewater passes through two rotary drum screens to separate out suspended  solids, is discharged into one of three sedimentation basins, and then applied across 14 City‐ owned crop circles.  Supplemental fresh well water is mixed with treated process  wastewater as needed to meet crop water requirements.  Screened solids are collected and  hauled offsite for use as livestock feed or landfill disposal.    We understand the process wastewater typically exhibits high nitrates and low pH, but the  composition varies based on the vegetables being processed at the time.    On June 27, 2020, PWRF staff discovered an embankment failure between the 8 million  gallon (MG) and 35 MG ponds (Figure 2).  The liner and embankment failure included:  Ripping the existing liner around a recently‐installed overflow pipe on both sides of the embankment (8 MG and 35 MG pond sides); Releasing an unknown quantity and composition of process wastewater from the 8 MG pond into the 35 MG pond; Spreading approximately 1,000 to 1,500 cubic yards (yd3) of embankment materials into the 35 MG pond, predominantly flowing below the 35 MG pond liner; it is unknown if embankment failure materials also flowed beneath the 8 MG pond liner. Temporary repairs have been made to the embankment and liner on the 8 MG pond side to  allow PWRF operations to continue; no repairs have been made on the 35 MG pond side.    3 FIELDWORK AND LABORATORY TESTING Shannon & Wilson completed the following fieldwork and testing tasks:    1.Performed an initial site reconnaissance; 2.Performed a subsequent site reconnaissance in preparation of our fieldwork and in support of our response to the Washington Department of Ecology (Ecology), Dam Safety Office (DSO) comments; Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 3 3.Drilled, logged, and sampled 6 exploratory borings (Appendix A); 4.Collected bulk embankment samples; and 5.Performed geotechnical laboratory index testing of selected soil samples (Appendix B). Shannon & Wilson planned the boring locations and depths based on stability analyses  considerations.  We recorded the boring and bulk sample locations in the field with a  handheld global positioning system.  We show the approximate locations in Figure 2.   3.1 Reconnaissance Observations Please see our Initial Site Review letter report (Rev. 1) dated October 13, 2020 for a summary  of our site observations.    3.2 Borings Shannon & Wilson completed 6 borings, designated B‐1 through B‐6, on September 23  through 30, 2020 to approximately 16½ to 56½ feet below the existing ground surface (bgs).   Our drilling subcontractor, Holt Services, Inc. of Vancouver, Washington drilled the borings  with a Mobile B‐57 track‐mounted drill rig using approximately 4¼‐inch inside diameter  (I.D.), 8‐inch outside diameter (O.D.), hollow‐stem auger methods.    3.3 Observation & Soil Sampling During the drilling process, we obtained disturbed drive soil samples at 2½‐ to 5‐foot  intervals using a 2‐inch O.D. sampler in conjunction with standard penetration tests (SPTs).   We conducted SPTs in accordance with the ASTM International (ASTM) Designation:   D1586, Test Method for Penetration Test and Split‐Barrel Sampling of Soil (ASTM  International, 2018).  The SPT N‐value provides an indication of the relative density, or  consistency, of the soil and is plotted on the boring logs in Appendix A.  Following drilling,  our field representative collected bulk soil samples of the fill material placed within the  embankment failure area by the City.    A Shannon & Wilson field representative observed the borings, classified the soils, obtained  representative soil samples, and compiled exploration field logs based on manual‐visual  classification.  Our field representative placed drive and bulk samples into labeled plastic  bags.  We estimated strata boundaries in the field based on the observed split‐spoon  samples, drill cuttings, and interpretations of drill action (smoother drilling, rougher  drilling, drill chatter, etc.).  We visually classified the soils according to the Unified Soil  Classification System (USCS) as summarized in Figure A‐1, Appendix A (3 sheets).  Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 4 3.4 Laboratory Testing Shannon & Wilson completed the following laboratory tests on selected soil samples  obtained from the borings:  Moisture Content (ASTM D2216); Particle Size Analyses (ASTM D422 and D1140); Atterberg Limits (ASTM D4318); and Moisture Density Relationship (ASTM D1557). We incorporated the laboratory index test results into the soil descriptions and display the  results on the boring logs in Appendix A.  All laboratory test results are presented in  Appendix B.   4 GEOLOGY AND SUBSURFACE DESCRIPTIONS 4.1 Site Geology The Geologic Map of the Richland 1:100,000 Quadrangle (Reidel and Fecht, 1994) maps the site  underlain by Holocene age (between 11,000 years old to present) stabilized sand dune  deposits (Qds) and Pleistocene age (between approximately 1.8 million and 11,000 years  old) outburst flood sands and gravels (Qfg4).  The publication describes the Qds geologic  unit as eolian medium to fine sand and silt.  The publication describes the Qfg4 geologic unit  as the youngest outburst flood gravels varying in grain size from sand to boulders with  beds of fine sediment.    4.2 Geologic Unit Description and Distribution Geologic units are interpretive and based on our opinion of the grouping of complex  sediments and soil types into units.  Based on the geologic map, our literature review, and  site observations, the project site is comprised of Fill (Hf) underlain by Qds and Qfg4 deposits.  The geologic unit descriptions and distribution are described below.  Fill (Hf) – The embankments around the 8 MG and 35 MG ponds consists of structural and non‐structural fill (Hf).  Based on our observations during drilling, we estimate the Hf extends approximately 14 to 16 feet below the top of embankments (approximate elevation 556 feet above mean seal level [amsl]).  The encountered Hf soils consist of very loose to medium dense, Sandy Silt (ML) to Silty Sand (SM). Stabilized Sand Dune Deposits (Qds) – Based on our literature review, we anticipate Qds deposits at the site were mostly excavated and reused as structural or non‐structural embankment fill (Hf).  Typically, the local Qds consist of very loose to Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 5 medium dense, Silt (ML) to Sandy Silt (ML) to Silty Sand (SM).  We did not observe the  Qds below Hf in our borings, supporting our review that suggests the Qds unit was  excavated.  Youngest Outburst Flood Deposits (Qfg4) – At each boring, we encountered Qfg4 soils between approximate elevations 542 to 540 feet amsl, below Hf at borings B‐1, B‐2, and B‐3, or at the ground surface at borings B‐4, B‐5, and B‐6.  The encountered Qfg4 soils typically consist of medium dense to very dense, Silt (ML) to Silty Sand (SM) to Poorly Graded Sand with Silt (SP‐SM).  We did not observe gravels or indication of cobbles in the Qfg4 unit encountered in the borings. 4.3 Groundwater Shannon & Wilson and previous site explorations did not encounter groundwater within  the exploration maximum depths.  Based on well logs provided at the Washington State  Department of Ecology website, the groundwater level is likely greater than approximately  150 feet bgs at the site.  However, depending on the local irrigation practices/timing,  groundwater may occur at relatively shallow depths.    4.4 Potential Variation Our explorations and laboratory testing were performed to evaluate the subsurface  conditions at the site, in the vicinity of the embankment failure.  Our observations are  specific to the locations, depths, and times noted on the provided boring logs and may not  be applicable to all areas of the site.  No amount of subsurface explorations or laboratory  testing can precisely predict the characteristics, quality, or distribution of the subsurface and  site conditions.  Potential variation includes, but is not limited to:  The conditions between and below the explorations may be different. The passage of time or intervening causes (both natural and manmade) may result in changes to the site and subsurface conditions. Groundwater levels can fluctuate due to seasonal and agricultural‐related variances. Contaminated soils were not encountered in our explorations; however, this does not preclude the presence of contaminated soils on the site. 5 ENGINEERING ANALYSES AND CONCLUSIONS Shannon & Wilson understands the City’s primary objective is to rebuild the 8/35 MG  embankment failure area in time for the 35 MG pond to be operational about mid‐January  2021.    Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 6 Based on our review of the provided as‐built information and encountered subsurface  conditions, the existing PWRF 8/35 MG pond embankments consist of and were designed to:   Hf to approximately 14 feet below the top of embankment overlying Qfg4 unit soils; the 8 and 35 MG ponds were excavated below the previous ground surface elevation into native Qfg4 unit soils. Construction quality control density testing utilized ASTM D698 for relative compaction as opposed to the specified ASTM D1557. Embankment side slopes are 3 horizontal to 1 vertical (3H:1V). Seepage was not considered. The liner is the sole seepage barrier. DSO Guidelines require redundancy to embankment features that may result in catastrophic  reservoir release in the event the initial element fails.  Consistent with DSO Guidelines,  facilities under DSO permitting requirements typically include some or all of the following  features.    Zoned embankments Drainage features Internal filter(s) Cutoff trench The as‐built documents do not indicate the above features are present in the existing  embankments.    Based on teleconferences with the DSO, we understand the embankment repair will be re‐ constructed to approximately original conditions although future improvements may be  required to implement some of the typical features listed above and meet stability criteria  according to DSO guidelines.    In the following sections, we present the earthquake ground motions and associated  earthquake‐induced liquefaction, settlement, and fault rupture potential at the site.  We then  review the embankment as‐built condition and assessment criteria, and present the results  of embankment seepage analyses, static and dynamic global stability analyses, and static  settlement analyses.  Based on the results of our engineering analyses, we provide  conclusions and recommendations for the emergency embankment repairs.  For the purposes of our analyses and recommendations, we assumed that the results of the  explorations are representative of the conditions across the project site.  However, as stated  Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 7 in Section 4.4, subsurface conditions should be expected to vary.  During construction, we  may need to revise our recommendations if different conditions are encountered.  5.1 Seismic Considerations 5.1.1 Ground Motions We selected probabilistic ground motions with a 2,475‐year return period for evaluating the  emergency embankment repair to be consistent with the previous geotechnical engineering  analyses performed by others for this facility (GN Northern, 2015).  Based on the site  subsurface conditions, it is our opinion the site can be classified as Seismic Site Class D (stiff  soil profile).  The most recent (2018) published results from the U.S. Geological Survey  (USGS) National Seismic Hazard Mapping Project (NSHMP) (Petersen and others, 2020)  provide a peak ground acceleration (PGA) for Site Class D conditions and a return period of  2,475 years of 0.231g.  The corresponding mean magnitude from the previous (2014)  NSHMP deaggregation results (Rukstales and Petersen, 2019) is 6.32.    We note that the Washington State Dam Safety Guidelines (1993) provides a decision  framework to develop design criteria based on consequence of failure.  Within this  framework, seismic design ground motions may be based on deterministic, probabilistic, or  both probabilistic/deterministic analyses.  For future non‐emergency embankment  improvements, we recommend that the basis for the seismic design ground motions be  reviewed and selected within the decision framework and the associated consequence of  failure.    5.1.2 Earthquake-Induced Geologic Hazards Earthquake‐induced geologic hazards that may affect a site include slope instability, fault  rupture, dry sand settlement, liquefaction, and liquefaction‐associated effects (such as  settlement, loss of shear strength, bearing capacity failures, loss of lateral support, ground  oscillation, and lateral spreading).  Our assessment of these hazards is summarized in the  following report subsections.  5.1.2.1 Fault Rupture Based on the UUSGS Quaternary Fault and Fold Database (USGS, 2014) the closest  Quaternary (movement within the last 1.6 million years) faults are the Rattlesnake Hills and  Wallula faults, mapped approximately 10 miles southwest of the project site.  Both mapped  fault systems have a slip rate of less than 0.2 mm per year. Based on  the distance to these  faults, the potential for fault rupture to cause differential ground movement at the site is  very low.  Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 8 5.1.2.2 Liquefaction and Dry Sand Settlement Liquefaction of loose, saturated, and cohesionless soils occurs when excess pore pressures  are generated as a result of earthquake shaking.  Liquefaction potential studies provide  assessment methods based on both laboratory and field procedures.  The research indicates  that liquefaction potential decreases as the fines content increases.  The most widely used  methods are empirical and based on correlations between SPT resistance (N‐value), peak  ground acceleration, and earthquake magnitude.    Based on depth to groundwater and the relative density of the encountered cohesionless  soils, it is our qualitative assessment that the potential for liquefaction and the associated  effects (e.g., loss of shear strength, bearing capacity failures, loss of lateral support, ground  oscillation, and lateral spreading), is very low.  Based on our analyses, we estimate  earthquake‐induced dry sand settlement at the embankment failure area to be less than 1‐ inch.   5.2 Embankment The DSO considers an impounding hydraulic barrier greater than 15 feet tall, but less than  50 feet tall, as an “Intermediate Size Dam.”  Design and construction of the embankment  repair should proceed in accordance with the Dam Safety Guidelines, Part IV: Dam Design  and Construction (July 1993).  The DSO describes the required features of the impounding  structure based on size classification in guidelines Part IV, Section 3.2.2, Requirements/  Minimums for the Embankment Cross‐Section, and provides a list of required and  recommended features in Section 3.2.2, Table 1, Embankment Section Design Elements.  We  discuss required and recommended features pertaining to the geotechnical aspects of the  PWRF embankment design and construction in the following sections.    5.2.1 Global Stability We performed global stability and seepage analyses for the PWRF 8/35 MG embankment  failure area in support of the City’s immediate objective of reconstructing to original  conditions (side slopes, etc.).  We assigned soil properties based on our field and laboratory  testing, and published correlations with soil index parameters.    5.2.1.1 Criteria The US Army Corps of Engineers (USACE) guidelines indicate that embankments should be  evaluated for the following conditions.    Case 1A ‐ No Seepage (Long‐Term Static) Case 1B ‐ Steady State Seepage (Long‐Term Static) Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 9 Case 2A ‐ Seismic (Pseudo‐Static), No Seepage Case 2B ‐ Seismic (Pseudo‐Static), Steady State Seepage Case 3 ‐ Rapid Drawdown USACE guidelines also recommend evaluating global stability for end‐of‐construction  conditions.  However, we anticipate relative rapid drainage of the PWRF embankment  materials will occur as the fill materials are placed.  Therefore, the end‐of‐construction  condition is the same as Case 1.  5.2.1.2 Seepage Analyses The USACE Technical Letter ETL 1110‐2‐569 Design Guidance for Levee Underseepage (USACE,  2005) recommends designing levees, or impounding embankments, to maintain a maximum  upward exit gradient (iv) of 0.50.  We estimate the maximum upward gradient for the PWRF  8/35 MG embankment would be about 0.18.    The seepage flow rate represents the water volume (per day, per foot of embankment  length) that we estimate may flow through the embankment.  We assume no membrane, or  a failed membrane, in our seepage analysis.  We do not include surface stormwater  influence or a foundation cutoff trench.  The DSO Guidelines indicate that a foundation  cutoff trench is required for “medium” impoundments to prevent seepage/piping  underneath the embankment or along the cut/fill transition.  The foundation cutoff trench  may be placed at or near either toe or the embankment center.  Additional consideration of a  cutoff trench is warranted given the ponds are excavated into native soils (i.e., the cut/fill  transition is above the pond bottom on the 35 MG side and at or very near the pond bottom  on the 8 MG side).    5.2.1.3 Slope Stability Analysis We performed slope stability analyses in accordance with the USACE Levee Design and  Construction Manual EM 1110‐2‐1913 (USACE, 2000) and the Slope Stability Manual EM 1110‐ 2‐1902 (USACE, 2003).  The analyses use traditional limit equilibrium slope stability analysis  methods and the computer program SLOPE/W (GeoSlope, 2020).  The global stability  module of Geostudio, SLOPE/W, uses limit equilibrium analysis methods to calculate a  safety factor (SF) against global instability.  Geostudio allows porewater pressures  calculated by SEEP/W to be imported into SLOPE/W analyses.  Circular failure surfaces  were analyzed for the model embankment cross sections using the Spencer method‐of‐slices  to calculate the SF.  An automated search routine was used to identify the failure surface  with the lowest SF (critical failure surface).  The critical failure surface was then modified  using the optimization feature in SLOPE/W as a non‐circular surface and a revised SF  calculated.  The Morgenstern and Price (1965) method of analysis, which satisfies both  Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 10 moment and force equilibrium, was used to search for the location of the most critical slip  surfaces and their corresponding SF.  The global stability models (assuming no seepage) are  presented in Appendix C.  We used a horizontal acceleration coefficient, kh, of 0.12 for the seismic (pseudo‐static)  analysis.  This value corresponds to 50% of the design ground motion PGA.  5.2.1.4 Stability Results We present our estimated stability SF values and USACE minimum SF design values  in  Exhibit 5‐1 for design cases 1A and 2A and provide the stability results in Appendix C.    Exhibit 5-1: Global Stability Results Analysis Model Figure Safety Factor S&W USACE Minimum Case 1A, Static, No Seepage B2 empty, B3 full – north berm of B3 C-1 3.1 1.5 B2 empty, B3 full – south berm of B2 C-2 1.9 1.5 B2 full, B3 empty – north berm of B3 C-3 2.0 1.5 B2 full, B3 empty – south berm of B2 C-4 2.7 1.5 Case 2A, Pseudo-Static, No Seepage B2 empty, B3 full – north berm of B3 C-5 2.2 1.1 B2 empty, B3 full – south berm of B2 C-6 1.3 1.1 B2 full, B3 empty – north berm of B3 C-7 1.4 1.1 B2 full, B3 empty – south berm of B2 C-8 1.9 1.1 NOTES: S&W = Shannon & Wilson; USACE = US Army Corps of Engineers; B2 = Basin 2 - 35 MG pond; B3 = Basin 3 - 8 MG pond The global stability SFs confirm the observed stability of the embankment prior to the liner  failure; however, all model scenarios failed with a SF < 1.0 under steady state seepage  conditions.  Given the current embankments require the liner to prevent seepage and  maintain stability, we did not perform global stability analyses for rapid drawdown  (USACE Case 3).    Our analyses confirm that additional embankment features (listed in Section 5 above),  geometry, embankment and liner materials, amongst other items should be considered for  future improvements to the PWRF embankments to meet seepage through the levee  requirements and stability criteria.    Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 11 5.2.2 Settlement We estimate that the approximately 15‐ to 35‐foot‐tall embankment with 3H:1V side slopes  will impose loads resulting in approximately 1 to 3 inches of static foundation/subgrade  settlement below the embankment center and decrease toward the embankment toes and  abutments.  The majority of the settlement is expected to occur during or soon after  embankment construction.  See section 6.3 for Settlement Monitoring of the embankments.   5.2.3 Fill Key Overexcavation The PWRF emergency embankment repair should be keyed into native, undisturbed soils  below the failure area footprint.  We recommend a minimum 6‐foot‐wide (W) by 3‐foot‐ deep (X) key into the native soils at the embankment toes.  The native soils should be  overexcavated at the embankment toe areas to provide the “fill key” on embankment sides  not impacting adjacent existing embankments.  The overexcavation limits may be estimated  by extending the 3H:1V embankment slopes below the planned embankment toe.  The fill  key should extend a minimum 2 feet beyond the projected embankment slope, thus leaving  an approximate 4‐foot horizontal overlap between the fill key and the overlying  embankment.  Figure 3 illustrates the fill key dimensions and placement.    5.2.4 Filter Zone Materials for Pipes Through Embankments We understand embankment reconstruction materials will consist of similar materials as  existing embankments, or predominantly Silty Sand (SM) to Sand with Silt (SP‐SM).  In  accordance with the DSO guidelines, filters (or an engineered material gradation, generally  sandy) are required between the embankment materials and pipes which pass through  embankments.  The filter zone material must be compatible with the existing foundation  soils and the embankment fill material(s).  The filter zone material should have a hydraulic  conductivity sufficiently high to allow drainage.  Exhibit 5‐2 provides estimated the filter  zone gradation requirements in accordance with the DSO Guidelines and USACE  procedures.    Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 12 Exhibit 5-2: Filter Zone Material Gradations Sieve No. % Passing (by Weight) Minimum Maximum 1-inch 100 100 ½-inch 90 100 ⅜-inch 85 100 No. 4 70 100 No. 8 55 100 No. 16 40 100 No. 30 23 70 No. 50 10 47 No. 100 0 27 No. 200 0 5 Aggregate meeting the WSDOT Standard Specifications Section 9‐03.1(2) – Class 1 Fine  Grading Aggregates for Concrete would meet the filter zone material gradation  requirements.    The filter material should consist of naturally occurring, hard, durable, rounded to  subrounded particles not subject to degradation by wetting.  Filter material should not  consist of material manufactured from crushed rock or aggregate.  Material meeting these  criteria will need to be imported.  Hard, durable, rounded to subrounded, naturally  occurring gravelly sand meeting the specified gradation may not be available from local  aggregate sources and may need to be brought to the site from outside the area.  5.3 Excavations and Shoring We anticipate deep excavations will be required for the embankment and utility repairs.   Due to planned excavation depths immediately adjacent to embankment slopes and nearby  structures and utilities, we anticipate the excavation may require shoring.  However, the  Contractor may elect to slope excavations if space allows.  All excavations should be made in accordance with the safety requirements of the U.S.  Department of Labor Occupational Safety & Health Administration (OSHA) and other  applicable regulations.    5.3.1 Sloped Excavation Based on our borings and local experience, we characterize the cohesionless, granular site  soils as Occupational Safety and Health Administration (OSHA) Soil Type C.  OSHA  Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 13 indicates Type C soils may have maximum temporary slopes of 1½ Horizontal to 1 Vertical  for excavations less than 20 feet deep.  Flatter slopes may be required.  The OSHA slope inclinations do not consider surcharge loads placed along excavation  benches or perimeter, such as equipment or material stockpiling.  Surcharged slopes should  be evaluated by the geotechnical engineer based on the Contractor’s proposed construction  site layout.    In all cases, the construction Contractor is responsible for temporary excavation slopes and  the safety of all temporary excavations based on exposed ground conditions.  The  Contractor can observe the nature and conditions of the subsurface materials encountered  and has the responsibility for methods, sequence, and construction schedule.  If instability is  detected, slopes should be flattened or shored.  All temporary excavation slopes should be  accomplished in accordance with all local, state, and federal safety regulations.    If sloped excavations are selected, Shannon & Wilson should be allowed to review the  proposed excavation plans and be informed if surcharge loads will be present to assess the  effect of the loads and revise the recommended slope inclinations and/or minimum set back  distances as appropriate.  5.3.2 Shoring Selection and Design Cost, performance expectations, and Owner preferences should be considered when  evaluating shoring systems.  It is our opinion that manhole shields/trench boxes and/or  sheet pile walls may be the most cost‐effective shoring options for the project excavations  exceeding approximately 10 feet.  We do not anticipate soldier pile and lagging walls,  caisson, or secant pile walls will be considered based on relatively involved construction  methods and higher costs.  We discuss potential excavation and shoring alternatives in the  following sections.  5.3.2.1 Manhole Shields/Trench Boxes Manhole shields or trench boxes, including slide rail shoring, are often used by Contractors  to provide safety for workers in excavations.  However, an unsupported excavation would  be required to set the shield/box to the excavation base.  A temporary, unsupported  excavation could result in settlement/damage to adjacent embankments, utilities, and  structures.  Therefore, adjacent embankments, utilities, and structures should be evaluated  by the Contractor to assess potential impacts of this approach.    Compaction of the backfill soils, including below the shields/boxes and immediately outside  (or native/backfill interface), is difficult to impossible due to interference from the shoring  installation, raveling of loose soils on the back side of the shoring, and space limitations in  Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 14 the trench.  The width of the shields/boxes relative to the required backfill area should be  considered to permit adequate compaction around the installation and within the planned  embankment.    5.3.2.2 Sheet Pile Wall Steel sheet pile shoring could be considered to support excavations away from settlement  sensitive structures.  However, the medium dense to very dense, relatively dry, granular  Qfg4 sands could make installation of the sheet piles to sufficient depth difficult.  Predrilling  the sheet pile locations could mitigate potential difficult sheet pile installation.  Sheet pile  walls may only be capable of supporting excavations (without surcharge load  considerations) up to about 15 feet tall without ground anchor support (tiebacks or braces).   Ground anchors, typically tiebacks, installed through the steel sheets typically require steel,  horizontal waler beams to distribute the post‐tensioned loads between neighboring sheet  piles.  The hammer and/or vibratory energy required to install the sheet piles will create vibrations  that could cause settlement of nearby structures and embankments.  If installation is to be  performed adjacent to settlement sensitive infrastructure or structures, the Contractor  should assess potential impacts of this approach.  Additionally, typical steel strength and  hammer impact energy, and subsurface conditions will limit practical sheet pile installation  depths unless predrilling is used.  5.3.2.3 Lateral Earth Pressures The lateral pressures against a buried wall are dependent on many factors, including  method of backfill placement and degree of compaction, backslope, surcharges, the type of  backfill and native soil, drainage, and whether or not the wall can yield or deflect laterally  or rotate at the top after or during construction or placement of backfill.  If the wall is free to  yield at the top an amount equal to approximately 0.001 times the wall height, the soil  pressures will be less (active case) than if this movement is not allowed because of stiffness  or wall resistance (at‐rest condition).  We provide active pressures for temporary walls that  can deflect greater than 0.001 times the wall height.    Shannon & Wilson estimates shoring will be temporary and placed within the Hf and Qfg4 deposits. We do not anticipate hydrostatic pressures due to the lack of groundwater and  construction timing assumption, and seismic‐induced earth pressures are typically not  required for temporary shoring applications.  Based on the encountered subsurface  conditions in our borings, we provide lateral earth pressure diagrams for shoring wall  design (cantilevered and braced walls) in Figure 4.    Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 15 5.3.2.4 Surcharge Loads In our opinion, the design of the temporary walls should account for any surcharge loads,  such as adjacent live traffic (maintenance vehicles, construction equipment, etc.), material  stockpiles, and other items at or near the excavation top.  To develop the lateral earth  pressure from these surcharge loads, we recommend using a coefficient of active lateral  earth pressure, ka, equal to 0.35.  Recommended surcharge loading considerations for below‐ grade walls are provided in Figure 5.  Shannon & Wilson should review anticipated  surcharge loading to confirm that the appropriate design values are considered.   5.3.2.5 Drainage The above lateral pressures assume that adequate drainage is provided behind the walls to  avoid saturation and introduction of hydrostatic pressures.  We estimate the static  groundwater depth is deeper than the project excavations, however, we anticipate  construction will include frequent watering of the relatively fine sands and silts for dust  control.  Shannon & Wilson recommends the surface watering be controlled (frequency,  duration, and intensity) to prevent water from draining and saturating the soils behind  shoring walls.     6 CONSTRUCTION CONSIDERATIONS The applicability of our recommendations is contingent upon good construction practices.   Poor construction techniques may alter conditions from those on which our  recommendations are based and, therefore, result in additional settlement and movement of  the reconstructed embankment repair.  The following sections present construction  considerations for this project.   6.1 Earthwork The area of failure should be overexcavated to undisturbed native subgrade soils on the  bottom and undisturbed adjacent embankments on the sides, and replaced with structural  fill.  The existing, undisturbed embankments should be benched/terraced to mesh the repair  fill with the existing embankment materials, with an approximately 12‐inch vertical face (to  the degree the materials will stand when moisture conditioned) and 8‐foot‐wide bench to  accommodate earthwork equipment.    Once the overexcavation is complete, we recommend compacting the exposed subgrade and  undisturbed adjacent embankments.  The exposed subgrade and undisturbed adjacent  embankments should be moisture conditioned to approximately 12 inches below subgrade  Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 16 elevation/excavation surface to within 2% of optimum moisture and compacted to firm,  unyielding condition with a minimum in‐place dry density of 95% of the maximum  laboratory dry density as determined by the ASTM International (ASTM) Designation:  D1557, Laboratory Compaction Characteristics of Soil Using Modified Effort.    The prepared subgrade should be proofrolled using heavy/loaded construction equipment  to observe for yielding conditions.  Areas of inadequate performance, as observed by the  geotechnical engineer or their representative, should be excavated and replaced with  structural fill prior to placing additional structural fill.    Fill should be free of debris, organic material, and any other deleterious material.  Structural  fill within the embankment repair prism may consist of site Hf and Qfg4 soils consistent  with the existing embankments.  Particles larger than 3 inches in dimension should be  removed from the fill material.  If import material is required for the embankment prism,  we recommend Silty Sand (SM) to Poorly Graded Sand with Silt (SP‐SM), similar to the  existing embankment materials.  Outside of the embankment prism, or for potential future  embankment improvements, we recommend using a well‐graded, 2‐inch minus, pit‐run  sand and gravel with less than approximately 5 to 12% fines, depending on location and  purpose, or crushed rock for structural fill, except where noted.  Shannon & Wilson should  review and approve material for import prior to transporting to the site.  Fill materials should be placed in maximum 6‐ to 8‐inch loose lifts, depending on  compaction equipment size and energy.  Structural fill should be uniformly moisture‐ conditioned to within 2% of optimum and compacted in lifts to a minimum 95% of ASTM  D1557, Method C or D (Modified Proctor), and a dense, unyielding condition.    If wet conditions exist, then the recommendations for fill material in Section 6.2 should be  used outside of the emergency embankment repair area.  6.2 Wet Conditions Considerations The site soils contain significant fines content, making them moderately to highly moisture  sensitive.  We present the following wet weather/wet conditions grading recommendations  for the moisture sensitive site soils.  The ground surface in and surrounding the construction area should be sloped as much as possible and sealed with a smooth‐drum roller to promote runoff of precipitation away from work areas and to prevent ponding of water. Work areas or slopes should be covered with plastic.  The use of sloping, ditching, sumps, dewatering, and other measures should be employed as necessary to permit proper completion of the work. Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 17 Earthwork should be accomplished in small sections to minimize exposure to wet conditions.  That is, each section should be small enough so that the removal of unsuitable soils and placement and compaction of clean structural fill could be accomplished on the same day.  The size of construction equipment may have to be limited to prevent soil disturbance.  It may be necessary to excavate soils with a backhoe, or equivalent, and locate them so that equipment does not pass over the excavated area. Thus, subgrade disturbance caused by equipment traffic would be minimized. No soil should be left uncompacted and exposed to moisture.  A smooth‐drum vibratory roller, or equivalent, should roll the surface to seal out as much water as possible. In‐place soil or fill soil that becomes wet and unstable and/or too wet to suitably compact should be removed and replaced with clean, granular soil (see gradation requirements above). Excavation and placement of structural fill material should be observed on a full‐time basis by Shannon & Wilson to determine that all work is being accomplished in accordance with the project specifications and our recommendations. Grading and earthwork should not be accomplished during periods of heavy, continuous rainfall. The above recommendations should be incorporated into the contract specifications for the  embankment repair construction.  6.3 Settlement Monitoring We recommend installing settlement monitoring plates along the embankment repair area  and optical survey points along the adjacent PWRF embankments (outside of potential  access routes) to monitor embankment performance during and after construction.  The  settlement monitoring plates and optical survey points should be constructed to monitor  both subgrade and overall embankment settlement.    Conceptually, we anticipate dual settlement plates placed in the embankment repair area  relatively close on plan view, but founded at different elevations.  Through this  arrangement, settlement monitoring may occur at different elevations and compared to  determine material performance.  We recommend placement of one settlement monitoring  plate at the cut subgrade elevation and extend through the embankment fill.  The second  monitoring device should be placed relatively shallow within the embankment fill material.    At adjacent embankment areas, we anticipate optical survey points consisting of PK nails or  survey targets placed orthogonally over the embankment at a spacing of 10 feet, measured  along the embankment crest, and extend a distance equal to at least one‐half the  overexcavation depth.  Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 18 The settlement survey points should be read three times before construction to establish  baseline readings, weekly for at least two weeks prior to the start of embankment earthwork  activities, daily during construction activities, and then weekly for a minimum of four  weeks after earthwork construction is complete.  All data should be collected and expeditiously reduced and presented in useful, legible, and  well‐labeled plots.  Reduced and interpreted data must be made available within eight (8)  hours of being collected, although readings indicating movement in excess of ¼‐inch should  be reported immediately.  The data plots should include construction information on fill  placement elevation(s) through the repair area at the time the reading was taken.  6.4 Plan Review and Construction Observation We recommend retaining Shannon & Wilson to review the construction plans for the  proposed embankment emergency repair and provide construction observations services  during site grading and structural fill placement and compaction.  We can provide plan  review and construction observation services on a time and expense basis.   Variations in soil conditions are possible at the site and may be encountered during  construction.  Geotechnical design recommendations were developed from a limited  number of explorations and tests.  Therefore, recommendations may need to be adjusted in  the field.  Shannon & Wilson should be retained to provide construction observation  services during the project earthwork, excavation, and structural fill placement.   Construction observation allows the geotechnical engineer to observe the actual soil  conditions exposed during construction, determine if the proposed design is compatible  with the design recommendations, and if the conditions encountered at the site are  consistent with those observed during the geotechnical study.  Construction observation is  conducted to reduce the potential for problems arising during and after construction.   However, in all cases, the Contractor is responsible for the quality and completeness of their  work and for adhering to the plans, specifications, and recommendations on which their  work is based.    Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 19 7 REFERENCES Dam Safety Office, 1993, Dam Safety Guidelines, Part IV: Dam Design and Construction:   Olympia, Wash., Washington Department of Ecology (Ecology), Water Resources  Program, Publication No. 92‐55d, July, available:   https://fortress.wa.gov/ecy/publications/publications/9255d.pdf.  Duncan, J.M., Wright S.G., and Wong, K.S., 1990, Slope stability during rapid drawdown:  Proceedings of H. Bolton Seed Memorial Symposium, v. 2.  GeoSlope International Ltd., (GeoSlope), 2020, Stability and Seepage modeling with  GeoStudio 2021 version 11.0.0.21118.  Reidel, S.P., and Fecht, K.R., 1994, Geologic Map of the Richland 1:100,000 Quadrangle,  Washington: Washington Division of Geology and Earth Resources, Open File  Report 94‐8, available: https://ngmdb.usgs.gov  Rukstales, K.S., and Petersen, M.D., 2019, Data Release for 2018 Update of the U.S. National  Seismic Hazard Model: U.S. Geological Survey data release,  https://doi.org/10.5066/P9WT5OVB.  U.S. Army Corps of Engineers (USACE), Engineering and Design, 2000, Design and  Construction of Levees, Engineer Manual 1110‐2‐1913:  Washington, D.C., April.  U.S. Army Corps of Engineers (USACE), Engineering and Design, 2003, Slope Stability,  Engineering Manual 1110‐2‐1902:  Washington, D.C., October.  U.S. Army Corps of Engineers (USACE), Engineering and Design, 2005, Design Guidance  for Levee Underseepage, Technical Letter ETL 1110‐2‐569:  Washington, D.C., May.   U.S. Geological Society (USGS), 2020a, Unified Hazards Tool, USGS Earthquakes Hazard  Program: accessed October 14, 2020 at:  https://earthquake.usgs.gov/hazards/interactive/  U.S. Geological Society (USGS), 2020b, U.S. Quaternary Faults Database, USGS Earthquakes  Hazard Program: accessed October 14, 2020 at:  https://usgs.maps.arcgis.com/apps/webappviewer/index.html?id=5a6038b3a168456 1a9b0aadf88412fcf  © 2020 Microsoft Corporation © 2020 Maxar ©CNES (2020) Distribution Airbus DS Foster Wells Road PROJECT LOCATION 395N Railroad AvenuePasco Kahlotus RoadN Glade Road182 12 397 Phend Road Edwards RoadPiekarski RoadMiddway RoadVoss Road Blasdel RoadPasco VICINITY MAP November 2020 Filename: C:\Users\jrs\CAD Group Dropbox\JDrive\_PAS\105755\003\105755-003 Vicinity Map.dwg Date: 10-13-2020 Login: JRSSeattle Washington ProjectLocation 90 5 97 0 1 2 Approximate Scale in Miles FIG. 1 Pasco 105755-003 PWRF 8/35 MG Embankment Repair Franklin County, Washington CITY OF PASCOUSA-BUREAU OFRECLAMATIONB-1B-2B-3B-4B-1B-2B-3B-1B-2B-3B-4B-5TP-1TP-2TP-3TP-4BULK-1B-6B-4B-3B-5B-2B-1BULK-2Filename: C:\Users\jrs\CAD Group Dropbox\JDrive\_PAS\105755\003\105755-003 Explorations.dwg Layout: Figure 2 Date: 10-13-2020 Login: JRS FIG. 2SITE AND HISTORICEXPLORATION PLANNovember 2020105755-003NOTEFigure adapted from file SITE PLAN.dwg,V18515-BNDRY.dwg, V18515-SRV.dwg, andX17454_SRV2.dwg received 09/02/2020, byPACE Engineers.0150300Scale in FeetLEGENDApproximate Extents of SloughingBoring Designation and Approximate Location(Shannon & Wilson, Inc. Geotechnical Engineering Studies,June 1997)B-1Test Pit Designation and Approximate Location(GeoEngineers, Inc. Geotechnical Engineering Evaluation,February 2012)TP-1Boring Designation and Approximate Location(Intermountain Materials Testing & Geotechnical (IMT),Geotechnical Engineering Evaluation, October 2013)B-1Boring Designation and Approximate Location(GN Northern, Inc. Report of Geotechnical Evaluation andEmbankment Stability Analysis, October 2015)B-1Boring Designation and Approximate Location(Shannon & Wilson, Inc. Geotechnical Engineering Studies,October 2020)PWRF 8/35 MG Embankment RepairFranklin County, WashingtonB-1Bulk Sample Designation and Approximate Location(Shannon & Wilson, Inc. Geotechnical Engineering Studies,October 2020)BULK-1 FILL KEY DETAIL File: C:\Users\jrs\CAD Group Dropbox\JDrive\_PAS\105755\003\105755-003 Fill Key Detail.dwg Date: 11-06-2020 Author: JRSMinimum Fill Key Width = 6 Ft. Minimum Fill Key Depth = 3 Ft. (into native undisturbed bearing strata) LEGEND Structural fill shall be compacted to 95% (min.) of maximum dry density (ASTM D 1557). NOTE W = X = 31 13 Approximate Stripping Depth Not to Scale Competent, Native, Undisturbed Bearing SoilsApprox. 3 Ft., Typical W Fill Key Embankment SlopeEmbankment Slope Embankment Crest ~538 ~525 X Densely Compacted Embankment Fill FIG. 3 November 2020 105755-003 PWRF 8/35 MG Embankment Repair Franklin County, Washington 1.Earth pressures are in units of pounds per square foot (psf). Total design pressure is thesum of earth, water and surcharge pressures (See Figure 4). At a minimum, werecommend a uniform surcharge pressure of 250 psf in addition to the surcharge fortraffic and other construction traffic. See Figure 4 for additional details.2. The lateral earth pressures are provided for active and passive conditions. Activepressures are applicable when the wall is temporary and allowed to move more than0.001 x H.3. Wall embedment (D) should consider kickout resistance. Embedment should bedetermined by satisfying horizontal static equilibrium about the bottom of the pile. Therequired depth of embedment should also satisfy the vertical loading considerations.4. The earth pressures shown above assume a horizontal backslope.5. The passive earth pressures presented above include a factor of safety of 1.5.6. Seismic incremental pressure was not considered for the temporary excavationconditions.7. Earth pressures provided are for soils above the groundwater table. If piles/excavationpenetrate below groundwater elevations, a revised earth pressure diagram will berequired.NOTESEarth Retention WallPassive Earth PressureHENot to ScaleLEGENDh1= Height of Soil Stratum Above Elevation524 Feet AMSLh2= Height of Soil Stratum Below Elevation524 Feet AMSL to Bottom of Pile/WallH = Height of Wall/Excavation (ft.)H1= Depth to the Uppermost Tieback or Strut(ft.)Hn= Height between Tieback or Struts (ft.)Hn+1= Distance from the Bottom of Excavation tothe Lowermost Tieback or Strut (ft.)E = Wall Embedment (ft.)CantileverEarth PressureCondition38h1A+33h2225(E-h2)C+300h2-Apparent Earth Pressure forMultiple Braced WallBActive Earth Pressurefor Cantilever WallDSeismic IncrementalPressureSBottom ofExcavationRECOMMENDED LATERAL EARTH PRESSUREABCDFSMultiple BracedApparent EarthPressure Condition----26H+H1orRECOMMENDEDLATERAL EARTH PRESSURESFOR TEMPORARY SHORINGFilename: C:\Users\jrs\CAD Group Dropbox\JDrive\_PAS\105755\003\105755-003 LEP Diagram.dwg Date: 10-27-2020 Login: JRS h1Hn1.5H - 0.5H1-0.5Hn+1F H2/3H1Passive Earth PressureD2/3Hn+1Hn+1Bottom ofExcavationTieback or StrutFIG. 4Not Applicable for Temporary ExcavationsNovember 2020105755-003PWRF 8/35 MG Embankment RepairFranklin County, WashingtonACCElevation 524 Feet AMSLh2 SURCHARGE LOADING FORTEMPORARY ANDPERMANENT WALLSFile: C:\Users\jrs\CAD Group Dropbox\JDrive\_PAS\105755\003\105755-003 - Surcharge Loading.dwg Date: 10-16-2020 Author: JRS FIG. 5 For m ≤ 0.4: sH = 0.28 (psf) (see Note 3)WallPLAN VIEW2.0q1.5Depth Factor, Z/B 1.00.00.5Wall ZWall LineUNIFORM SURCHARGEadEARTH BERM(see Note 4)Note:Hz=nHBottom ofExcavationx = mHPoint Loadin PoundssH (psf)sH (psf)ELEVATION VIEWx = mHHBottom ofExcavationWall z=nHLine Load inPounds/FootB) LATERAL PRESSURE DUE TO LINE LOADi.e. NARROW CONTINUOUS FOOTINGPARALLEL TO WALLC) LATERAL PRESSURE DUE TO STRIP LOAD Rigid Wall Wall WallA) LATERAL PRESSURE DUE TO POINT LOADi.e. SMALL ISOLATED FOOTING OR WHEEL LOADyD) LATERAL PRESSURE DUE TO EARTH BERMOR UNIFORM SURCHARGEBottom ofExcavationBottom ofExcavationE) LATERAL PRESSURE DUETO ADJACENT FOOTING(see Notes 5 and 6)00.51.0L2BNOTES1. Figures are not drawn to scale.2. Applicable surcharge pressures should beadded to appropriate permanent wall lateralearth and water pressure.3. If point or line loads are close to the back of thewall such that m £ 0.4, it may be moreappropriate to model the actual load distribution(i.e., Detail E) or use more rigorous analysismethods.4. For cut walls (e.g., soldier pile wall, secant pilewall, and diaphragm wall, use k=0.49 for at-restconditions.5. The stress is estimated on the back of the wallat the center of the length, L, of loading.6. The estimated stress is based on a Poisson'sratio of 0.5.WallBearingPressureq (psf)=Ip, Influence FactorsH = 2(Ip) qsLateral FootingPressure on Wall(derived from NAVFAC DM 7.02,1986; and Sandhu, Earth Pressureon Walls Due to Surcharge, 1974)(derived from Poulos and Davis, Elastic Solutions forSoil and Rock Mechanics, 1974; and Terzaghi andPeck, Soil Mechanics in Engineering Practice, 1967)(NAVFAC DM 7.02, 1986)(NAVFAC DM 7.2, 1986)Point Loadin Poundsg = Unit Weight of Earth BermBearingPressureEarthBermsH = Lateral Pressurein radiansELEVATION VIEW(see Note 3)(see Note 3)qsL2BQpH2n2(0.16 + n2)3 For m > 0.4: sH = 1.77 (psf)QpH2m2n2(m2 + n2)3QpsH s'H = sH cos2 (1.1q) (psf)s'Hs'H For m ≤ 0.4: sH = 0.20 (psf) (see Note 3)QlHn(0.16 + n2)2 For m > 0.4: sH = 1.28 (psf)QlHm2n(m2 + n2)2QlQpy ≤ 33° Hs ≤ 15 Feet(K)(g)(Hs)2sH HssH = (K)qs (see Note 4)qs (psf)sH = [d - sin d cos (d + 2a)] (psf)2qpL2= 0.25= 0.5= 1sH= ∞L2BL2BL2BNovember 2020105755-003PWRF 8/35 MG Embankment RepairFranklin County, Washington(AASHTO LRFD Bridge Design Specifications, 2020) Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 A-iAPPENDIX A: EXPLORATORY BORING LOGS Appendix A: Exploratory Boring Logs Appendix A Exploratory Boring Logs CONTENTS Figure A‐1 ‐ Soil Description and Log Key (3 sheets) Figures A‐2 through A‐7 ‐ Boring Logs November 2020 105755-003 1Gravel, sand, and fines estimated by mass. Other constituents, such as organics, cobbles, and boulders, estimated by volume. 2Reprinted, with permission, from ASTM D2488 - 09a Standard Practice for Description and Identification of Soils (Visual-Manual Procedure), copyright ASTM International, 100 Barr Harbor Drive, West Conshohocken, PA 19428. A copy of the complete standard may be obtained from ASTM International, www.astm.org. 140 pounds with a 30-inch free fall. Rope on 6- to 10-inch-diam. cathead 2-1/4 rope turns, > 100 rpm NOTE: If automatic hammers are used, blow counts shown on boring logs should be adjusted to account for efficiency of hammer. 10 to 30 inches long Shoe I.D. = 1.375 inches Barrel I.D. = 1.5 inches Barrel O.D. = 2 inches Sum blow counts for second and third 6-inch increments. Refusal: 50 blows for 6 inches or less; 10 blows for 0 inches. RELATIVE CONSISTENCY N, SPT, BLOWS/FT.5% to 12% fine-grained: with Silt or with Clay 3 15% or more of a second coarse- grained constituent: with Sand or with Gravel 5 < 5% 5 to 10% 15 to 25% 30 to 45% 50 to 100% Surface Cement Seal Asphalt or Cap Slough Inclinometer or Non-perforated Casing Vibrating Wire Piezometer N, SPT, BLOWS/FT. < 4 4 - 10 10 - 30 30 - 50 > 50 DESCRIPTION < #200 (0.075 mm = 0.003 in.) #200 to #40 (0.075 to 0.4 mm; 0.003 to 0.02 in.) #40 to #10 (0.4 to 2 mm; 0.02 to 0.08 in.) #10 to #4 (2 to 4.75 mm; 0.08 to 0.187 in.) SIEVE NUMBER AND/OR APPROXIMATE SIZE #4 to 3/4 in. (4.75 to 19 mm; 0.187 to 0.75 in.) 3/4 to 3 in. (19 to 76 mm) 3 to 12 in. (76 to 305 mm) > 12 in. (305 mm) Fine Coarse Fine Medium Coarse BOULDERS COBBLES GRAVEL FINES SAND Sheet 1 of 3 CONSTITUENT2 SOIL DESCRIPTION AND LOG KEY SHANNON & WILSON, INC. Geotechnical and Environmental Consultants Absence of moisture, dusty, dry to the touch Damp but no visible water Visible free water, from below water table FIG. A-1 Shannon & Wilson, Inc. (S&W), uses a soil identification system modified from the Unified Soil Classification System (USCS). Elements of the USCS and other definitions are provided on this and the following pages. Soil descriptions are based on visual-manual procedures (ASTM D2488) and laboratory testing procedures (ASTM D2487), if performed. STANDARD PENETRATION TEST (SPT) SPECIFICATIONS Hammer: Sampler: N-Value: Dry Moist Wet MOISTURE CONTENT TERMS Modifying (Secondary) Precedes major constituent Major Minor Follows major constituent 1All percentages are by weight of total specimen passing a 3-inch sieve.2The order of terms is: Modifying Major with Minor.3Determined based on behavior.4Determined based on which constituent comprises a larger percentage.5Whichever is the lesser constituent. COARSE-GRAINED SOILS (less than 50% fines)1 NOTE: Penetration resistances (N-values) shown on boring logs are as recorded in the field and have not been corrected for hammer efficiency, overburden, or other factors. PARTICLE SIZE DEFINITIONS RELATIVE DENSITY / CONSISTENCY Sand or Gravel 4 30% or more coarse-grained: Sandy or Gravelly 4 More than 12% fine-grained: Silty or Clayey 3 15% to 30% coarse-grained: with Sand or with Gravel 4 30% or more total coarse-grained and lesser coarse- grained constituent is 15% or more: with Sand or with Gravel 5 Very soft Soft Medium stiff Stiff Very stiff Hard Very loose Loose Medium dense Dense Very dense RELATIVE DENSITY FINE-GRAINED SOILS (50% or more fines)1 COHESIVE SOILS < 2 2 - 4 4 - 8 8 - 15 15 - 30 > 30 COHESIONLESS SOILS Silt, Lean Clay, Elastic Silt, or Fat Clay 3 PERCENTAGES TERMS 1, 2 Trace Few Little Some Mostly WELL AND BACKFILL SYMBOLS Bentonite Cement Grout Bentonite Grout Bentonite Chips Silica Sand Perforated or Screened Casing S&W INORGANIC SOIL CONSTITUENT DEFINITIONS SOIL_CLASS_KEY_PG1 105755-003 GINT LOGS AND LAB.GPJ SHAN_WIL.GDT 10/27/20PWRF 8/35 MG Embankment Repair Franklin County, Washington November 2020 105755-003 GC SC Inorganic Organic (more than 50% of coarse fraction retained on No. 4 sieve) MAJOR DIVISIONS GROUP/GRAPHICSYMBOL CH OH ML CL TYPICAL IDENTIFICATIONS Gravel Sand Silty Sand; Silty Sand with Gravel Clayey Sand; Clayey Sand with Gravel Clayey Gravel; Clayey Gravel with Sand Sheet 2 of 3 Gravels Primarily organic matter, dark incolor, and organic odor SW (more than 12% fines) Silts and Clays Silts and Clays (more than 50% retained on No. 200 sieve) (50% or more of coarse fraction passes the No. 4 sieve) (liquid limit less than 50) (liquid limit 50 or more) Organic Inorganic FINE-GRAINEDSOILS SM Sands Silty or ClayeyGravel Silt; Silt with Sand or Gravel; Sandy or Gravelly Silt Organic Silt or Clay; Organic Silt or Clay with Sand or Gravel; Sandy or Gravelly Organic Silt or Clay HIGHLY-ORGANICSOILS COARSE-GRAINEDSOILS OL (less than 5% fines) GW Geotechnical and Environmental ConsultantsSHANNON & WILSON, INC. (less than 5% fines) PT FIG. A-1 (more than 12% fines) MH SP GP GM Silty orClayey Sand Silty Gravel; Silty Gravel with Sand (50% or more passes the No. 200 sieve) SOIL DESCRIPTION AND LOG KEY Elastic Silt; Elastic Silt with Sand or Gravel; Sandy or Gravelly Elastic Silt Fat Clay; Fat Clay with Sand or Gravel; Sandy or Gravelly Fat Clay Organic Silt or Clay; Organic Silt or Clay with Sand or Gravel; Sandy or Gravelly Organic Silt or Clay Poorly Graded Sand; Poorly Graded Sand with Gravel Well-Graded Sand; Well-Graded Sand with Gravel Well-Graded Gravel; Well-Graded Gravel with Sand Poorly Graded Gravel; Poorly Graded Gravel with Sand Lean Clay; Lean Clay with Sand or Gravel; Sandy or Gravelly Lean Clay NOTES 1. Dual symbols (symbols separated by a hyphen, i.e., SP-SM, Sand with Silt) are used for soils with between 5% and 12% fines or when the liquid limit and plasticity index values plot in the CL-ML area of the plasticity chart. Graphics shown on the logs for these soil types are a combination of the two graphic symbols (e.g., SP and SM). 2. Borderline symbols (symbols separated by a slash, i.e., CL/ML, Lean Clay to Silt; SP-SM/SM, Sand with Silt to Silty Sand) indicate that the soil properties are close to the defining boundary between two groups. Peat or other highly organic soils (see ASTM D4427)SOIL_CLASS_KEY_PG2 105755-003 GINT LOGS AND LAB.GPJ SHAN_WIL.GDT 10/27/20NOTE: No. 4 size = 4.75 mm = 0.187 in.; No. 200 size = 0.075 mm = 0.003 in. UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) (Modified From USACE Tech Memo 3-357, ASTM D2487, and ASTM D2488) PWRF 8/35 MG Embankment Repair Franklin County, Washington November 2020 105755-003 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants FIG. A-1 Sheet 3 of 3 SOIL DESCRIPTION AND LOG KEY 1Reprinted, with permission, from ASTM D2488 - 09a Standard Practice for Description and Identification of Soils (Visual-Manual Procedure), copyright ASTM International, 100 Barr Harbor Drive, West Conshohocken, PA 19428. A copy of the complete standard may be obtained from ASTM International, www.astm.org. 2Adapted, with permission, from ASTM D2488 - 09a Standard Practice for Description and Identification of Soils (Visual-Manual Procedure), copyright ASTM International, 100 Barr Harbor Drive, West Conshohocken, PA 19428. A copy of the complete standard may be obtained from ASTM International, www.astm.org. Interbedded Laminated Fissured Slickensided Blocky Lensed Homogeneous ATD Diam. Elev. ft. FeO gal. Horiz. HSA I.D. in. lbs. MgO mm MnO NA NP O.D. OW pcf PID PMT ppm psi PVC rpm SPT USCS qu VWP Vert. WOH WOR Wt. Crumbles or breaks with handling or slight finger pressure. Crumbles or breaks with considerable finger pressure. Will not crumble or break with finger pressure. PLASTICITY2 CEMENTATION TERMS1 GRADATION TERMS STRUCTURE TERMS1 ACRONYMS AND ABBREVIATIONS Alternating layers of varying material or color with layers at least 1/4-inch thick; singular: bed. Alternating layers of varying material or color with layers less than 1/4-inch thick; singular: lamination. Breaks along definite planes or fractures with little resistance. Fracture planes appear polished or glossy; sometimes striated. Cohesive soil that can be broken down into small angular lumps that resist further breakdown. Inclusion of small pockets of different soils, such as small lenses of sand scattered through a mass of clay. Same color and appearance throughout. Narrow range of grain sizes present or, within the range of grain sizes present, one or more sizes are missing (Gap Graded). Meets criteria in ASTM D2487, if tested. Full range and even distribution of grain sizes present. Meets criteria in ASTM D2487, if tested. Poorly Graded Well-Graded Weak Moderate Strong Irregular patches of different colors. Soil disturbance or mixing by plants or animals. Nonsorted sediment; sand and gravel in silt and/or clay matrix. Material brought to surface by drilling. Material that caved from sides of borehole. Disturbed texture, mix of strengths. VISUAL-MANUAL CRITERIA A 1/8-in. thread cannot be rolled at any water content. A thread can barely be rolled and a lump cannot be formed when drier than the plastic limit. A thread is easy to roll and not much time is required to reach the plastic limit. The thread cannot be rerolled after reaching the plastic limit. A lump crumbles when drier than the plastic limit. It takes considerable time rolling and kneading to reach the plastic limit. A thread can be rerolled several times after reaching the plastic limit. A lump can be formed without crumbling when drier than the plastic limit. Sharp edges and unpolished planar surfaces. Similar to angular, but with rounded edges. Nearly planar sides with well-rounded edges. Smoothly curved sides with no edges. Width/thickness ratio > 3. Length/width ratio > 3. PARTICLE ANGULARITY AND SHAPE TERMS1 ADDITIONAL TERMS Angular Subangular Subrounded Rounded Flat Elongated DESCRIPTION Nonplastic Low Medium High At Time of Drilling Diameter Elevation Feet Iron Oxide Gallons Horizontal Hollow Stem Auger Inside Diameter Inches Pounds Magnesium Oxide Millimeter Manganese Oxide Not Applicable or Not Available Nonplastic Outside Diameter Observation Well Pounds per Cubic Foot Photo-Ionization Detector Pressuremeter Test Parts per Million Pounds per Square Inch Polyvinyl Chloride Rotations per Minute Standard Penetration Test Unified Soil Classification System Unconfined Compressive Strength Vibrating Wire Piezometer Vertical Weight of Hammer Weight of Rods Weight Mottled Bioturbated Diamict Cuttings Slough Sheared APPROX. PLASITICITY INDEX RANGE < 4 4 to 10 10 to 20 > 20 SOIL_CLASS_KEY_PG3 105755-003 GINT LOGS AND LAB.GPJ SHAN_WIL.GDT 10/27/20PWRF 8/35 MG Embankment Repair Franklin County, Washington Loose to medium dense, brown, Sandy Silt (ML) to Silty Sand (SM); moist; fine sand; nonplastic fines. FILL Medium dense to dense, brown, Silt with Sand to Sandy Silt (ML); moist; fine sand; nonplastic fines. Youngest Outburst Flood Deposits (Qfg4) Dense, gray-brown, Silt (ML); moist; trace, fine sand; nonplastic fines. Youngest Outburst Flood Deposits (Qfg4) Dense to very dense, gray-brown to brown, Sandy Silt (ML) to Silty Sand (SM); moist; fine sand; nonplastic fines. Youngest Outburst Flood Deposits (Qfg4) Dense to very dense, brown, Silty Sand (SM) to Poorly Graded Sand with Silt (SP-SM); moist; fine sand; nonplastic fines. Youngest Outburst Flood Deposits (Qfg4) Boring terminated at 56.5 feet and backfilled on 9/23/2020. 14.5 31.0 32.0 40.0 56.5 Groundwater Not EncounteredS-1S-2S-3S-4S-5S-6S-7S-8S-9S-10S-11S-12S-13S-14S-15S-16S-17S-18S-191. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual-manual classification and selected lab testing. Hollow Stem Auger Holt Services Mobile B-57 FIG. A-2 Latitude: Longitude: Station: Offset: 56.5 ft. ~ 556 ft. NAVD88 WGS84 ~ 46.29463 N ~ -119.06288 W ~ ~ Drilling Method: Drilling Company: Drill Rig Equipment: Other Comments: LOG OF BORING B-1Log: HKJ Rev: Typ: HKJSHANNON & WILSON, INC. REV 3ScreenDesignNOTES 20 40 Geotechnical and Environmental ConsultantsDepth, ft.PWRF 8/35 MG Embankment Repair Franklin County, WashingtonDepth, ft.5 10 15 20 25 30 35 40 45 50 55 SOIL DESCRIPTION 20 40 60Samples10 in. NWJ Automatic Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual. November 2020 Sample Not Recovered* 0 60 0 2.0" O.D. Split Spoon Sample LEGEND Hole Diam.: Rod Diam.: Hammer Type: Total Depth: Top Elevation: Vert. Datum: Horiz. Datum:Symbol105755-003 MASTER_LOG_JWT 105755-003 GINT LOGS AND LAB.GPJ SHAN_WIL.GDT 10/27/20(blows/foot) Hammer Wt. & Drop:140 lbs / 30 inches PENETRATION RESISTANCE % Fines (<0.075mm) % Water Content 66 7299 Loose to medium dense, brown, Silt with Sand (ML) to Silty Sand (SM); moist; fine sand; nonplastic fines. FILL Medium dense to dense, brown, Silt to Sandy Silt (ML); moist; fine sand; nonplastic fines. Youngest Outburst Flood Deposits (Qfg4) Boring backfilled after drill bit got stuck in the borehole. Sampling was resumed at 25 feet in an offset boring 1.5 feet to the east. Dense, gray-brown, Silt (ML); moist; trace, fine sand; nonplastic fines. Youngest Outburst Flood Deposits (Qfg4) Dense, brown, Silt with Sand (ML) to Silty Sand (SM); moist; fine sand; nonplastic fines. Youngest Outburst Flood Deposits (Qfg4) Dense to very dense, brown, Silty Sand (SM) to Poorly Graded Sand with Silt (SP-SM); moist; fine to medium sand; nonplastic fines. Youngest Outburst Flood Deposits (Qfg4) Offset boring terminated at 56.5 feet and backfilled on 9/24/2020. 16.0 30.7 32.0 43.0 56.5 Groundwater Not EncounteredS-1S-2S-3S-4S-5S-6S-7S-8S-9S-10S-11S-12S-13S-14S-15S-16S-17S-18S-191. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual-manual classification and selected lab testing. Hollow Stem Auger Holt Services Mobile B-57 FIG. A-3 Latitude: Longitude: Station: Offset: 56.5 ft. ~ 556 ft. NAVD88 WGS84 ~ 46.29463 N ~ -119.06273 W ~ ~ Drilling Method: Drilling Company: Drill Rig Equipment: Other Comments: LOG OF BORING B-2Log: HKJ Rev: Typ: HKJSHANNON & WILSON, INC. REV 3ScreenDesignNOTES 20 40 Geotechnical and Environmental ConsultantsDepth, ft.Depth, ft.5 10 15 20 25 30 35 40 45 50 55 SOIL DESCRIPTION 20 40 60Samples10 in. NWJ Automatic Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual. November 2020 Sample Not Recovered* 0 60 0 2.0" O.D. Split Spoon Sample LEGEND Hole Diam.: Rod Diam.: Hammer Type: Total Depth: Top Elevation: Vert. Datum: Horiz. Datum:Symbol105755-003 MASTER_LOG_JWT 105755-003 GINT LOGS AND LAB.GPJ SHAN_WIL.GDT 10/27/20(blows/foot) Hammer Wt. & Drop:140 lbs / 30 inches PENETRATION RESISTANCE % Fines (<0.075mm) % Water Content 71 86 64 62 70 PWRF 8/35 MG Embankment Repair Franklin County, Washington Loose, brown and gray-brown, Silty Sand (SM) to Poorly Graded Sand with Silt (SP-SM); moist; fine to medium sand; nonplastic fines. FILL Medium dense, gray-brown, Silty Sand (SM) to Poorly Graded Sand with Silt (SP-SM); moist; fine to medium sand; nonplastic fines. Youngest Outburst Flood Deposits (Qfg4) Dense, gray-brown, Silt (ML); moist; trace, fine sand; nonplastic fines. Youngest Outburst Flood Deposits (Qfg4) Dense, brown, Sandy Silt (ML) to Silty Sand (SM) to Poorly Graded Sand with Silt (SP-SM); moist; fine to medium sand; nonplastic fines. Youngest Outburst Flood Deposits (Qfg4) Dense to very dense, brown, Silty Sand (SM) to Poorly Graded Sand with Silt (SP-SM); moist; fine to medium sand; nonplastic fines. Youngest Outburst Flood Deposits (Qfg4) Boring terminated at 26.5 feet and backfilled on 9/25/2020. 4.0 7.0 9.0 17.0 26.5 Groundwater Not EncounteredS-1S-2S-3S-4S-5S-6S-7S-8S-91. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual-manual classification and selected lab testing. Hollow Stem Auger Holt Services Mobile B-57 FIG. A-4 Latitude: Longitude: Station: Offset: 26.5 ft. ~ 527 ft. NAVD88 WGS84 ~ 46.29491 N ~ -119.06290 W ~ ~ Drilling Method: Drilling Company: Drill Rig Equipment: Other Comments: LOG OF BORING B-3Log: HKJ Rev: Typ: HKJSHANNON & WILSON, INC. REV 3ScreenDesignNOTES 20 40 Geotechnical and Environmental ConsultantsDepth, ft.Depth, ft.5 10 15 20 25 30 35 40 45 50 55 SOIL DESCRIPTION 20 40 60Samples10 in. NWJ Automatic Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual. November 2020 Sample Not Recovered* 0 60 0 2.0" O.D. Split Spoon Sample LEGEND Hole Diam.: Rod Diam.: Hammer Type: Total Depth: Top Elevation: Vert. Datum: Horiz. Datum:Symbol105755-003 MASTER_LOG_JWT 105755-003 GINT LOGS AND LAB.GPJ SHAN_WIL.GDT 10/27/20(blows/foot) Hammer Wt. & Drop:140 lbs / 30 inches PENETRATION RESISTANCE Liquid Limit % Fines (<0.075mm) Plastic Limit Natural Water Content % Water Content 88 PWRF 8/35 MG Embankment Repair Franklin County, Washington Loose, brown, Sandy Silt (ML) to Silty Sand (SM); moist; fine sand; nonplastic fines. FILL Loose, gray-brown, Silt (ML); moist; trace, fine sand; nonplastic fines. Youngest Outburst Flood Deposits (Qfg4) Medium dense to dense, gray-brown and brown, Sandy Silt (ML) to Silty Sand (SM) to Poorly Graded Sand with Silt (SP-SM); moist; fine to medium sand; nonplastic fines. Youngest Outburst Flood Deposits (Qfg4) Boring terminated at 16.5 feet and backfilled on 9/25/2020. 1.0 2.0 16.5 Groundwater Not EncounteredS-1S-2S-3S-4S-5S-6S-71. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual-manual classification and selected lab testing. Hollow Stem Auger Holt Services Mobile B-57 FIG. A-5 Latitude: Longitude: Station: Offset: 16.5 ft. ~ 524 ft. NAVD88 WGS84 ~ 46.29515 N ~ -119.06315 W ~ ~ Drilling Method: Drilling Company: Drill Rig Equipment: Other Comments: LOG OF BORING B-4Log: HKJ Rev: Typ: HKJSHANNON & WILSON, INC. REV 3ScreenDesignNOTES 20 40 Geotechnical and Environmental ConsultantsDepth, ft.Depth, ft.5 10 15 20 25 30 35 40 45 50 55 SOIL DESCRIPTION 20 40 60Samples10 in. NWJ Automatic Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual. November 2020 Sample Not Recovered* 0 60 0 2.0" O.D. Split Spoon Sample LEGEND Hole Diam.: Rod Diam.: Hammer Type: Total Depth: Top Elevation: Vert. Datum: Horiz. Datum:Symbol105755-003 MASTER_LOG_JWT 105755-003 GINT LOGS AND LAB.GPJ SHAN_WIL.GDT 10/27/20(blows/foot) Hammer Wt. & Drop:140 lbs / 30 inches PENETRATION RESISTANCE % Fines (<0.075mm) % Water Content PWRF 8/35 MG Embankment Repair Franklin County, Washington Medium dense to dense, gray-brown, Silt to Sandy Silt (ML); moist; trace, fine sand; nonplastic fines. Youngest Outburst Flood Deposits (Qfg4) Dense, gray-brown to brown, Sandy Silt (ML) to Silty Sand (SM) to Poorly Graded Sand with Silt (SP-SM); moist; fine to medium sand; nonplastic fines. Youngest Outburst Flood Deposits (Qfg4) Dense to very dense, brown, Silty Sand (SM) ; moist; fine sand; nonplastic fines. Youngest Outburst Flood Deposits (Qfg4) Boring terminated at 26.5 feet and backfilled on 9/30/2020. 10.0 17.0 26.5 Groundwater Not EncounteredS-1S-2S-3S-4S-5S-6S-7S-8S-91. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual-manual classification and selected lab testing. Hollow Stem Auger Holt Services Mobile B-57 FIG. A-6 Latitude: Longitude: Station: Offset: 26.5 ft. ~ 524 ft. NAVD88 WGS84 ~ 46.29493 N ~ -119.06330 W ~ ~ Drilling Method: Drilling Company: Drill Rig Equipment: Other Comments: LOG OF BORING B-5Log: HKJ Rev: Typ: HKJSHANNON & WILSON, INC. REV 3ScreenDesignNOTES 20 40 Geotechnical and Environmental ConsultantsDepth, ft.Depth, ft.5 10 15 20 25 30 35 40 45 50 55 SOIL DESCRIPTION 20 40 60Samples10 in. NWJ Automatic Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual. November 2020 Sample Not Recovered* 0 60 0 2.0" O.D. Split Spoon Sample LEGEND Hole Diam.: Rod Diam.: Hammer Type: Total Depth: Top Elevation: Vert. Datum: Horiz. Datum:Symbol105755-003 MASTER_LOG_JWT 105755-003 GINT LOGS AND LAB.GPJ SHAN_WIL.GDT 10/27/20(blows/foot) Hammer Wt. & Drop:140 lbs / 30 inches PENETRATION RESISTANCE % Fines (<0.075mm) % Water Content 72 80 PWRF 8/35 MG Embankment Repair Franklin County, Washington Very loose, brown, Silty Sand (SM); moist; fine sand; nonplastic fines. FILL or Youngest Outburst Flood Deposits (Qfg4) Dense, gray-brown, Silt (ML); moist; trace, fine sand; nonplastic fines. Youngest Outburst Flood Deposits (Qfg4) Medium dense to dense, brown, Sandy Silt (ML) to Silty Sand (SM) to Poorly Graded Sand with Silt (SP-SM); moist; fine to medium sand; nonplastic fines. Youngest Outburst Flood Deposits (Qfg4) Dense to very dense, brown, Silty Sand (SM) to Poorly Graded Sand with Silt (SP-SM); moist; fine to medium sand; nonplastic fines. Youngest Outburst Flood Deposits (Qfg4) Boring terminated at 26.5 feet and backfilled on 9/30/2020. 1.3 4.0 12.0 26.5 Groundwater Not EncounteredS-1S-2S-3S-4S-5S-6S-7S-8S-91. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual-manual classification and selected lab testing. Hollow Stem Auger Holt Services Mobile B-57 FIG. A-7 Latitude: Longitude: Station: Offset: 26.5 ft. ~ 524 ft. NAVD88 WGS84 ~ 46.29525 N ~ -119.06291 W ~ ~ Drilling Method: Drilling Company: Drill Rig Equipment: Other Comments: LOG OF BORING B-6Log: HKJ Rev: Typ: HKJSHANNON & WILSON, INC. REV 3ScreenDesignNOTES 20 40 Geotechnical and Environmental ConsultantsDepth, ft.Depth, ft.5 10 15 20 25 30 35 40 45 50 55 SOIL DESCRIPTION 20 40 60Samples10 in. NWJ Automatic Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual. November 2020 Sample Not Recovered* 0 60 0 2.0" O.D. Split Spoon Sample LEGEND Hole Diam.: Rod Diam.: Hammer Type: Total Depth: Top Elevation: Vert. Datum: Horiz. Datum:Symbol105755-003 MASTER_LOG_JWT 105755-003 GINT LOGS AND LAB.GPJ SHAN_WIL.GDT 10/27/20(blows/foot) Hammer Wt. & Drop:140 lbs / 30 inches PENETRATION RESISTANCE % Fines (<0.075mm) % Water Content 91 PWRF 8/35 MG Embankment Repair Franklin County, Washington Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 B-iAPPENDIX B: LABORATORY RESULTS Appendix B: Laboratory Results Appendix B Laboratory Results CONTENTS Figure B‐1:Grain Size Distribution (3 sheets)  Figure B‐2:Plasticity Chart  0 10 20 30 40 50 60 70 80 90 100 164PERCENT FINER BY WEIGHT3/4COARSE MEDIUM1220 .001.06.8.06.13/880.011/44.004DEPTH (feet) SAND COARSE FINE CMB CMB CMB CMB CMB CMB CMB COBBLE %.0340310.04.03.003105755-003.0230FINES: SILT OR CLAY NO. OF MESH OPENINGS PER INCH, U.S. STANDARD AASHTO_GSA_MAIN 105755-003 GINT LOGS AND LAB.GPJ SHAN_WIL.GDT 10/27/2021GRAIN SIZE DISTRIBUTION PACE Engineers SHANNON & WILSON, INC. 5.8 8.3 23.3 30.5 31.3 33.3 45.8 SM ML ML ML ML ML SM 9.8 12.7 13.4 12.6 25.3 11.4 6.7 LNL LNL LNL LNL LNL LNL LNL ASTM STD SIZE OF MESH OPENING IN INCHES .65/8HYDROMETER ANALYSIS 210.004.084.001.2.0260GRAIN SIZE IN MILLIMETERS 100.0026100BORING AND SAMPLE NO. Geotechnical and Environmental Consultants Sheet 1 of 3PERCENT COARSER BY WEIGHT.002840.01.008.00820SIEVE ANALYSIS U.S.C.S. SYMBOL November 2020 NAT. W.C. %.041/23B-1, S-2 B-1, S-3 B-1, S-9 B-1, S-12 B-1, S-12 B-1, S-13 B-1, S-17 .41 1/2SAND % 100 90 80 70 60 50 40 30 20 10 0 FINE GRAIN SIZE IN MILLIMETERS300 .006200.00660.003TEST BY FIG. B-1COBBLES200 PWRF 8/35 MG Embankment Repair Franklin County, Washington GRAVEL .3FIG. B-1 FINES % 35.0 66.2 56.2 72.3 98.7 55.6 19.9 D1140 D1140 D1140 D422 D422 D422 D422 GRAVEL % REVIEW BY Brown, Silty Sand. Brown, Sandy Silt. Brown, Sandy Silt. Brown, Silt with Sand. Gray-brown, Silt. Brown, Sandy Silt. Brown, Silty Sand. SOIL CLASSIFICATION 0 10 20 30 40 50 60 70 80 90 100 164PERCENT FINER BY WEIGHT3/4COARSE MEDIUM1220 .001.06.8.06.13/880.011/44.004DEPTH (feet) SAND COARSE FINE CMB CMB CMB CMB CMB CMB CMB COBBLE %.0340310.04.03.003105755-003.0230FINES: SILT OR CLAY NO. OF MESH OPENINGS PER INCH, U.S. STANDARD AASHTO_GSA_MAIN 105755-003 GINT LOGS AND LAB.GPJ SHAN_WIL.GDT 10/27/2021GRAIN SIZE DISTRIBUTION PACE Engineers SHANNON & WILSON, INC. 10.8 18.3 35.8 40.8 8.3 5.8 8.3 ML ML ML ML ML SM ML 15.3 15.8 10.9 11.4 27.5 11.1 23.1 LNL LNL LNL LNL LNL LNL LNL ASTM STD SIZE OF MESH OPENING IN INCHES .65/8HYDROMETER ANALYSIS 210.004.084.001.2.0260GRAIN SIZE IN MILLIMETERS 100.0026100BORING AND SAMPLE NO. Geotechnical and Environmental Consultants Sheet 2 of 3PERCENT COARSER BY WEIGHT.002840.01.008.00820SIEVE ANALYSIS U.S.C.S. SYMBOL November 2020 NAT. W.C. %.041/23B-2, S-4 B-2, S-7 B-2, S-14 B-2, S-16 B-3, S-4 B-4, S-3 B-5, S-4 .41 1/2SAND % 100 90 80 70 60 50 40 30 20 10 0 FINE GRAIN SIZE IN MILLIMETERS300 .006200.00660.003TEST BY FIG. B-1COBBLES200 GRAVEL .3FIG. B-1 FINES % 70.6 85.9 64.1 61.8 88.4 29.2 72.1 D1140 D1140 D422 D422 D422 D422 D1140 GRAVEL % REVIEW BY Brown, Silt with Sand. Brown, Silt. Brown, Sandy Silt. Brown, Sandy Silt. Gray-brown, Silt. Gray-brown, Silty Sand. Gray-brown, Silt with Sand. SOIL CLASSIFICATION PWRF 8/35 MG Embankment Repair Franklin County, Washington 0 10 20 30 40 50 60 70 80 90 100 164PERCENT FINER BY WEIGHT3/4COARSE MEDIUM1220 .001.06.8.06.13/880.011/44.004DEPTH (feet) SAND COARSE FINE CMB CMB CMB COBBLE %.0340310.04.03.003105755-003.0230FINES: SILT OR CLAY NO. OF MESH OPENINGS PER INCH, U.S. STANDARD AASHTO_GSA_MAIN 105755-003 GINT LOGS AND LAB.GPJ SHAN_WIL.GDT 10/27/2021GRAIN SIZE DISTRIBUTION PACE Engineers SHANNON & WILSON, INC. 25.8 3.3 15.8 0.5 0.5 SM ML SM SM SM 10.4 28.8 12.5 7.4 3.7 LNL LNL LNL ASTM STD 1 SIZE OF MESH OPENING IN INCHES .65/8HYDROMETER ANALYSIS 210.004.084.001.2.0260GRAIN SIZE IN MILLIMETERS 100.0026100BORING AND SAMPLE NO. Geotechnical and Environmental Consultants Sheet 3 of 3PERCENT COARSER BY WEIGHT.002840.01.008.00820SIEVE ANALYSIS U.S.C.S. SYMBOL November 2020 NAT. W.C. %.041/23B-5, S-9 B-6, S-2 B-6, S-7 BULK-1, BULK-1 BULK-2, BULK-2 .41 1/2SAND % 100 90 80 70 60 50 40 30 20 10 0 FINE GRAIN SIZE IN MILLIMETERS300 .006200.00660.003TEST BY FIG. B-1COBBLES200 GRAVEL .3FIG. B-1 FINES % 26.6 91.2 28.5 47.3 16.9 D422 D422 D1140 D422 D422 GRAVEL % REVIEW BY Brown, Silty Sand. Gray-brown, Silt. Brown, Silty Sand. Brown, Silty Sand. Brown, Silty Sand. SOIL CLASSIFICATION PWRF 8/35 MG Embankment Repair Franklin County, Washington v v 10 20 30 40 50 60 70 0 10 20 30 40 50 60 70 80 90 100 110 CHCL ML or OL ML FIG. B-2PLASTICITY CHART USCS GROUP SYMBOL NAT WC % 27.5 ASTM DES LNL TEST BY -2 LEGEND FINES % D4318 REVIEW BY CMB < 2 um % LIQUID LIMIT - LL (%)PLASTICITY INDEX - PI (%)CL-ML MH or OH SHANNON & WILSON, INC. Geotechnical and Environmental Consultants FIG. B-2 Sheet 1 of 1 AASHTO_ATT_MAIN 105755-003 GINT LOGS AND LAB.GPJ 10/27/20PACE Engineers PL % PI % DEPTH (feet) USCS GROUP NAME November 2020 BORING AND SAMPLE NO. 105755-003 8.3 LL % 27 29Gray-brown, Silt. USCS: CL: CH: ML: MH: CL-ML: OL: OH: LL: PL: PI: NP: : , : FINES %: NAT WC%: < 2 um %: ASTM DES: Unified Soil Classification System Low plasticity inorganic clays; sandy and silty clays High plasticity inorganic clays Inorganic silts and clayey silts of low plasticity Inorganic silts and clayey silts of high plasticity Silty clays and clayey silts Organic silts and clays of low plasticity Organic silts and clays of high plasticity Liquid limit Plastic limit Plasticity index; PI=LL-PL Nonplastic Nonplastic Test value exceeds limit of graph Percentage of specimen mass passing the No. 200 sieve Natural water content Percentage of soil particles finer than 2 micrometers (0.002 mm); clay-size fraction ASTM International test standard designation 88 6B-3, S-4 PWRF 8/35 MG Embankment Repair Franklin County, Washington Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 C-iAPPENDIX C: GLOBAL STABILITY RESULTS Appendix C: Global Stability Results Appendix C Global Stability Results CONTENTS Figure C‐1:Static:  Basin 2 Empty, Basin 3 Full ‐ North Berm of Basin 3  Figure C‐2:Static:  Basin 2 Empty, Basin 3 Full ‐ South Berm of Basin 2  Figure C‐3:Static:  Basin 2 Full, Basin 3 Empty ‐ North Berm of Basin 3  Figure C‐4:Static:  Basin 2 Full, Basin 3 Empty ‐ South Berm of Basin 2  Figure C‐5:Pseudo‐Static:  Basin 2 Empty, Basin 3 Full ‐ North Berm of Basin 3  Figure C‐6:Pseudo‐Static:  Basin 2 Empty, Basin 3 Full ‐ South Berm of Basin 2  Figure C‐7:Pseudo‐Static:  Basin 2 Full, Basin 3 Empty ‐ North Berm of Basin 3  Figure C‐8:Pseudo‐Static:  Basin 2 Full, Basin 3 Empty ‐ South Berm of Basin 2  CondensedResults_noseepage.xlsx Printed: 10/28/2020 8:51 AM November 2020 105755-003 C-1 STATIC BASIN 2 EMPTY; BASIN 3 FULL NORTH BERM OF BASIN 3 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants PWRF 8/35 MG Embankment Repair Franklin County, Washington CondensedResults_noseepage.xlsx Printed: 10/28/2020 8:51 AM November 2020 105755-003 C-2 STATIC BASIN 2 EMPTY; BASIN 3 FULL SOUTH BERM OF BASIN 2 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants PWRF 8/35 MG Embankment Repair Franklin County, Washington CondensedResults_noseepage.xlsx Printed: 10/28/2020 8:51 AM November 2020 105755-003 C-3 STATIC BASIN 2 FULL; BASIN 3 EMPTY NORTH BERM OF BASIN 3 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants PWRF 8/35 MG Embankment Repair Franklin County, Washington CondensedResults_noseepage.xlsx Printed: 10/28/2020 8:51 AM November 2020 105755-003 C-4 STATIC BASIN 2 FULL; BASIN 3 EMPTY SOUTH BERM OF BASIN 2 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants PWRF 8/35 MG Embankment Repair Franklin County, Washington CondensedResults_noseepage.xlsx Printed: 10/28/2020 8:51 AM November 2020 105755-003 C-5 PSEUDO-STATIC BASIN 2 EMPTY; BASIN 3 FULL NORTH BERM OF BASIN 3 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants PWRF 8/35 MG Embankment Repair Franklin County, Washington CondensedResults_noseepage.xlsx Printed: 10/28/2020 8:51 AM November 2020 105755-003 C-6 PSEUDO-STATIC BASIN 2 EMPTY; BASIN 3 FULL SOUTH BERM OF BASIN 2 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants PWRF 8/35 MG Embankment Repair Franklin County, Washington CondensedResults_noseepage.xlsx Printed: 10/28/2020 8:51 AM November 2020 105755-003 C-7 PSEUDO-STATIC BASIN 2 FULL; BASIN 3 EMPTY NORTH BERM OF BASIN 3 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants PWRF 8/35 MG Embankment Repair Franklin County, Washington CondensedResults_noseepage.xlsx Printed: 10/28/2020 8:51 AM November 2020 105755-003 C-8 PSEUDO-STATIC BASIN 2 FULL; BASIN 3 EMPTY SOUTH BERM OF BASIN 2 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants PWRF 8/35 MG Embankment Repair Franklin County, Washington Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 II-iIMPORTANT INFORMATION Important Information Important Information About Your Geotechnical Report Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 II-1IMPORTANT INFORMATION CONSULTING SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND FOR SPECIFIC CLIENTS. Consultants prepare reports to meet the specific needs of specific individuals.  A report prepared for  a civil engineer may not be adequate for a construction contractor or even another civil engineer.   Unless indicated otherwise, your consultant prepared your report expressly for you and expressly for  the purposes you indicated.  No one other than you should apply this report for its intended purpose  without first conferring with the consultant.  No party should apply this report for any purpose other  than that originally contemplated without first conferring with the consultant.  THE CONSULTANT’S REPORT IS BASED ON PROJECT-SPECIFIC FACTORS. A geotechnical/environmental report is based on a subsurface exploration plan designed to consider  a unique set of project‐specific factors.  Depending on the project, these may include the general  nature of the structure and property involved; its size and configuration; its historical use and  practice; the location of the structure on the site and its orientation; other improvements such as  access roads, parking lots, and underground utilities; and the additional risk created by  scope‐of‐service limitations imposed by the client.  To help avoid costly problems, ask the consultant  to evaluate how any factors that change subsequent to the date of the report may affect the  recommendations.  Unless your consultant indicates otherwise, your report should not be used  (1)when the nature of the proposed project is changed (for example, if an office building will be erected instead of a parking garage, or if a refrigerated warehouse will be built instead of an unrefrigerated one, or chemicals are discovered on or near the site); (2) when the size, elevation, or configuration of the proposed project is altered; (3) when the location or orientation of the proposed project is modified; (4) when there is a change of ownership; or (5) for application to an adjacent site. Consultants cannot accept responsibility for problems that may occur if they are not consulted after factors that were considered in the development of the report have changed. SUBSURFACE CONDITIONS CAN CHANGE. Subsurface conditions may be affected as a result of natural processes or human activity.  Because a  geotechnical/environmental report is based on conditions that existed at the time of subsurface  exploration, construction decisions should not be based on a report whose adequacy may have been  affected by time.  Ask the consultant to advise if additional tests are desirable before construction  starts; for example, groundwater conditions commonly vary seasonally.  Construction operations at or adjacent to the site and natural events such as floods, earthquakes, or  groundwater fluctuations may also affect subsurface conditions and, thus, the continuing adequacy  of a geotechnical/environmental report.  The consultant should be kept apprised of any such events  and should be consulted to determine if additional tests are necessary.  MOST RECOMMENDATIONS ARE PROFESSIONAL JUDGMENTS. Site exploration and testing identifies actual surface and subsurface conditions only at those points  where samples are taken.  The data were extrapolated by your consultant, who then applied  judgment to render an opinion about overall subsurface conditions.  The actual interface between  materials may be far more gradual or abrupt than your report indicates.  Actual conditions in areas  not sampled may differ from those predicted in your report.  While nothing can be done to prevent  such situations, you and your consultant can work together to help reduce their impacts.  Retaining  Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 II-2IMPORTANT INFORMATION your consultant to observe subsurface construction operations can be particularly beneficial in  this respect.  A REPORT’S CONCLUSIONS ARE PRELIMINARY. The conclusions contained in your consultant’s report are preliminary, because they must be based  on the assumption that conditions revealed through selective exploratory sampling are indicative of  actual conditions throughout a site.  Actual subsurface conditions can be discerned only during  earthwork; therefore, you should retain your consultant to observe actual conditions and to provide  conclusions.  Only the consultant who prepared the report is fully familiar with the background  information needed to determine whether or not the report’s recommendations based on those  conclusions are valid and whether or not the contractor is abiding by applicable recommendations.   The consultant who developed your report cannot assume responsibility or liability for the adequacy  of the report’s recommendations if another party is retained to observe construction.  THE CONSULTANT’S REPORT IS SUBJECT TO MISINTERPRETATION. Costly problems can occur when other design professionals develop their plans based on  misinterpretation of a geotechnical/environmental report.  To help avoid these problems, the  consultant should be retained to work with other project design professionals to explain relevant  geotechnical, geological, hydrogeological, and environmental findings, and to review the adequacy of  their plans and specifications relative to these issues.  EXPLORATION LOGS AND/OR MONITORING WELL DATA SHOULD NOT BE SEPARATED FROM THE REPORT. Final exploration logs developed by the consultant are based upon interpretation of field logs  (assembled by site personnel), field test results, and laboratory and/or office evaluation of field  samples and data.  Only final exploration logs and data are customarily included in  geotechnical/environmental reports.  These final logs should not, under any circumstances, be  redrawn for inclusion in architectural or other design drawings, because drafters may commit errors  or omissions in the transfer process.    To reduce the likelihood of exploration log or monitoring well misinterpretation, contractors should  be given ready access to the complete geotechnical engineering/environmental report prepared or  authorized for their use.  If access is provided only to the report prepared for you, you should advise  contractors of the report’s limitations, assuming that a contractor was not one of the specific persons  for whom the report was prepared, and that developing construction cost estimates was not one of  the specific purposes for which it was prepared.  While a contractor may gain important knowledge  from a report prepared for another party, the contractor should discuss the report with your  consultant and perform the additional or alternative work believed necessary to obtain the data  specifically appropriate for construction cost estimating purposes.  Some clients hold the mistaken  impression that simply disclaiming responsibility for the accuracy of subsurface information always  insulates them from attendant liability.  Providing the best available information to contractors helps  prevent costly construction problems and the adversarial attitudes that aggravate them to a  disproportionate scale.  Embankment Repair at Process Water Reuse Facility Geotechnical Engineering Report (Rev. 0) 105755-003 November 6, 2020 II-3IMPORTANT INFORMATION READ RESPONSIBILITY CLAUSES CLOSELY. Because geotechnical/environmental engineering is based extensively on judgment and opinion, it is  far less exact than other design disciplines.  This situation has resulted in wholly unwarranted claims  being lodged against consultants.  To help prevent this problem, consultants have developed a  number of clauses for use in their contracts, reports, and other documents.  These responsibility  clauses are not exculpatory clauses designed to transfer the consultant’s liabilities to other parties;  rather, they are definitive clauses that identify where the consultant’s responsibilities begin and end.   Their use helps all parties involved recognize their individual responsibilities and take appropriate  action.  Some of these definitive clauses are likely to appear in your report, and you are encouraged  to read them closely.  Your consultant will be pleased to give full and frank answers to your  questions.  The preceding paragraphs are based on information provided by the ASFE/Association of  Engineering Firms Practicing in the Geosciences, Silver Spring, Maryland  PROJECT AREA PROJECT LOCATION PASCO Owner/Applicant City of Pasco 525 N. 3rd Avenue Pasco, WA 99301 509.554.3080 Council Members Blanche Barajas Ruben Alvarado Saul Martinez Pete Seranno David Milne Craig Malone, Mayor Pro-Tem Matt Walkins, Mayor City Staff Maria Serra, P.E., Capital Projects Manager Dave Zabell, City Manager Stan Strebel, Deputy City Manager Steve Worley, P.E., Public Works Director Dan Ford, P.E.,City Engineer PACE Engineers, Inc (Civil) Robin Nelson, P.E. PACE Engineers 11255 Kirkland Way, Ste 300 Kirkland, WA 98033 425.827.2014 11255 Kirkland Way, Suite 300 Kirkland, WA 98033 p. 425.827.2014 | f . 425.827.5043 ...................................................... Civil | Structural | Planning | Survey www. paceengrs.com An Engineering Services CompanyAn Engineering Services CompanyAn Engineering Services Company Shannon and Wilson, Inc (Geotechnical) Clint Wilson, P.E. Shannon and Wilson, Inc 400 N 34th St, Ste 100 Seattle, WA 98103 509.543.2866