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05-057.00 Spokane Rock Products: 8th Ave OverlayAGRFFMENT FOR CONSTRUCTION SERViCES Spokane Rock Products, inc. THIS AGREEMENT is made by and between the City of Spokane Valley, a code City of the State of Washington, hereinafter "City" and Spokane Rock Products, Inc. hereinafter "Contractor," jointly referred to as `.parties." IN CONSIDERATION of the terms and conditions contained herein the parties agree as follows: 1. Work to Be Performed. The CONTRACTOR shall do all work and furnish all labor, tools, materials, supplies and equipment for the 8"' Avenue Overlay Project (hereinafter "work ") in accordance with, and as described in Exhibit 1 (Contract Plans), and 2004 Standard Specifications for Road, Bridge and Municipal Construction of the Washington State Department of Transportation, which are by this reference incorporated herein and made part hereof ( "Contract Documents "), and shall perform any changes in the work in accord with the Contract Documents. The CONTRAC'T'OR shall, for the amount set forth in the Contractor's bid proposal attached hereto, assume and be responsible for the cost and expense of all work required for constructing and completing the work and related activities provided for in the Contract Plans and Contract Documents, except those items mentioned therein to be furnished by the City of Spokane Valley. The City Manager, or designee, shall administer and be the primary contact for Contractor. Prior to commencement of work, Contractor shall exercise best efforts to contact the City Manager or desi&rtee to review the scope of work, schedule, and time of completion. Upon notice from the City, Contractor shall promptly commence work, complete the same in a timely manner, and cure any failure in performance under this agreement. Unless otherwise directed by the City, all work shall be performed in conformance with the Contract Plans, Contract Documents, City and State standards. Contractor acknowledges review of the Contract Plans and Contract Documents and accepts the same. Contractor shall exercise best efforts, including the selection of the highest quality materials, so that all work performed shall be in compliance with current related industry standards. 2. Term of Contract. This Agreement shall be in full force and effect upon execution and shall remain in effect until the job is finished, or on October 1, 2005, which ever occurs first. The City may terminate this Agreement by ten (10) days' written notice to the other party. In the event of such termination, the City shall pay the Contractor for all work previously authorized and satisfactorily performed prior to the termination date. 3. Compensation. The Contractor agrees to perform all of the work described in the contract documents per the unit prices in the bid proposal for an estimated sum of $226,000.00. 4. Payment. The Contractor may elect to be paid in monthly installments, upon presentation of an invoice to the City, or in a lump sum, upon completion of the work. Applications for payment shall be sent to the City Clerk at the below- stated address. Agreement for Construction Services Page 1 of 4 t7 d S" a The City reserves the right to withhold payment under this Agreement which is determined, in the reasonable judgment of the City Manager, to be noncompliant. with the Contract Plans, Contract Documents, or City or State standards. 5. Notice. Notice shall be given in writing as follows: TQ THE CITY: To THE CQNTRACTOR: Name: Christine Bainbridge, City Clerk Name: Steve Robinson Phone Number: (509) 921 -1000 Phone Dumber: 509- 244 -5421 Address: 11707 Fast Sprague Ave., Suite 106 Mobile: Spokane Valley, WA 99206 Address: P.O. Box 3808 Spokane, WA 99220 6. Applicable Laws and Standards. The parties, in the performance of this Agreement, agree to comply with all applicable Federal, State and local laws, and City ordinances and regulations. 7. Prevailing Wages on Public Works. Unless otherwise required by law, if this contract is for a "public work" which is defined as "work, construction, alteration, repair or improvement other than ordinary maintenance executed at the cost of the City," the following provision applies: This Agreement provides for the construction of a public work and a payment of prevailing wages according to Washington law. All workers, laborers or mechanics shall be paid a prevailing rate of wage that is set forth in an Exhibit. to this Agreement. Before any payment may be made to Contractor a "Statement of Intent to Pay Prevailing Wages" must be submitted to the City. Following final acceptance of the public works project, the Contractor and each subcontract -or shall submit an "Affidavit of Wages Paid" before retained funds will be released to the Contractor. The affidavit must be certified by the industrial statistician of the Department of Labor and industries. 8. Relationship of the Parties. It is hereby understood, agreed and declared that the Contractor shall be an independent Contractor and not the agent or employee of the City, that the City is interested in only the results to be achieved, and that the right to control the particular manner, method and means of the work is solely within the discretion of the Contractor. Any and all employees who provide services to the City under this Agreement shall be deemed employees of the Contractor. The Contractor shall be solely responsible for the conduct and actions of all employees under this Agreement and any liability that may attach thereto. 9. Warranty. Unless provided otherwise in the Contract Plans or Contract Documents, Contractor warrants all work and materials performed or installed under this Contract are free from defector failure for a period of one year following final acceptance by the City, unless a supplier or manufacturer has a warranty for a greater period, which warranty shall be assigned to the City. In the event a defect or failure occurs in work or materials, the Contractor shall within the warranty period remedy the same at no cost or expense to the City. 10. Contractor to Be Licensed, Bonded and Insured. The Contractor shall be duly licensed and bonded by the State of Washington. Contractor shall purchase and maintain, during the term of this Agreement, a comprehensive general liability policy in the amount of$ 1,000,000.00 per occurrence, with the Aymmcnt for Construction Scrvices Page 2 of 4 City as an additional named insured. A copy of the certificate shall be provided to the City. Contractor's insurer shall give notice of cancellation of such insurance to the City. 11. Indemnification and Hold Harmless. Each party shall indemnify and hold the other, its officers, employees, agents, and volunteers, harmless from, and against, any and all clairns, demands, orders, decrees, or judgments for injuries, death, or darnage to any person or property arising or resulting from any act or omission on the part of said party, or its agents, employees or volunteers, in the performance of this Agreement. 12. Waiver. No officer, employee, agent, or other individual acting on behalf ofeither party, has the power, right, or authority to waive any of the conditions or provisions of this Agreement. No waiver in one instance shall be held to be waiver of any other subsequent breach or nonperformance. All remedies afforded in this Agreement, or by law, shall be taken and construed as cumulative, and in addition to every other remedy provided herein or by law. Failure of either party to enforce, at any time, any of the provisions of this Agreement, or to require, at any time, performance by the other party of any provision hereof, shall in no way be construed to be a waiver of such provisions, nor shall it affect the validity of this Agreement, or any part thereof. 13. Assignment and Delegation. Neither party shall assign, transfer, or delegate any or all of the responsibilities of this Agreement, or the benefits received hereunder, without first obtaining the written consent of the other party. 14. Jurisdiction and Venue. This Contract is entered into in Spokane County, Washington. Venue shall be in Spokane County, State of Washington. 15. Arbitration. All disputes arising under this Agreement shall be resolved through arbitration pursuant to State law. Rules for arbitration shall be those prescribed by the American Association of Arbitration. 16. Entire Agreement. This written Agreement constitutes the entire and complete agreement between the parties, and supercedes any prior oral or written agreements. This Agreement may not be changed, modified, or altered, except in writing and signed by the parties hereto. 17. Anti- kickback. No officer or employee of the City, having the power or duty to perform an official act or action related to this Agreement, shall have, or acquire, any interest in this Agreement, or have solicited, accepted, or granted, a present or future gift, favor, service, or other thing of value from any person with an interest in this Agreement. 18. Business Registration. Prior to commencement of work, Contractor shall register with the City as a business. 19. Severahility. If any section, sentence, clause or phrase of this Agreement should be held to be invalid for any reason by a court of competent jurisdiction, such invalidity shall not affect the validity of any other section, sentence, clause or phrase of this Agreement 20. Exhibits. Exhibits attached and incorporated into this agreement are: I . Contract Provisions and Plans for Construction of: 8'h Avenue Overlay Project, Bid No. 05 -005 Farr to University 2. Bidder's Packet submitted at bid opening on June 24, 2005, 11:00 a.m. Agreement for Construction Services Page 3 of4 IN WITNESS WHEREOF, the parties have executed this Agreement this day of .2005. CITY OF SPOKANE VALLEY: City Manager/' CZCT Ow ►t Tax I.D. No.: _ ATTEST- APPROVED AS TO FORM: Eity Clerk City Attor#y This document contains confidential tax information and has been redacted pursuant to RCW 82.32.330. You may petition for a review of our findings pertaining to any redacted or withheld documents pursuant to Spokane Valley Municipal Code (SVMC) 2.75.080; and obtain judicial review pursuant to RCW 42.56.550. Agreement for Construction Services Page 4 of 4 LJ BIDDER'S PACKET J , 8TH Avenue Overlay Project Farr Road to University Road BID NO. 05-005 CITY OF SPOt:AN2 VALLEY 81° AVENUE OWMAY PROJECT , � � NOTICE TO ALL BIDDERS To report rigging activities call: 1- 800 -424 -9071 The U.S. Department of Transportation ( USDOT) operates the above toll -free °hotline° Monday through Friday, 8:00 a.m. to 5:00 p.m., eastern time. Anyone with knowledge of possible bid rigging, bidder collusion, or other fraudulent activities should use the "hotline" to report such activities. The "hotline" is part of USDOT's continuing effort to identify and investigate highway construction contract fraud and abuse and is operated under the direction of the USDOT Inspector General.. All information will be treated confidentially and caller anonymity will be respected. Li 01 i� A 1 DOT 'Form 272 -030H Ef Revised B/S$ NON - COLLUSION DECLARATION I, by signing the proposal, hereby declare, under penalty of perjury under the laws of the United States that the following statements are true and correct: �j 1. That the undersigned person(s), firm, association or corporation has (have) not, either directly or indirectly, entered into any agreement, NOTICE TO ALL BIDDERS To report rigging activities call: 1- 800 -424 -9071 The U.S. Department of Transportation ( USDOT) operates the above toll -free °hotline° Monday through Friday, 8:00 a.m. to 5:00 p.m., eastern time. Anyone with knowledge of possible bid rigging, bidder collusion, or other fraudulent activities should use the "hotline" to report such activities. The "hotline" is part of USDOT's continuing effort to identify and investigate highway construction contract fraud and abuse and is operated under the direction of the USDOT Inspector General.. All information will be treated confidentially and caller anonymity will be respected. Li 01 i� A 1 DOT 'Form 272 -030H Ef Revised B/S$ NON - COLLUSION DECLARATION I, by signing the proposal, hereby declare, under penalty of perjury under the laws of the United States that the following statements are true and correct: 1. That the undersigned person(s), firm, association or corporation has (have) not, either directly or indirectly, entered into any agreement, (1 participated in any collusion, or otherwise taken any action in restraint of (� free competitive bidding in connection with the project for which this proposal is submitted. 2. That by signing the signature page of this proposal, I am deemed to have signed and to have agreed to the provisions of this declaration. NOTICE TO ALL BIDDERS To report rigging activities call: 1- 800 -424 -9071 The U.S. Department of Transportation ( USDOT) operates the above toll -free °hotline° Monday through Friday, 8:00 a.m. to 5:00 p.m., eastern time. Anyone with knowledge of possible bid rigging, bidder collusion, or other fraudulent activities should use the "hotline" to report such activities. The "hotline" is part of USDOT's continuing effort to identify and investigate highway construction contract fraud and abuse and is operated under the direction of the USDOT Inspector General.. All information will be treated confidentially and caller anonymity will be respected. Li 01 i� A 1 DOT 'Form 272 -030H Ef Revised B/S$ � 1 BID RESPONSE DOCUMENTS BID PROPOSAL PROJECT NUMBER: 05 -005 PROJECT TITLE: 8`e Avenue Overlay Project NAME OF FIRM SUBMITTING BID: Each bid shall constitute an offer to the City of Spokane Valley as outlined herein and no bidder may withdraw his bid after the hour set for the bid closing except under the conditions explained in the Information to Bidders Section. RECEIPT OF ADDENDA: Bidder acknowledges receipt of the following addenda: Addendum No. Date Addendum No. Date 10 - Zo- 05 REJECTION: The City reserves the right to reject any or all proposals, portions or parts thereof and to waive all minor irregularities in bidding. Special attention Aill be directed to the qualifications of the bidders when considering awarding a contract. TIW- TO COMPLETE: The contract shall be completed in twenty (20) working days from the date of commencement stipulated in a Notice to Proceed. The Notice to Proceed is generally issued between 11 and 15 days after award. BID IS NOT ELIGIBLE FOR. CONTRACTOR'S BOND ELECTION to withhold 50% retainage in lieu of furnishing a Contractor's Bond (Performance And Payment Bond). SUBMITTAL: The "Bid Response Documents" Section constitutes the Bid Proposal when completed and submitted. Please submit the Bidder's Packet with the completed Bid Response Documents. FREIGHT: Bid price(s) to include all freight costs to the job site. �I Person/Entity Name: x(i. &ignature Of Bidder: I� CITY OF SPOKANE VALLEY 1 BID RESPONSE DOCUMENTS 67" AVENUE OVERLAY PROJECT r l 7 PROPOSAL. The undersigned hereby certifies that (be/they) (has/have) personally examined the location and construction details of work as outlined on the plans and specifications for the above project and (hasthave) read thoroughly and understands the plans, specifications, and contract governing the work embraced in this improvement and the method by which payment will be made for said work and hereby proposes to undertake and complete the work embraced in this improvement in accordance with said plans, specifications, and contract and at the following schedule of rates and prices: (Note: Unit prices for all items, all extensions, and total amount of bid must be shown.) All prices shall be in legible figures (not words) written in ink or typed. ITEM# ITEM DESCRIPTION UNITS QUANTITY PRICE/UNIT TOTAL AMOUNTS 1 MOBILIZATION L.S. 1 2 REMOVING PAINT LINE LF 150 D Z 3 ADJUST VALVE BOX EACH 10 4 ADJUST MANHOLE EACH 11 l0 �SS 5 ADJUST CATCH BASIN EACH 3 6 CRUSHED SURFACING TOP COURSE CY 50 "T r 4q -Z 200 CRUSHED SURFACING TOP COURSE - 1 t c) — �� 7 FOR SHOULDERS CY 60 r 8 PLANING BITUMINOUS PAVEMENT SY 14,592 i Q 8 9 HMA CL. A PG 64 -28 0.33 FT. DEPTH SY 14.592 13Z �, qq 10 SUBGRADE PREPARATION SY 14,592 I 11 PAVEMENT SAW CUTTING LF 360 r 12 PLASTIC LINE LF 630 13 PLASTIC WIDE LINE LF 65 CITY OF SPOKANE VALLEY 8' AVENUE OVERLAY PROJECT 2 BID RESPONSE DOCUMENTS 0 0 0 Person/EntityName:$L,, t Ilo QtALZ„ �ignature OfBidde CITY OF SPOKANE VALLEY 3 BID RESPONSE DOCUMENTS LJ 8r" AVENUE OVERLAY PROJECT ITEM# ITEM DESCRIPTION UNITS QUANTITY PRICEIUNIT TOTAL AMOUNTS 14 PLASTIC TRAFFIC ARROW EACH 2 I I / o D -7Z- 15 PLASTIC CROSSWALK LINE SF 140 10 q1 16 PLASTIC STOP LINE LF 50 p 17 TEMPORARY PAVEMENT MARKING LF 3,250 (/ • PROJECT TEMPORARY TRAFFIC 18 CONTROL L.S. 1 19 INDUCTION LOOP VEHICLE DETECTORS EACH 7 20 CONSTRUCTIION SIGNS CLASS A SF 200 21 OTHER TRAFFIC CONTROL LABOR HR 480 `1 Z ' Zo 1 �b 22 MINOR CHANGE CALC 1 I 23 SPCC PLAN LS 1 TOTAL Qua Person/EntityName:$L,, t Ilo QtALZ„ �ignature OfBidde CITY OF SPOKANE VALLEY 3 BID RESPONSE DOCUMENTS LJ 8r" AVENUE OVERLAY PROJECT -" REPRESENTATIONS AND CERTIFICA i iJNS �7 ANIT1- KICKBACK No officer or employee of the City of Spokane Valley, having the power or duty to perform an official act or action related to this submittal, shall have or acquire any interest in this submittal, or have solicited, accepted or granted a present or future gift, favor, service, or other thing of value from or to any person involved in this submittal. REPRESENTATION: In submitting this bid we represent that the bid documents have been read and understood, that the site has been visited and or that we have familiarized ourselves with the local conditions under which the work is to be performed, that by signature of this proposal we acknowledge all requirements and that we have signed all certificates contained herein. r REPRESENTATION: In submitting this bid we acknowledge the requirements and conditions applicable to bid deposits in the form of a cash bid deposit or surety bond bid deposit. U. - 0 `J NON- COLLUSION: That the undersigned person(s), firm, association or corporation has (have) not, either directly or indirectly, entered into any agreement, participated in any collusion., or otherwise taken any action in restraint of free competitive bidding in connection with the project for which this bid is submitted. I CERTIFY that no final determination of violation of RCW 50.12.070(1)(b), 50.1 b.070(1)(b), or 82.32.070(1)(b) has been made by the Washington State Departments of Employment Security, Labor And Industries or Revenue respectively dated within two years of the date of the closing of this bid. I understand further that no bid may be submitted, considered or contract awarded for a public work to any person or entity that has a determination of violation of the above referenced statutes within two years from the date that a violation is finally determined and the date of this bid closing. I CERTIFY that to the best of my knowledge the information contained in this proposal is accurate and complete and that I have the legal authority to commit this Firm to a contractual agreement. I realize the find] funding for any service is based upon budget levels and the approval of the City of Spokane Valley. I CERTIFY that by signing the signature page of this bid, I am deemed to have signed and have agreed to the provisions of this declaration. Name: S�!Aa \g Lde- Proktw� Signal �J Title: Tate: 0 CITY OF SPOKANE VALLEY 4 BID RESPONSE DOCUMENTS 8T" AVENUE OVERLAY PROJECT CONTRACTOR'S ADMINISTRATIVE INFORIviATION 1. PERSON /ENTITY a. Name as registered with the State Of Washington: Spokane Rock Products Inc b. Physical Address: 4418 E . 8th Ave., Spokane, WA 99212 c. Mailing Address including zip code: P.O. Box 3808, Spokane , WA 99220 d. Remit To Address including zip code: Same As Mailing Address . e. Telephone number including area code: (5 0 9) 244-5421 f. Fax number including area code: (5 0 9) 244-2155 g. E -mail address for business correspondence: egriner@spokanerock.com h. Washington State Contractors License Number: SPOKARP99OBH i. Federal Tax Identification Number: REDACTED j. Washington State UBI Number: 602 0 8 2 495 k. State Industrial Account Identification Number: 133,466-07 2. INSURANCE COMPANY: a. Name of company: Conover Insurance b. Mailing Address including zip code: P.O. Box 2528, Tri - Cities , WA c. Insurance Agent Name: Jackie Hernandez d. Insurance Agent Telephone number including area code: (5 0 9) 543-6475 e. Insurance Agent Fax number including area code: (5 0 9) 547-7960 99: vlr. 3. BONDING COMPANY: a. Surety Name: Travelers Casualty and Surety Company Of America b. Surety Mailing Address including zip code: Hartford, Connecticut 06183 c. Bonding Agent Name: Jackie Hernandez d. Bonding Agent Mailing Address including zip code: P.O. Box 2528, Tri - Cities , WA 99302 e. Bonding Agent Telephone number including area code: (5 0 9) 543-6475 f. Bonding Agent Fax number including area code: (5 0 9) 547-7960 Person/Entity Name: o do Tt o �,� L cSignature Of Bidder: CITY OF SPOKANE VALLEY 5 BID RESPONSE DOCUMENTS e AVENUE OVERLAY PROJECT v 3 C M = - ° j v 0 W E ca U (6 O a L CL o cu N M Q O C M yn 41 �p N b4 4 O N C 3 q— L � � U Q W. O O C: O c a E LQ m a3i U o ' a', o Ln L L � v CL co�� N a) —O L N ° '� -0 U O = i L O O U O O. 41 C � T O (6 4+ n � E u 'c ° a, } L Q 3. BONDING COMPANY: a. Surety Name: Travelers Casualty and Surety Company Of America b. Surety Mailing Address including zip code: Hartford, Connecticut 06183 c. Bonding Agent Name: Jackie Hernandez d. Bonding Agent Mailing Address including zip code: P.O. Box 2528, Tri - Cities , WA 99302 e. Bonding Agent Telephone number including area code: (5 0 9) 543-6475 f. Bonding Agent Fax number including area code: (5 0 9) 547-7960 Person/Entity Name: o do Tt o �,� L cSignature Of Bidder: CITY OF SPOKANE VALLEY 5 BID RESPONSE DOCUMENTS e AVENUE OVERLAY PROJECT BU)DER QUALIFICATION STATUMEE , :.' The following statements of experience, personnel, equipment, and general qualifications of the Bidder are submitted with the assurance that the owner can rely on its accuracy and truthfulness. If more space is required for your answers please attach a continuation sheets) to the corresponding bid response page referencing the item number. 1. The company has been in business continuously from (month and year) Dec. 2000 2. The company has had experience comparable to that required under the proposed contract: a. As a prime contractor for One years. b. As a subcontractor for Five years. 3. The following is a partial list of work completed that was on an order of magnitude equal to or greater in scope and complexity to that required under the proposed contract. Year Owner & Pers4n to contact Phonc No. Location Contract Value *Molter Road Improvements 2004 City of Liberty Lake, Doug Smith (509) 755 -6700 $439,202.87 *Stevens Street Resurfacing 2004 City of Spokane, Jim Laughtland (509) 625 -6020 $218,334.00 4. A list of supervisory personnel currently employed by the Bidder and available for work on the project (Construction Manager, principal foreman, superintendents and engineers) is as follows: Years of Name Title Experience Randy Woodard Superintendent 27 Years Ed Griner Project Manager 13 Years 5. Please attach a resume of the qualifications, previous employers, and experience of the project manager who is proposed to be assigned to the project. If a resume is not included in the bid documents the bidder agrees to furnish a resume within 24 hours of notice by the City. 6. Following is a listing of all projects the company has undertaken in the last five years, ,which have resulted in: a. Arbitration or litigation. None. b. Claims or violations being filed by the Federal Government or the Washington State Departments of L & I, Employment Security or Revenue. None. c. Liens being filed by suppliers or subcontractors. None. Person/Entity Name: ,l�a.v Igo c �e k t L^-,Signature Of Bidder: CITY OF SPOKANE VALLEY 6 BID RESPONSE DOCUMENTS BT" AVENUE OVERLAY PROJECT BIDDER COMPLIANCE CERTIF'ICAT'.'— PROJECT COMPLIANCE In compliance with the request for quotation, bidder hereby proposes to perform all work for this project in strict accordance with the contract documents, within the time set forth therein, and at the prices bid. SPECIFICATION CO MPL TANG —F. The bidder certifies below that his bid complies in all respects with the attached specification documents, including the minimum specifications. l _J YES NO If NO list below, in detail, any and all deviations. L_TST 11M- ATIONS: Iv� Person/Entity Name: S0614a,-4 P o& Pri)JLa 4-_rs&gnature Of Bidder: CITY OF SPOKANE VALLEY 7 BID RESPONSE DOCUMENTS 8" AVENUE OVERLAY PROJECT M i 1 r -; l I Bm DEPOSIT FORM OF BID DEPOSIT - CHECK ONr: Please submit this sheet with the bid deposit. CASH. Attach the deposit behind this sheet. 4SURETY BONTa - Attach bid bond behind this sheet. IT IS STROXGLYRECOMMMA'DLD THAT YU U.SE THE ATTACHED FORAI. Person/Entity Name:. :5p ,.,1 �ocd [gj �j,(Sigr►ature Of Bidder: 7 CITY OF SPOKANE VALLEY 8n'AVENUE OVERLAY PROJECT BID RESPONSE DOCUMENTS NAME OF PROJECT OWNER: CONTRACTOR: CHANGE ORDER 8"' Avenue Reconstruction Project City of Spokane Valley Spokane Rock Products, Inc. Change Order No. l Date: September 27, 2005 Agreement Date: July 5, 2005 The following changes are hereby made to the CONTRACT DOCUMENTS: Justification: (A) Grind additional material from the pavement section to remove additional layers of asphalt that were encountered. Total Lump Sum agreed upon cost of $5,000.00. (B) Survey to establish profile and cross -slope grades. Needed due to additional material removal. Three -man survey crew for 13 hours. Total Lump Sum cost of $2,658.66. (C) Additional crushed surfacing top course to adjust roadbed to grade. Additional material was necessary due to additional material removal. The increase in top course was greater than a 25% increase, thus the unit price was negotiated downward to $35 /CY from S44 /CY. The total quantity of top course carne to 543 CY. At $35 /CY the total cost is $19,005.00. (D) Deduct original bid price for 50 CY of crushed surfacing top course at $44 /CY. This quantity is included in the 543 CY in Item C. Total cost deducted is $2,200.00 (bid quantity of 50 CY at $44 /CY). Change to CONTRACT PRICE: $24,463.66 Original CONTRACT PRICE: $226,000.00 Current CONTRACT PRICE due to this C14ANYGE ORDER will be increased by $24,463.66 The new CONTRACT PRICE including this CHANGE ORDER will be $250,463.66 CHANGE TO CONTRACT TIME: Three Working Days due to time necessary to survey to restore grade and to place additional crushed surfacing. The date for completion of all work will be changed to September 28, 2005. Approvals required: To be effective this Change Order must be approved by the funding agency if it changes the scope or objective of the PROJECT, or as may otherwise be required by the SPECIAL PROVISIONS. Requested by: Recommended by: Accepted by: Spokane Rock Products. Inc. 4 G( CONTRACT PROVISIONS AND PLANS FOR CONSTRUCTION OF: 8th AVENUE OVERLAY PROJECT BID NO. 05-005 Farr Road to University Road Issued for Bidding Date: Issued for Construction Date: i� II ll� Valley 6rane ,;,oOValley June 20, 2005 ATTENTION: All Bidders and Planholders ADDENDUM NO. 1 Bid No. 05-005 8�h Avenue Overlay Project Farr Road to University Road The following corrections/modifi cations are hereby made a part of the Contract Documents. All bidders are required to base their bid upon the information furnished in this addendum; and acknowledge receipt of this addendum as required in the Contract Documents. THE PROPOSAL FOR THIS PROJECT IS AMENDED AS FOLLOWS: Page 3, insert $1.00 in the Price /Unit and Total Amounts for bid Item #22 "Minor Change ". THE APPENDICES FOR THIS PROJECT ARE AMENDED AS FOLLOWS: Appendix A — Wage Rates Replace Appendix A with the `Washington State Prevailing Wage Rates For Public Works Contracts" for Spokane County effective 03- 03 -05. Appendix B — Washington State Department of Labor and Industries Policy Statement Replace Appendix B with the Supplemental To Wage Rates Page 1 -18. CONTRACTOR QUESTIONS 1 CLARIFICATIONS: Question: Is all traffic control labor paid under "OTHER TRAFFIC CONTROL LABOR'? Answer: Yes, All Traffic Control Labor shall be paid under the bid item "Other Traffic Control Labor' in accordance with the construction operations described in section 1- 10.3(1) END OF ADDENDUM NO. 1 ADDENDUM NO. 1 CITY OF SPOKANE VALLEY C AVENUE OVERLAY PROJECT 8TH AVENUE OVERLAY PROJECT BID NUMBER 05 -005 City of Spokane Valley The technical material and data contained in these Project Drawings and Specifications were prepared under the supervision and direction of the undersigned whose seal as a C professional engineer licensed to practice as such in the State of Washington is affixed below. �o .5 City of Spokane Valley Department of Public Works 11707 E. Sprague Avenue, Suite 106 Spokane Valley,-WA 99206 �y rl NOTICE TO CONTRACTORS CITY OF SPOKANE VALLEY l PUBLIC WORKS DEPARTMENT 11707 E SPRAGUE AVENUE, SUITE 106 SPOKANE VALLEY, WA 99206 -6124 Notice is hereby given that the City of Spokane Valley, Spokane Valley, Washington will receive sealed bids up to 11:00 A.M. on Friday, June 24th, 2005 at City Hall, 11707 E. Sprague Avenue, Spokane Valley, Washington 9920M124. Bid opening will be held at 11:00 A.M. on Friday, June 24th, 2005 in the council chambers at Spokane Valley City Hall, 11707 E. Sprague Avenue, Spokane Valley, Washington. After a last call for bids, all bids will be opened and publicly read aloud for this improvement project. BID DEPOSIT REQUIRED. No bid may be considered for public work unless it is accompanied by a bid deposit in the form of a surety bond, postal money order, cash, cashier's check, or certified check in an amount equal to five percent (5 %) of the amount of the bid proposed. If the bidder to whom the contract is awarded fails to enter into the contract and fumish the contractor's bond as required within ten days after notice of the award, exclusive of the day of notice, the amount of the bid deposit shall be forfeited to the City and the contract awarded to the next lowest and best bidder. If the deposit is °cash" and is in the form of a postal money order, cashier's check, or certified check the checks are to be made payable to the City of Spokane Valley. Cash bid deposits are to be accompanied by a completed Bid Deposit Form (see Informational Copy). Cash bid deposits of all unsuccessful bidders shall be returned [� after the contract is awarded and the required contractor's bond and proof of insurance given by the successful bidder is accepted by the City of Spokane Valley. If the bid deposit is in the form of a surety bond it must be of a corporate surety licensed to do business in the State of Washington accompanied by a completed Bid Deposit Surety Bond Form (see Informational Copy). WARNING: If the bidder is to submit a bid deposit in the form of a Sure ty Bond, the City strongly recommends the use of the City Bid Deposit Surety Bond Form contained in the Appendix. If the City's Bid Deposit Surety Bond Form is not used, the bidder is warned to take special care in assuring that the [i form used does not materially alter. qualify or conflict with the terms and conditions set forth in the City's Bid Deposit Surety Bond Form. The failure to furnish a bid bond in compliance with the City's Bid Deposit Surety Bond Form shall make the bid non - responsive and shall cause the bid to be reiected by the City. CrrY OF SPOKANE VALLEY �' 8TH AVENUE OVERLAY PROJECT THIS PROJECT is funded by the City of Spokane Valley. Maps, plans and specification may be obtained from Spokane Valley City Hall upon payment of the amount of $15.00 (Non - refundable). Project limits for the project are marked in the field. Informational copies of maps, plans and specifications are on file for inspection at City of Spokane Valley, City Hall, 11707 E Sprague Avenue, Suite 106, Spokane Valley, Washington, (509) 921 -1000. CITY OF SPOKANE VALLEY 8M AVENUE OVERLAY PROJECT �I BIDDER'S PACKET i Vall 8TH Avenue Overlay Proj ct Farr Road to university Road BED NO.05 -00 I MY OF SPOKANE VALLEY 83 AVENUE OVERLAY PROJECT NON - COLLUSION DECLARATION I, by signing the proposal, hereby declare, under penalty of perjury under the laws of the United States that the following statements are true and correct: 1. That the undersigned person(s), firm, association or corporation has (have) not, either directly or indirectly, entered into any agree participated in any collusion, or otherwise taken any action in estra t of free competitive bidding in connection with the project fo is proposal is submitted. 2. That by signing the signature page of this pro osal, I am deemed to have signed and to have agreed to a provisions of this declaration. - NOTICE TO ALL BiES - RS To report rigging activities call: 1 -800* 9071 The U.S. Department of T INgging, ation (USDOT) operates the above toll -free 'hotline" Monday throuq :00 a.m. to 5:00 p.m., eastern time. Anyone with knowledge of possib bidder collusion, or other fraudulent activities should use the "hq line" to report such activities. The "hotline' ii5'pa of-VSDOT's continuing effort to identify and investigate highway co>�st ldl ion contract fraud and abuse and is operated under the direction of eh,U OT Inspector General. All information will be treated confid @r�tiaUy a caller anonymity will be respected. A DOT Farm 272 -036H EF Revised 8x'98 BID RESPONSE DOCUMENTS BID PROPOSAL PROJECT NUMBER 05-005 PROJECT TITLE: 8m Avenue Overlay Project NAME OF FIRM SUBMITTING BID: _ Each bid shall constitute an offer to the City of Spokane Valley as outlined hereinQ no bidder J may withdraw his bid after the hour set for the bid closing except under thezfcoAtions-,explained in the Information to Bidders Section., 7 RECEIPT OF ADDENDA: Bidder acknowledges receipt of the follovcwg�ad enda: r- Addendum No. Date Addendum No. mate ' REJECTION: The City reserves the right to reject- an or allxproposals, portions or parts thereof and to waive all minor irregularities in biddin _ Special attention will be directed to the qualifications of the bidders when considerii gtaw,rdAg a contract. �I TIME TO COMPLETE: The contracts ' , be completed in twee 20 working days from the twenty ( ) g Y date of commencement stipulated in a Notice>to Proceed. The Notice to Proceed is generally C! issued between 11 and 15 daysafter yd y F L U BID IS NOT ELIGIBLE FOR GONTI ACTOR'S BOND ELECTION to withhold 50% retains a in lieu of f u- nishiing Contractor's Bond (Performance And g � (P Payment Bond). SUBMITTAL: completed and ponse Documents" Section constitutes the Bid Proposal when ease submit the Bidder's Packet with the completed Bid Response ce(s) to include all freight costs to the job site. Person/Entity Name: Signature Of Bidder: CITY OF SPOKANE VALLEY BID RESPONSE DOCUMENTS 8' AVENUE OVERLAY PROJECT PROPOSAL The undersigned hereby certifies that (behbey) (has/have) personally examined the location and construction details of work as outlined on the plans and specifications for the above project and (has/have) read thoroughly and understands the plans, specifications, and contract governing the work embraced in this improvement and the - method by which payment will be made for said work and hereby proposes to undertake and complete the work embraced in this improvement in accordance with said plans, specifications, and contract and at the following schedule of rates and prices: (Note: Unit prices for all items, all extensions, and total amount of bid must be shown.) All prices shall be in legible figures (not words) written in ink or typed. �_A>t CITY OF SPOKANE VALLEY 2 BID RESPONSE DOCUMENTS 8TH AVENUE OVERLAY PROJECT V rrEM# ITEM DESCRIPTION UNITS QUANTITY PRICE/UNIT TOTAL AMOUNTS %�J 1 MOBILIZATION L.S. 1 2 REMOVING PAINT LINE LF X1150 3 ADJUST VALVE BOX 4 ADJUST MANHOLE <`�EACFai 11 5 ADJUST CATCH BASIN EACH 3 6 CRUSHED SURFACING TOP COU.RSE CY 50 CRUSHED SURF�ACINNG NCO RSE - 7 FOR SHOULDERS_ 1�' CY 60 8 PLA N N '$OUS PAVEMENT I G �U SY 14,592 9 MA,Ct�. A PG 64 -28 0.33 FT. DEPTH SY 14,592 10 SI' BGRADE PREPARATION SY 14,592 11 PAVEMENT SAW CUTTING LF 360 12 PLASTIC LINE LF 630 13 PLASTIC WIDE LINE LF 65 CITY OF SPOKANE VALLEY 2 BID RESPONSE DOCUMENTS 8TH AVENUE OVERLAY PROJECT 0 �i Ft, 0 ITEM 9 ITEM DESCRIPTION UNITS QUANTITY PRICE/UNIT TOTAL AMOUNTS 14 PLASTIC TRAFFIC ARROW EACH 2 15 PLASTIC CROSSWALK LINE SF 140 16 PLASTIC STOP LINE LF 50 17 TEMPORARY PAVEMENT MARKING LF 3,250 PROJECT TEMPORARY TRAFFIC 18 CONTROL L.S. 1 19 INDUCTION LOOP VEHICLE DETECTORS EACH 7 �, 20 CONSTRUCTIION SIGNS CLASS -A SF 2 C� 21 1 OTHER TRAFFIC CONTROL LABOR RA 480 �N,,-QALC 22 MINOR CHANGE 1 23 SPCC PLAN ,t LS 1 TOTAL Person/Entity Name: � Signature Of Bidder: CITY OF SPOKANE VALLEY 3 BID RESPONSE DOCUMENTS E, 8TH AVENUE OVERLAY PROJECT REPRESENTATIONS AND CERTIFICATIONS ANTI - KICKBACK No officer or employee of the City of Spokane Valley, having the power or duty to perform an official act or action related to this submittal, shall have or acquire any interest in this submittal, or have solicited, accepted or granted a present or future gift, favor, service, or other thing of value from or to any person involved in this submittal. REPRESENTATION: In submitting this bid we represent that the bid documents have been read and understood, that the site has been visited and or that we have familiarized ourselves with the local conditions under which the work is to be performed, that by signature of this proposal we acknowledge all requirements and that we have signed all certificates contained herein REPRESENTATION: In submitting this bid we acknowledge the requirements.an :conditions applicable to bid deposits in the form of a cash bid deposit or surety bond b6 de; sih NON- COLLUS1ONI: That the undersigned person(s), firm, association or coi�orafion has (have) not, either directly or indirectly, entered into any agreement, participattd,in any collusion, or otherwise taken any action in restraint of flee competitive bidding in cone hon with the project for which this bid is submitted. `4;' i, I CERTIFY that no final determination of violation 82.32.070(1)(b) has been made by the Washington Labor And Industries or Revenue respectively dates of this bid. I understand further that no bid may be a public work to any person or entity that referenced statutes within two years from date of this bid closing. I CERTIFY- that to the best of accurate and complete and tha agreement. I realize the final f approval of the City of Sp I CERTIFY t agreed to the R-CW,SA`:1'2: -070(1)(b), 50.16.070(1)(b), or 2D.ep`tartments of Employment Security, iinwo years of the date of the closing Witted, considered or contract awarded for .nation of violation of the above a violation is finally determined and the , Z6 the information contained in this proposal is legal authority to commit this Firm to a contractual any service is based upon budget levels and the signature page of this bid, I am deemed to have signed and have declaration. person/entity submitting bid (print) Signature: Title: Date: CITY OF SPOKANE VALLEY 4 SID RESPONSE DOCUMENTS 8T° AVENUE OVERLAY PROJECT 0 i CONTRACTOR'S ADMIlVISTRATIVE INFORMATION 1. PERSON /ENTITY a. Name as registered with the State Of Washington: b. Physical Address: c. Mailing Address including zip code: d. Remit To Address including zip code: e. Telephone number including area code: f Fax number including area code: g. E-mail address for business correspondence: h. Washington State Contractors License Number: i. Federal Tax Identification Number: j. Washington State UBI Number: k. State Industrial Account Identification Number: 2. INSURANCE COMPANY: a. Name of company: b. Mailing Address including zip code: c. Insurance Agent Name: d. Insurance Agent Telephone number includin _ " code: e. Insurance Agent Fax number including a ea code: 3. BONDING COMPANY: C; a. Surety Name: b. Surety Mailing - ss including zip code: c. Bonding 40g- V am� II ailing Address including zip code: ple Telephone number including area code: Fax number including area code: Person/Entity Name: Signature Of Bidder: CITY OF SPOKANE VALLEY 5 BID RESPONSE DOCUMENTS 87 AVENUE OVERLAY PROJECT BIDDER QUA.LMCATION STATEAENT The following statements of experience, personnel, equipment, and general qualifications of the Bidder are submitted with the assurance that the owner can rely on its accuracy and truthfulness. If more space is required for your answers please attach a continuation sheet(s) to the corresponding bid response page referencing the item number. 1. The company has been in business continuously from (month and year) 2. The company has had experience comparable to that required under the proposed contract: 1 a. As a prime contractor for years.'' _ b. As a subcontractor for years. 3. The following s a partial list of work completed that was on an order of m tad" ezual to or eater g P P�� ' in scope and complexity to that required under the proposed contract. Yes Owner & Person to contact Phone No. Location Contract Value , 4. A list of supervisory personnel currently employed by-the B dder•and available for work on the project (Construction Manager, principal foreman, superintendents�an"'d ''engineers) is as follows: Years of Name Title Experience S. Please attach a resume of the qualifications, previous employers, and experience of the project manager who is proposed to be assigned to -the pro�'eci�lf a resume is not included in the bid documents the bidder agrees to furnish a resume within 4�hou1W r, ,of notice by the City. 6. Following is a listin 6f-'all resulted in: Y a. A.rbitrat"o>\-or -li n. ects the company has undertaken in the last five years, which have b: `Olaimf or violations being filed by the Federal Government or the Washington State Departments of L & Imployment Security or Revenue. c. Liens being filed by suppliers or subcontractors. Person/Entity Name: Signature Of Bidder: CITY OF SPOKANE VALLEY 6 BID RESPONSE DOCUMENTS Bn' AVENUE OVERLAY PROJECT s �s BIDDER COMPLIANCE CERTIFICATION PROJECT COMPLLANCE In compliance with the request for quotation, bidder hereby proposes to perform all work for this project in strict accordance with the contract documents, within the time set forth therein, and at the prices bid. SPECIFICATION COMPLIANCE The bidder certifies below that his bid complies in all respects with the attached specification documents, including the minimum specifications. YES NO If NO list below, in detail, any and all deviations. LIST DEVIAITONS: Person/Entity Name: Signature Of Bidder: E, CITY OF SPOKANE VALLEY 7 BID RESPONSE DOCUMENTS 8''' AVENUE OVERLAY PROJECT SIOD DEPOSIT FORM OF BID DFPOSrT - CHECK ONE. Please submit this sheet with the bid deposit CASA Attach the deposit behind this sheet. SURETY BOND - Attach bid bond behind this sheet. IT 1S STR ONCYL YRECOMMMMED THAT YOU USE ME A M CILED FQ Person/EEntity Name: Signature Of Bidder: CITY OF SPOKANE VALLEY BID RESPONSE DOCUMENTS e AVENLPE OVERLAY PROJECT C r + • BID DEPOSIT SURETY BOND FORM NAME OF PROJECT: 8`h Avenue Overlay Project PROJECT/BID NUMBER 05 -005 NAME OF FIRM: BOND NO: f We, as Principal, and i as Surety, are held and firmly bound unto the CITY OF SPOKANE VALLEY, a Washington State Municipality, in the penal sum of FIVE PERCENT (5 %) OF THE TOTAL AMOUNT BID, for th�� ymS6 of which we jointly and severally bind ourselves, and our legal representatives and successors. THE CONDITIONS OF THE OBLIGATION are that if Principal according to the terms of the bid documents; and t award, exclusive of the day of notice, enter into the contrac contractor's bond (performance and payment bond) witYSw equal to one hundred percent (100 %) of the amount of-&-b obligation shall be null and void; otherwise if the�Pn r>`cipal i within ten (10) days after notice of the award, exclusive ''�',,of t forfeited to the City; but in no event will the S�et„yss liabrlit SIGNED AND SEALED THIS DAY t SURETY s Signature Typed Name 5' Title (SEAL) CITY OF SPOKANE VALLEY e AVENUE OVERLAY PROJECT ie,Gity,.ofSpokane Valley shall make timely award to the F ncip s -hall, within ten (10) days after notice of the !Ne City of Spokane Valley and furnishes the y satisfactory to the City of Spokane Valley in an amount y raosed including Washington State Sales Tax then this Js to enter into the contract and furnish the contractor's bond day of notice, the amount of the bid deposit shall be exceed this bond's face amount. YEAR 20 E PRINCIPAL Signature Typed Name Title BID RESPONSE DOCUMENTS SolCane BOND NO: ley CONTRACTOR'S PERFORMANCE AND PAYMENT BOND TO DUAL OBLIGEES KNOW ALL MIEN BY THESE PRESENTS, that (Contractors as Principal, and a corporation of (Banding Company}, as ;Uu4,. whose principal office is located at A firmly bound into the State of Washington and the City of Spokane Valley, a political subdivision the State to fulfill the obligations of the Principal and the Surety under the Contract to which refe=ce is hereafter made S (including Washington State sales tax) for payment whe`r themselves, their heirs, executors, administrators, successors and assigns jointly and severally, firmly byjese as Obligee;, Surety bia` WHEREAS, Principal has by written Proposal dated offered to enter m &Contra%t with the City of Spokane Valley for Contract No. pursuant to the terms and conditions set fords in a Cont cents dated NOW, THEREFORE, the condition of this obligation is such that if the Principal shall] fa>lhfullry perform all the provisions of the N7 Contract on its part, and pay all laborers, mechanics, subcontractors and material suppliers, "aqd all ersons who supply such person or persons or subcontractors with provisions and supplies for the cam ying on of suclO ork, aild mdi unify and hold harmless the Obligees from all loss, cost or damage which it may suffer by reason of the failure to do any o e fo'i?egoing, then this obligation shall be null and void; otherwise it shall remain in full force and effect s ` , All persons who have famished labor, materials or supplies ;f��na about the work provided for in the Contract shall have a direct right of action under this bond, to the extent and in the manricr Set fortb ACW 39.08. The said Surety for value received hereby stipuLate9i'and agrees no change, extension of time, alteration or addition to the terms of the Contract or to the WORK to be performed theaeunder or tgNSPECMCATIONS accompanying the same shall in any way affect its obligation on this BOND, and it does hereby waive no ¢"of any such change, extension of time, alteration or addition to the terms of the Contract or to the WORK or to the SPECMCATIONS J _ No final settlement between the OWNER an&the CONTRACTOR sball abridge the right of any beneficiary hereunder, whose claim may be unsatisfied. er YEAR 20 SIGNED AND SEALED THIS lbw-) PRINCIPAL Signature Typed Name Title r� F", AGREEMENT FOR CONSTRUCTION SERVICES [Name of Contractor] THIS AGREEMENT is made by and between the City of Spokane Valley, a code City ofthe State of Washington, hereinafter "City" and hereinafter "Contractor," jointly referred to as "parties." IN CONSIDERATION of the terms and conditions contained herein the parties agr4aso ows : 1. Work to Be Performed. The CONTRACTOR shall do all work and= fi�h�-all labor, tools, materials, supplies and equipment for the Improvement ProjeJ (hereloafte "work'D in accordance with, and as described in Exhibit _(Contract Plans), and 2004 StandIA- ecifications for Road, Bridge and Municipal Construction of the Washington State Department of Transportation, which are by this reference incorporated herein and made part hereof ( "Contract Documents "), a� nc perform any changes in the work in accord with the Contract Documents. The CONTRACTOR shall, for the amount set forth in they ntracto�s bid proposal attached hereto, assume and be responsible for the cost and expense of all work requ, i�red?f- r constructing and completing the work and related activities provided for in the Contract PI , ontract Documents, except those items mentioned therein to be furnished by the City of Spokane ueN The City Manager, or designee, shall arii_ier any be the primary contact for Contractor. Prior to commencement of work, Contractor shall exercise besttee$nrts to contact the City Manager or designee to review the scope of work, schedule, and ttiim� f completion. Upon notice from the City, Contractor shall promptly commence work, complete the same in a timely manner, and cure any failure in performance under this agreement. , 5' Unless otherwise directedt' l,,theYCity, all work shall be performed in conformance with the Contract Plans, Contract Documents „CJtyaand�Stat�tandards. Contractor acknowledges review of the Contract Plans and Contract Documents and acceAdI same. Contractor shall exercise best efforts, including the selection of the highest quality materials; so Nat all work performed shall be in compliance with current related industry standards. 2. OoOT e' rm of: � P Contract. This Agreement shall be in full force and effect upon execution and shall remain in effect�timil - ` iiTiay terminate this Agreement by ten (10) days' written notice to the other party. In the event ion, the City shall pay the Contractor for all work previously authorized and satisfactorily to the termination date. 3. Compensation. The City agrees to pay the Contractor: [ *] a fee of done under this Agreement. Agreement for Construction Services for the work, as full compensation for everything furnished and Page 1 of 4 rKA [ *] on a time and material basis as set forth in the attached bid up to a maximum fee of as full compensation for everything furnished and done under this Agreement. 4. Payment. The Contractor may elect to be paid in monthly installments, upon presentation of an invoice to the City, or in a lump sum, upon completion of the work. Applications for payment shall be sent to the City Clerk at the below- stated address. A The City reserves the right to withhold payment under this Agreement which is.determined in the reasonable judgment of the City Manager, to be noncompliant with the Contract Plans, Conti t&cuments, or City or State standards. Notice. Notice shall be given in writing as follows: TO THE CITY: Name: Christine Bainbridge, City Clerk Name: Phone Number. (5 09) 921 -1000 Phone 'ur -er: Address: 11707 East Sprague Ave., Suite 106 Mobil: Spokane Valley, WA 99206 dd A 6. Applicable Laws and StandardOThe p arties, in the performance of this Agreement, agree to comply with all applicable Federal, State and locaMiand City ordinances and regulations. 7. Prevailing Wages can Public Works. Unless otherwise required by law, if this contract is for a "public work" which is defined as "wor -construction, alteration, repair or improvement other than ordinary maintenance executed at the costff the"IC i7y' he following provision applies: This Agreement pro ides f6r t1fe 'construction of a public work and a payment of prevailing wages accordin -- o Washington law. All workers, laborers or mechanics shall be paid a prevailing ratE'oY� . thai is set forth in an Exhibit to this Agreement. Before rea#y pay menf may be made to Contractor a "Statement of Intent to Pay Prevailing Wages" mustbbePsubmitted to the City. Following final acceptance of the public works pr`�ect, e Contractor and each subcontractor shall submit an "Affidavit of Wages Paid" before re ' ed funds will be released to the Contractor. The affidavit must be certified by the 123"id u'sliiaT statistician of the Department of Labor and Industries. Relationship of the Parties. It is hereby understood, agreed and declared that the Contractor shall be an independent Contractor and not the agent or employee of the City, that the City is interested in only the results to be achieved, and that the right to control the particular manner, method and means of the work is solely within the discretion of the Contractor. Any and all employees who provide services to the City under this Agreement shall be deemed employees of the Contractor. The Contractor shall be solely responsible for the conduct and actions of all employees under this Agreement and any liability that may attach thereto. Agreement for Construction Services Page 2 of 4 9. Warranty. Unless provided otherwise in the Contract Plans or Contract Documents, Contractor warrants all work and materials performed or installed under this Contract are free from defect or failure for a period of one year following final acceptance by the City, unless a supplier or manufacturer has a warranty for a greater period, which warranty shall be assigned to the City. In the event a defect or failure occurs in work or materials, the Contractor shall within the warranty period remedy the same at no cost or expense to the City.- 10. Contractor to Be Licensed. Bonded and Insured. The Contractor shall be duly licensed and bonded by the ,State of Washington. Contractor shall purchase and maintain, during the tom of this Agreement, a comprehensive general liability policy in the amount of $1,000,000.00 per oc cum enni th the City as an additional named insured. A copy of the certificate shall be provided to theCity: Contractor's insurer shall give notice of cancellation of such insurance to the City. 11. Indemnification and Hold Harmless. Each party shall indemnify and hVid the other, its officers, employees, agents, and volunteers, harmless from, and against, any and all claitns;�emands, orders, decrees, or judgments for injuries, death, or damage to any person or property a smg o resulting from any act or omission on the part of said party,. or its agents, employees or volunteers,�insthe performance of this Agreement A't>� k 12. Waiver. No officer, employee, agent, or other ind idual aging on behalf of either party, has the power, right, or authority to waive any of the conditions Ammons of this Agreement No waiver in one instance shall be held to be waiver of any other subsequent rear nor nonperformance. All remedies afforded in this Agreement, or by law, shall betaken and construed as�°cative, and in addition to every other remedy provided herein or by law. Failure of either part}to enforc�e,, at any time, any of the provisions of this Agreement, or to require, at any time, perfonmani5e URAhe other party of any provision hereof, shall in no way be construed to be a waiver of such provisior6*4' -no �shalr"rt affect the validity of this Agreement, or any part thereof.' 13. Assignment and Delegation. Neither party shall assign, transfer, or delegate any or all of the responsibilities of this Agreemeikgr the'b n fits received hereunder, without fast obtaining the written consent of the other party. '4z 4 14. Jurlsdic' on a d Venue. This Contract is entered into in Spokane County, Washington. Venue shall be in Spd e,CQety, State of Washington. 15. .tArbitr hJod All disputes arising under this Agreement shall be resolved through arbitration �; pursuant to�State�l�awm,�lt.ules for arbitration shall be those prescribed by the American Association of L . AA,itrat; I`6 Entire Agreement. This written Agreement constitutes the entire and complete agreement be en1he parties, and supercedes any prior oral or written agreements. This Agreement may not be Te chang'k, iodified, or altered, except in writing and signed by the parties hereto. 17. Anti - kickback No officer or employee of the City, having the power or duty to perform an official act or action related to this Agreement, shall have, or acquire, any interest in this Agreement, or have solicited, accepted, or granted, a present or future gift, favor, service, or other thing of value from any person with an interest in this Agreement. 18. Business Registration. Prior to commencement of work, Contractor shall register with the City as a business. Agreement for Conmction Services Page 3 of 4 19. Exhibits. Exhibits attached and incorporated into this agreement are: IN WITNESS VR HEREOF, the parties have executed this Agreement this _ day of 2003. CITY OF SPOKANE VALLEY: CONTRACTOR: cz: City Manager Owners -�1 Tax LD. No.: ATTEST: APPROVED A-S TO FORM: City Clerk Agreement for Construction Services Page 4 of 4 1 CONTENTS l 2 3 4 5 INTRODUCTION 1 6 AMENDMENTS TO THE STANDARD SPECIFICATIONS 7 SECTION 1 -07, LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC -1 _ 8 SECTION 1 -09, MEASUREMENTAND PAYMENT 4 9 SECTION 1 -10, TEMPORARY TRAFFIC CONTROL 5 10 SECTION 1 -99, APWA SUPPLEMENT 19 11 SECTION 2 -02, REMOVAL OF STRUCTURES AND OBSTRUCTIONS ---- 20 12 SECTION 2 -03, ROADWAY EXCAVATION AND EMBANKMENT 21 i 13 SECTION 2 -09, STRUCTURE EXCAVATION 21 14 SECTION 2 -10, DITCH EXCAVATION 21 r; 15 SECTION 4-04, BALLAST AND CRUSHED SURFACING 21 16 SECTION 5-01, CEMENT CONCRETE PAVEMENT REHABILITATION 22 - 17 SECTION 5-04, HOT MIX ASPHALT 22 I 18 SECTION 6-02, CONCRETE STRUCTURES 23 i 19 SECTION 6-03, STEEL STRUCTURES 38 20 SECTION 6-06, BRIDGE RAILINGS 39 21 SECTION 6-07, PAINTING 39 22 SECTION 6-09, MODIFIED CONCRETE OVERLAYS 39 23 SECTION 6-10, CONCRETE BARRIER 39 24 SECTION 6-11, PRECAST CONCRETE RETAINING WALL STEMS 40 l� 25 SECTION 6-12, NOISE BARRIER WALLS 44 26 SECTION 6 -13, STRUCTURAL EARTH WALLS - - - 49 27 SECTION 6 -14, GEOSYNTHETIC RETAINING WALLS 59 28 SECTION 6 -15, SOIL NAIL WALLS 63 29 SECTION 6-16, SOLDIER PILE AND SOLDIER PILE TIEBACK WALLS 72 30 SECTION 6-17, PERMANENT GROUND ANCHORS 77 31 SECTION 6-18, SHOTCRETE FACING - 87 32 SECTION 7 -05, MANHOLES, INLETS, CATCH BASINS, AND DRYWELLS -91 33 SECTION 7 -12, VALVES FOR WATER MAINS - - - -- 91 CITY OF SPOKANE VALLEY 8' AVENUE OVERLAY PROJECT A 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 SECTION 7 -14, HYDRANTS 92 SECTION 7 -15, SERVICE CONNECTIONS 92 SECTION 7 -17, SANITARY SEWERS 92 SECTION 8-01, EROSION CONTROL AND WATER POLLUTION CONTROL 92. SECTION 8-04, CURBS, GUTTERS, AND SPILLWAYS 93 SECTION 8-07, PRECAST TRAFFIC CURB AND BLOCK TRAFFIC CURB 93 SECTION 8 -08, RUMBLE STRIPS 94 SECTION 8 -12, CHAIN LINK FENCE AND WIRE FENCE 95 SECTION 8 -14, CEMENT CONCRETE SIDEWALKS 95 - SECTION 8-15, RIPRAP 96 SECTION 8-17, IMPACT ATTENUATOR SYSTEMS 96 SECTION 8-18, MAILBOX SUPPORT 97 - SECTION 8-19, REDIRECTIONAL LAND FORM 98 SECTION 8-20, ILLUMINATION, TRAFFIC SIGNAL SYSTEMS, AND ELECTRICAL98 SECTION 8 -22, PAVEMENT MARKING 99 SECTION 9 -02, BITUMINOUS MATERIALS 102 SECTION 9 -03, AGGREGATES 103 SECTION 9-04, JOINT AND CRACK SEALING MATERIALS 104 SECTION 9-05, DRAINAGE STRUCTURES, CULVERTS, AND CONDUITS 104 SECTION 9-06, STRUCTURAL STEEL AND RELATED MATERIALS 105 SECTION 9-07, REINFORCING STEEL 106 SECTION 9-08, PAINTS 107 SECTION 9-09, TIMBER AND LUMBER 107 SECTION 9 -10, PILING 107 SECTION 9 -14, EROSION CONTROLAND ROADSIDE PLANTING 107 SECTION 9 -15, IRRIGATION SYSTEM 108 SECTION 9 -16, FENCE AND GUARDRAIL 108 SECTION 9 -17, FLEXIBLE GUIDE POSTS 114 SECTION 9 -23, CONCRETE CURING MATERIALS AND ADMIXTURES 114 SECTION 9-28, SIGNING MATERIALS AND FABRICATION 114 SECTION 9 -29, ILLUMINATION, SIGNALS, ELECTRICAL 115 SECTION 9 -30, WATER DISTRIBUTION MATERIALS 124 SECTION 9 -32, MAILBOX SUPPORT 125 SECTION 9 -33, CONSTRUCTION GEOSYNTHETIC -125 SECTION 9 -34, PAVEMENT MARKING MATERIAL 133 CITY OF SPOKANE VALLEY 8m AVENUE OVERLAY PROJECT B 1 SECTION 9-35, TEMPORARY TRAFFIC CONTROL MATERIALS 133 2 SPECIAL PROVISIONS 3 DIVISION 1 4 GENERAL REQUIREMENTS 5 DESCRIPTION OF WORK 139 6 BID PROCEDURES AND CONDITIONS 140 7 Examination Of Plans, Specifications And Site Of Work 140 8 Public Opening Of Proposal 140 9 AWARD AND EXECUTION OF CONTRACT 140 10 Execution Of Contract 140 11 I SCOPE OF WORK 140 12 Coordination of Contract Documetns, Palns, Specail Provisions, Specifications 13 and Addenda 140 14 CONTROL OF MATERIAL 141 15 Foreign Made Materials 141 I 16 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC 141 17 State Taxes 141 18 Permits And Licenses 142 19 Contractors Responsibility for Work 142 j20 Utilities And Similar Facilities 142 `I 21 Public Liabili ty And Property Dama a Insurance 143 Fil 22 Public Convenience And Safety - -- 143 23 PROSECUTION AND PROGRESS 143 24 Preliminary Matters 143 25 Prosecution of Work 144 26 Time for Completion 144 27 TEMPORARY TRAFFIC CONTROL 144 28 Traffic Control Management 144 29 DIVISION 2 30 EARTHWORK 31 CLEARING, GRUBBING, AND ROADSIDE CLEANUP 145 32 Description 145 33 REMOVAL OF STRUCTURES AND OBSTRUCTIONS 145 I� CF Y OF SPOKANE VALLEY 8r' AVENUE OVERLAY PROJECT C 1 Description 145 2 ROADWAY EXCAVATION AND EMBANKMENT 145 3 Construction Requirements 145 4 SUBGRADE PREPARATION 146 5 6 DIVISION 4 7 BASES 8 9 BALLASTAND CRUSHED SURFACING 146 10 11 DIVISION 5 12 SURFACE TREATMENTS AND PAVEMENTS 13 HOT MIX ASPHALT 146 14 Construction Requirements 146 15 - 16 DIVISION 7 17 DRAINAGE STRUCTURES, STORMSEWERS, SANITARY SEWERS, WATER 18 MAINS, AND CONDUITS 19 20 MANHOLES, INLETS, CATCH BASINS, AND DRYWELLS 147 21 22 DIVISION 8 23 MISCELLANEOUS CONSTRUCTION 24 25 ILLUMINATION, TRAFFIC SIGNAL SYSTEMS, AND ELECTRICAL 147 26 STANDARD PLANS 149 27 28 -- 29 30 31 32 33 34 35 36. 37 CITY OF SPOKANE VALLEY 8' AVENUE OVERLAY PROJECT i E I 1 2 3 4 5 6 7 8 9 10 11 APPENDIX A Wage Rates APPENDIX B Washington State Department of Labor and Industries Policy Statement APPENDIX C Standard Plans CITY OF SPOKANE VALLEY 6TH AVENUE OVERLAY PROJECT 'L E INTRODUCTION 2 The following Amendments and Special Provisions shall be used in conjunction with the 2004 Standard 3 Specifications for Road, Bridge. and Municipal Construction. 4 5 AMENDMENTS TO THE STANDARD SPECIFICATIONS 6 7 The following Amendments to the Standard Specifications are made a part of this contract and 8 supersede any conflicting provisions of the Standard Specifications. For informational purposes, the 9 date following each Amendment title indicates the implementation date of the Amendment or the latest 10 date of revision. 11 12 Each Amendment contains all current revisions to the applicable section of the Standard Specifications 13 and may include references which do not apply to this particular project. 14 15 SECTION 1 -07, LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC 16 April 4, 2005 17 1 -07.11(10)6 Required Records and Retention 18 The third and fourth paragraphs are revised to read: 19 20 Monthly Employment utilization Reports 21 WSDOT Form #820-010 or substitute form as approved by the Contracting Agency. This form is 22 required for all federally assisted projects if the contract is equal to or greater then $10,000 and for 23 every associated subcontract equal to or greater than $10,000. These monthly reports are to be 24 maintained in the respective Contractor or subcontractors records_ 25 26 In addition, for contracts with a value of $100,000 or more, the Contractor shall submit copies of 27 the completed WSDOT form 820 -010 or approved substitute to the Contracting Agency by the fifth 28 of each month throughout the term of the contract. The Contractor shall also collect and submit 29 these forms monthly from every subcontractor who holds a subcontract with a value of $100,004 30 or more 31 32 Failure to submit the required reports by their due dates may result in the withholding of progress 33 estimate payments. 34 35 1 -07.13(4) Repair of Damage 36 This section is revised to read. 37 38 The Contractor shall promptly repair all damage to either temporary or permanent work as 39 directed by the Engineer. For damage qualifying for relief under Sections 1- 07.13(1). 1- 07.13(2) 40 or 1- 07.13(3), payment will be made in accordance with Section 1 -04.4 using the estimated bid 41 item "Reimbursement for Third Party Damage'_ 42 43 In the event the Contracting Agency pays for damage to the Contractor's work or for damage to 44 the Contractor's equipment caused by third parties, any claim the Contractor had or may have 45 had against the third party shall be deemed assigned to the Contracting Agency, to the extent of 46 the Contracting Agency's payment for such damage. 47 48 Payment will be limited to repair of damaged work only. No payment will be made for delay or 49 disruption of work CITY OF SPOKANE VALLEY r AVENUE OVERLAY PROJECT 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1s 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 For the purpose of providing a common proposal for all bidders, the Contracting Agency has entered an amount for "Reimbursement For Third Party Damage' in the proposal to become a part of the total bid by the Contractor. 1 -07.16(1) Private /Public Property This section is revised to read- The Contractor shall not use Contracting Agency owned or controlled property other than that directly affected by the contract work without the approval of the Engineer. If the Engineer grants such approval, the Contractor shall then vacate the area when ordered to do so by the Engineer. Approval to temporarily use the property shall not create any entitlement to further use or to compensation for any conditions or requirements imposed The Contractor shall protect private or public property on or in the vicinity of the work site. The Contractor shall ensure that it is not removed, damaged, destroyed, or prevented from being used unless the contract so specifies. Property includes land, utilities. trees, landscaping, improvements legally on the right -of -way. markers, monuments, buildings, structures, pipe, conduit, sewer or water lines, signs, and other property of all description whether shown on the plans or not. If the Engineer orders , or 6 otherwise necessary, the Contractor shall install protection. acceptable to the Engineer, for property such as that listed in the previous paragraph. The Contractor is responsible for locating and protecting all property that is subject to damage by the construction operation. If the Contractor (or agents/employees of the Contractor) damage, destroy, or interfere with the use of such property, the Contractor shall restore it to original condition. The Contractor shall also haft any interference with the property's use If the Contractor refuses or does not respond immediately, the Engineer may have such property restored by other means and subtract the cost from money that will be or is due the Contractor. The Contractor may access the worksite from adjacent properties. The Contractor shall not use or allow others to use this access to merge with public traffic. During non - working hours, the Contractor shall provide a physical barrier that is either locked or physically unable to be moved without equipment. The access shall not go through any existing structures. The access may go through fencing. The Contractor shall control or prevent animals from entering the worksite to the same degree that they were controlled before the fence was removed. The Contractor shall prevent persons not involved in the contract work from entering the worksite through the access or through trails and pathways intersected by the access. If the contract documents require that existing trails or pathways be maintained during construction, the Contractor will insure the safe passage of trail or pathway users_ The Contractor shall effectively control airbome particulates that are generated by use of the access. The location and use of the access shall not adversely affect wetlands or sensitive areas in any manner. The Contractor shall be responsible for obtaining all haul road agreements, permits and/or easements associated with the access. The Contractor shall replace any fence, repair any damage and restore the site to its original state when the access is no longer needed. The Contractor shall bear all costs associated with this worksite access. 1- 07.16(2) Vegetation Protection and Restoration The new paragraph below is inserted to follow the third paragraph CITY OF SPOKANE VALLEY 8° AVENUE OVERLAY PROJECT 1 2 Any pruning activity required to complete the work as specified shall be performed by persons 3 qualified as a Certified Arborist at the direction of the Engineer. 4 5 In the fifth paragraph, "Guide for Plant Appraisal, Eighth Edition" is revised to read "Guide for Plant 6 Appraisal, Current Edition ". 7 8 1 -07.16(3) Fences, Mailboxes, Incidentals 9 The first sentence in the first paragraph is revised to read. 10 11 The Contractor shall maintain any temporary fencing to prevent pedestrians from entering the 12 worksite and to preserve livestock, crops, or property when working through or adjacent to private 13 property. 14 15 1 -07.18 Public Liability and Property Damage Insurance 16 This section is revised to read 17 18 The Contractor shall obtain and keep in force the following policies of insurance. The policies 19 shall be with companies or through sources approved by the State Insurance Commissioner 20 pursuant to Chapter 48.05, RCW. Unless otherwise indicated below, the policies shall be kept in 21 force from the execution date of the contract until the date of acceptance by the Secretary 22 (Section 1 -05.12). 23 24 1. Owners and Contractors Protective Insurance providing bodily injury and property damage 25 liability coverage with limits of $3,000,000 per occurrence and in the aggregate for each 26 policy period, written on Insurance Services Office (ISO) form CGO009 together with 27 Washington State Department of Transportation Amendatory Endorsement No. CG 29 08, 28 specifying the State of Washington as a named insured. 29 30 The Contractor may choose to terminate this insurance after the date of Substantial 31 Completion as determined by the Engineer or, should Substantial Completion not be 32 achieved, after the date of Physical Completion as determined by the Engineer. In the event 33 the Contractor elects to terminate this coverage, prior to acceptance of the contract. the 34 Contractor shall first obtain an endorsement to the Commercial General Liability Insurance 35 described below that establishes the Contracting Agency on that policy as an additional 36 insured. 37 38 2. Commercial General Liability Insurance written under ISO Form CG0001 or its equivalent 39 with minimum limits of $3.000,000 per occurrence and in the aggregate for each policy 40 period_ This protection may be a CGL policy or any combination of primary, umbrella or 41 excess liability coverage affording total liability limits of not less than 53.000.000. Products 42 and completed operations coverage shall be provided for a period of one year following final 43 acceptance of the work. 44 45 3. Commercial Automobile Liability Insurance providing bodily injury and property damage 46 liability coverage for all owned and nonowned vehicles assigned to or used in the 47 performance of the work with a combined single limit of not less than $1,000,000 each 48 occurrence with the State named as an additional insured in connection with the Contractor's 49 Performance of the contract. 50 51 The Owners and Contractors Protective Insurance policy shall not be subject to a deductible or 52 contain provisions for a deductible. The Commercial General Liability policy and the Commercial CITY OF SPOKANE VALLEY do AVENUE OVERLAY PROJECT 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 Automobile Liability Insurance policy may, at the discretion of the Contractor. contain such provisions. If a deductible applies to any claim under these policies, then payment of that deductible will be the responsibility of the Contractor, notwithstanding any claim of liability against the Contracting Agency. However in no event shall any provision for a deductible provide for a deductible in excess of 550,000.00. Prior to contract execution, the Contractor shall file with the Department of Transportation. Contract Payment Section, P_O. Box 47420, Olympia, WA 98504 -7420, ACORD Form Certificates of Insurance evidencing the minimum insurance coverages required under these specifications. All insurance policies and Certificates of Insurance shall include a requirement providing for a minimum of 45 days prior written notice to the Contracting Agency of any cancellation or reduction of coverage. All insurance coverage required by this section shall be written and provided by 'occurrence -baste" policy forms rather than by `claims made' forms. 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 working 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. All costs for insurance, including any payments of deductible amounts, shall be considered incidental to and included in the unit contract prices and no additional payment will be made. 1 -07.23(1) Construction Under Traffic The first paragraph is supplemented with the following: The Contractor shall enter interstate highways only through legal movements from existing roads. streets, and through other access points specifically allowed by the contract documents. The fourth sentence in the second paragraph is revised to read- Deficiencies not caused by the Contractor's operations shall be repaired by the Contractor, when ordered by the Engineer, at the Contracting Agency's expense. In the sixth paragraph, 3. "C ", the first sentence is revised to read: Temporary concrete barrier or other approved barrier installed on the traffic side of the drop -off with 2 feet between the drop -off and the back of the barrier and a new edge of pavement stripe a I minimum of 2 feet from the face of the barrier. SECTION 1 -09, MEASUREMENT AND PAYMENT April 5, 2004 1 -09.6 Force Account On page 1 -91, under "For Labor", the fourth and fifth sentences in the second paragraph are deleted. 1 -09.7 Mobilization Under the second paragraph. item 3 is revised to read: CITY of SPOKANE VALLEY d" AVENUE OVERLY PROJECT 6A 1 When the substantial completion date has been established for the project, payment of any 2 amount bid for mobilization in excess of 10 percent of the total original contract amount will be 3 paid. 4 5 SECTION 1 -10, TEMPORARY TRAFFIC CONTROL 5 August 2, 2004 7 Section 1 -10 is revised in its entirety to read: 8 9 1 -10.1 General 10 The Contractor, utilizing contractor labor and contractor- provided equipment and matenals (except 11 when such tabor, equipment or materials are to be provided by the Contracting Agency as 12 specifically identified herein,) shall plan, manage, supervise and perform all temporary traffic 13 control activities needed to support the work of the contract. 14 15 1- 10.1(1) Materials 16 Materials shall meet the requirements of the following sections: 17 18 Stop/Slow Paddles 9 -35.1 19 Construction Signs 9 -35.2 20 Wood Sign Posts 9 -35.3 21 Sequential Arrow Signs 9 -35.4 22 Portable Changeable Message Signs 9 -35.5 23 Barricades 9 -35.6 24 Traffic Safety Drums 9 -35.7 25 Barrier Drums 9 -35.8 26 Traffic Cones 9 -35.9 27 Tubular Markers 9 -35.10 28 Waming Lights and Flashers 9 -35.11 29 Truck- Mounted Attenuator 9 -35.12 30 31 1- 10.1(2) Description 32 The Contractor shall provide flaggers, spotters and all other personnel required for labor for traffic 33 control activities and not otherwise specified as being furnished by the Contracting Agency. 34 35 The Contractor shall perform all procedures necessary to support the contract work. 36 37 The Contractor shall provide signs and other traffic control devices not otherwise specified as 38 being fumished by the Contracting Agency. The Contractor shall erect and maintain all 39 construction signs, warning signs, detour signs, and other traffic control devices necessary to 40 warn and protect the public at all times from injury or damage as a result of the Contractor's 41 operations which may occur on or adjacent to highways, roads, or streets. No work shall be done 42 on or adjacent to the roadway until all necessary signs and traffic control devices are in place. 43 44 The traffic control resources and activities described shall be used for the safety of the public, of 45 the Contractor's employees, and of the Contracting Agency's personnel and to facilitate the 46 movement of the traveling public. They may be used for the separation or merging of public and 47 construction traffic when such use is in accordance with a specific approved traffic control plan 48 49 Upon failure of the Contractor to immediately provide flaggers; erect, maintain, and remove signs; 50 or provide, erect, maintain, and remove other traffic control devices when ordered to do so by the CITY OF SPOKANE VALLEY r AVENUE OVERLAY PROJECT 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 Engineer, the Contracting Agency may, without further notice to the Contractor or the Surety, perform any of the above and deduct all of the costs from the Contractor's payments. The Contractor shall be responsible for providing adequate labor, sufficient signs, and other traffic control devices, and for performing traffic control procedures needed for the protection of the work and the public at all times regardless of whether or not the labor, devices or procedures have been ordered by the Engineer, furnished by the Contracting Agency, or paid for by the Contracting Agency. Wherever possible when performing contract work, the Contractor's equipment shall follow normal and legal traffic movements. The Contractor's ingress and egress of the work area shall be accomplished with as little disruption to traffic as possible. Traffic control devices shall be removed by picking up the devices in a reverse sequence to that used for installation. This may require moving backwards through the workzone. When located behind barrier or at other locations shown on approved traffic control plans, equipment may operate in a direction opposite to adjacent traffic The Contractor is advised that the Contracting Agency may have entered into operating agreements with one or more law enforcement organizations for cooperative activities. Under such agreements, at the sole discretion of the Contracting Agency, law enforcement personnels may enter the workzone for enforcement purposes and may participate in the Contractor's traffic control activities. The responsibility under the contract for all traffic control resides with the Contractor and any such participation by law enforcement personnel in Contractor traffic control activities will be referenced in the Special Provisions or will be preceded by an agreement and, if appropriate, a cost adjustment Nothing in this contract is intended to create an entitlement, on the part of the Contractor, to the services or participation of the law enforcement organization. 1 -10.2 Traffic Control Management 1- 10.2(1) General It is the Contractor's responsibility to plan, conduct and safely perform the work. The Contractor shall manage temporary traffic control with its own staff. Traffic control management responsibilities shall be formally assigned to one or more company supervisors who are actively involved in the planning and management of field contract activities. The Contractor shall provide the Engineer with a copy of the formal assignment. The duties of traffic control management may not be subcontracted. The Contractor shall designate an individual or individuals to perform the duties of the primary Traffic Control Supervisor (TCS) The designation shall also identify an alternate TCS who can assume the duties of the primary TCS in the event of that person's inability to perform The TCS shall be responsible for safe implementation of approved Traffic Control Plans provided by the Contractor. The designated individuals shall be certified as worksite traffic control supervisors by one of the organizations listed in the Special Provisions. Possession of a current flagging card by the TCS is mandatory. A traffic control management assignment and a TCS designation are required on all projects that will utilize traffic control. The Contractor shall maintain 24 -hour telephone numbers at which the Contractor's assigned traffic control management personnel and the TCS can be contacted and be available upon the Engineer's request at other than normal working hours. These persons shall have the resources. ability and authority to expeditiously correct any deficiency in the traffic control system CITY OF SPOKANE VALLEY Bt° AVENUE OVERLAY PROJECT 1 2 1- 10.2(1)A Traffic Control Management 3 The responsibilities of the Contractor's traffic control management personnel shall include: 4 5 1 Overseeing and approving the actions of the Traffic Control Supervisor (TCS) to ensure 6 that proper safety and traffic control measures are Implemented and consistent with the 7 spec requirements created by the Contractor's workzones and the Contract. Some 8 form of oversight must be in place and effective even when the traffic control 9 management personnel are not present at the jobsite 10 11 2 Providing the Contractor's designated TCS with approved Traffic Control Plans (TCP's) 12 which are compatible with the work operations and traffic control for which they will be 13 implemented. Having the latest adopted edition of the Manual On Uniform Traffic Control 14 Devices for Streets and Highways (MUTCD.) including the Washington State 15 Modifications to the MUTCD and applicable standards and specifications available at all 16 times on the project. 17 18 1 Discussing proposed traffic control measures and coordinating implementation of the 19 Contractor- adopted traffic control plan(s) with the Engineer. 20 21 4. Coordinating all traffic control operations, including those of subcontractors and 22 suppliers, with each other and with any adjacent construction or maintenance 23 operations. 24 25 5 Coordinating the project's activities (such as ramp closures, road closures, and lane 26 closures) with appropriate police, fire control agencies. city or county engineering, 27 medical emergency agencies, school districts, and transit companies_ 28 29 6. Overseeing all requirements of the contract which contribute to the convenience, safety, 30 and orderly movement of vehicular and pedestrian traffic, 31 32 7. Reviewing the TCS's diaries daily and being aware of "field" traffic control operations. 33 34 8. Being present on -site a sufficient amount of time to adequately satisfy the above - listed 35 responsibilities. 36 37 Failure to carry out any of the above - listed responsibilities shall be a failure to comply with the 38 contract and may result in a suspension of work as described in Section 1 -08.6. 39 40 1- 10.2(1)B Traffic Control Supervisor 41 A Traffic Control Supervisor (TCS) shall be present on the project whenever flagging or spotting or 42 other traffic control labor is being utilized or less frequently. as authorized by the Engineer 43 44 The TCS shall personally perform all the duties of the TCS. During nonwork periods, the TCS 45 shall be available to the job site within a 45- minute time period after notification by the Engineer. 46 47 The TCS's duties shall include: 48 49 1. Having a current set of approved traffic control plans (TCPs), applicable contract 50 provisions as provided by the Contractor, the latest adopted edition of the MUTCD, 51 including the Washington State Modifications to the MUTCD, the book Quality Standards 52 for Work Zone Traffic Control Devices, and applicable standards and specifications. CITY OF SPOKANE VALLEY eF AVENUE OVERLAY PROJECT 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 2. Inspecting traffic control devices and nighttime lighting for proper location, installation, message, cleanliness, and effect on the traveling public. Traffic control devices shall be inspected each work shift except that Class A signs and nighttime lighting need to be checked only once a week. Traffic control devices left in place for 24 hours or more should also be inspected once during the nonworking hours when they are initially set up (during daylight or darkness, whichever is opposite of the working hours)_ The TCS shall correct, or arrange to have corrected, any deficiencies noted during these inspections. 3. Preparing a daily traffic control diary on DOT Forms 421 -040A and 421 -0408, which shall be submitted to the Engineer no later than the end of the next working day to become a part of the project records The Contractor may use alternate forms if approved by the Engineer. Diary entries shall include, but not be limited to: a. Time of day when signs and traffic control devices are installed and removed, b. Location and condition of signs and traffic control devices, c. Revisions to the traffic control plan. d. Lighting utilized at night, and e. Observations of traffic conditions. 4. Making minor revisions to the traffic control plan to accommodate site conditions provided that the original intent of the traffic control plan is maintained and the revision has the concurrence of both the Contractor and the Engineer. 5. Attending traffic control coordinating meetings or coordination activities as necessary for full understanding and effective performance. 6. Ensuring that all needed traffic control devices and equipment are available and in good working condition prior to the need to install or utilize them. The TCS may perform the work described by ` Faaggers and Spotters' or "Other Traffic Control Labor' provided that the duties of the TCS are accomplished. 1- 10.2(2) Traffic Control Plans The traffic control plan or plans appearing in the contract documents show a method of handling traffic. All construction signs, flaggers, spotters and other traffic control devices are shown on the traffic control plan(s) except for emergency situations. Where mainline contract traffic control plans are developed with the intent of operating without the use of flaggers or spotters, the plans shall note that intent The use of flaggers or spotters to supplement these traffic control plans will not be allowed except in a case where no other means of traffic control can be used or in the event of an emergency. If the Contractor proposes the use of flaggers or spotters with one of these plans, this will constitute a modification requiring approval by the Engineer. The modified plans must show locations for all the required advance warning signs and a safe, protected location for the flagging station. If flagging is to be performed during hours of darkness, the plan must include appropriate illumination for the flagging station. When the Contractor's chosen method of performing the work in the contract requires some form of temporary traffic control, the Contractor shall either. (1 ) designate and adopt, in writing, the traffic control plan or plans from the contract documents that support that method; or (2.) submit a Contractor's plan that modifies, supplements or replaces a plan from the contract documents. Any Contractor- proposed modification, supplement or replacement shall show the necessary construction signs, flaggers, spotters and other traffic control devices required to support the work. CRY OF SPOKANE VALLEY r AVENUE OVERLAY PROJECT 1 Any Contractor - proposed traffic control plan shall conform to the established standards for plan 2 development as shown in the MUTCD, Part VI. The Contractor's submittal, either designating and 3 adopting a traffic control plan from the contract documents or proposing a Contractor - developed 4 plan, shall be provided to the Engineer for approval at least ten calendar days in advance of the 5 time the signs and other traffic control devices are scheduled to be installed and utilized. The 6 Contractor shall be solely responsible for submitting any proposed traffic control plan or 7 modification, obtaining the Engineer's approval and providing copies of the approved Traffic 8 Control Plans to the Traffic Control Supervisor 9 10 1- 10.2(3) Conformance to Established Standards 11 Flagging, signs, and all other traffic control devices and procedures furnished or provided shall 12 conform to the standards established in the latest adopted edition of the Manual On Uniform 13 Traffic Control Devices for Streets and Highways (MUTCD,) published by the U.S. Department of 14 Transportation and the Washington State Modifications to the MUTCD. Judgment of the quality of 15 devices furnished will be based upon Quality Standards for Work Zone Traffic Control Devices, 16 published by the American Traffic Safety Services Association. Copies of the MUTCD may be 17 purchased from the Superintendent of Documents, U.S. Government Printing Office, Washington, 18 D.C. 20402. The Washington State Modifications to the MUTCD and Quality Standards for Work 19 Zone Traffic Control Devices may be obtained from the Department of Transportation, Olympia. 20 Washington 98504. 21 22 In addition to the standards of the MUTCD described above, the Contracting Agency has 23 scheduled the implementation of crashworthiness requirements for most workzone devices. The 24 National Cooperative Highway Research Project (NCHRP) Report 350 has established 25 requirements for crash testing. Workzone devices are divided into four categories. Each of those 26 categories and, where applicable, the schedule for implementation is described below: 27 28 Category 1 includes those items that are small and lightweight, channelizing, and delineating 29 devices that have been in common use for many years and are known to be crashworthy by crash 30 testing of similar devices or years of demonstrable safe performance. These include cones, 31 tubular markers, flexible delineator posts, and plastic drums. All Category 1 devices used on the 32 project shall meet the requirements of NCHRP 350 as certified by the manufacturer of the device. 33 34 Category 2 includes devices that are not expected to produce significant vehicular velocity 35 change, but may otherwise be hazardous. Examples of this class are barricades, portable sign 36 supports and signs, intrusion alarms and vertical panels. Any new Category 2 device purchased 37 after October 1, 2000 shall meet the requirements of NCHRP 350. Existing equipment, 38 purchased prior to October 1, 2000, may be used on the project until December 31, 2007. For the 39 purpose of definition, a sign support and sign shall be considered a single unit. A new sign may be 40 purchased for an existing sign support and the entire unit will be defined as 'existing equipment.' 41 42 Category 3 is for hardware expected to cause significant velocity changes or other potentially 43 harmful reactions to impacting vehicles. Barriers, fixed sign supports, crash cushions, truck 44 mounted attenuators (TMA's) and other work zone devices not meeting the definitions of Category 45 1 or 2 are examples from this category. Many Category 3 devices are defined in the design of the 46 project. Where this is the case, NCHRP 350 requirements have been incorporated into the design 47 and the Contractor complies with the requirements by constructing according to the plans and 48 specifications. Where the device is a product chosen by the Contractor, the device chosen must 49 be compliant with the requirements of NCHRP 350. 50 51 Category 4 includes portable or trailer- mounted devices such as Arrow Displays. Temporary 52 Traffic Signals, Area Lighting Supports, and Portable Changeable Message Signs. There is CnY OF SPOKANE VALLEY e AVENUE OVERLAY PROJECT 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 presently no implementation schedule for mandatory crashworthiness compliance for these devices. The condition of signs and traffic control devices shall be new or 'acceptable' as defined in the book Quality Standards for Work Zone Traffic Control Devices, and will be accepted based on a visual inspection by the Engineer. The Engineer's decision on the condition of a sign or traffic control device shall be final. A sign or traffic control device determined to be 'not acceptable' shall be removed from the project and replaced within 12 hours. 1 -10.3 Traffic Control Labor, Procedures and Devices 1- 10.3(1) Traffic Control Labor The Contractor shall famish all personnel for flagging, spotting, for the execution of all procedures related to temporary traffic control and for the setup, maintenance and removal of all temporary traffic control devices and construction signs necessary to control traffic during construction operations Workers engaged as flaggers or spotters shall wear reflective vests and hard hats. During hours of darkness, white coveralls or white or yellow rain gear shall also be worn. The vests and other apparel shall be in conformance with Section 1 -07.8. 1- 10.3(1)A Flaggers and Spotters Flaggers and Spatters shall be posted where shown on approved Traffic Control Plans or where directed by the Engineer. Any flagger or spotter shall possess a current flagging card issued by the State of Washington, Oregon, or Idaho. The flagging card shall be immediately available and shown to the Contracting Agency upon request. Flagging stations shall be shown on Traffic Control Plans at locations where construction operations require stopping or diverting public traffic. Flagging stations shall be staffed only when flagging is required. This staffing may be continuous or intermittent, depending on the nature of the construction activity. Whenever a flagger is not required to stop or divert traffic, the flagger shall move away from the flagging station to a safer location. During hours of darkness, flagging stations shall be illuminated in a manner that insures that flaggers can easily be seen but that does not cause glare to the traveling public Flaggers shall be equipped with portable two -way radios, with a range suitable for the project. The radios shall be capable of having direct contact with project management (foremen, superintendents, etc.). The Contractor shall furnish the MUTCD standard Stop /Slow paddles for all flagging operations. The specrfication for Stop /Slow paddles (9 -35.1) calls for 24' paddles and all new paddles purchased for the project shall conform to those provisions. Previously specified 18' paddles may be used at the request of the Contractor until December 31, 2005. Spotting stations shall be shown on Traffic Control Plans at locations where a spotter can detect errant drivers or other hazards and provide an effective warning to other workers. Spotting stations will not be allowed at locations where the spotter will be in unnecessary danger The Contractor shall furnish noise - makers or other effective warning devices for spotting operations. 1- 10.3(1)B Other Tragic Control Labor In addition to flagging or spotting duties, the Contractor shall provide personnel for all other traffic control procedures required by the construction operations and for the labor to install, maintain and remove any traffic control devices shown on Traffic Control Plans, CITY OF SPOKANE VALLEY B" AVENUE OVERLAY PROJECT 10 E d l 1 1- 10.3(2) Traffic Control Procedures 2 3 1- 10.3(2)A One -Way Traffic Control 4 The project work may require that traffic be maintained on a portion of the roadway during the 5 progress of the work using one -way traffic control. If this is the case. the Contractor's operation 6 shall be confined to one -half the roadway, permttting traffic on the other half. If shown on an 7 approved traffic control plan or directed by the Engineer, one -way traffic control, in accordance 8 with the MUTCD, shall be provided and shall also conform to the following requirements: 9 10 In any one -way traffic control configuration, side roads and approaches will be closed or controlled 11 by a flagger or by appropriate approved signing A side road flagger will coordinate with end 12 flaggers where there is line of sight and with the pilot car where the end flaggers cannot be seen. 13 14 Queues of vehicles will be allowed to take turns passing through the wori¢one in the single open 15 lane. When one -way traffic control is in effect, contractor vehicles shall not use the open traffic 16 lane except while following the same rules and routes required of the public traffic. 17 18 As conditions permit, the Contractor shall, at the end of each day, leave the work area in such 19 condition that it can be traveled without damage to the work, without danger to traffic, and without 20 one -way traffic control. If, in the opinion of the Engineer, one -way traffic control cannot be 21 dispensed with after working hours, then the operation will be continued throughout the non - 22 working hours_ 23 24 1- 10.3(2)B Rolling Slowdown 25 For work operations on multilane roadways which necessitate short -term roadway closures of 15 26 minutes or less, the Contractor shall implement a rolling slowdown. Where included in an 27 approved traffic control plan, a rolling slowdown shall be accomplished using one traffic control 28 vehicle with flashing amber lights for each lane to be slowed down plus one control vehicle to 29 serve as a chase vehicle for traffic ahead of the blockade The traffic control vehicles shall enter 30 the roadway and form a moving blockade to reduce traffic speeds and create a clear area in front 31 of the moving blockade to accomplish the work without a total stoppage of traffic 32 33 A portable changeable message sign shall be placed ahead of the starting point of the traffic 34 control to warn traffic of the slowdown. The sign shall be placed far enough ahead of the work to 35 avoid any expected backup of vehicles. 36 37 The location where the traffic control vehicles shall begin the slowdown and the speed at which 38 the moving blockade will be allowed to travel will be calculated to accommodate the estimated 39 time needed for closure. The chase control vehicle shall follow the slowest vehicle ahead of the 40 blockade. When the chase vehicle passes, the Contractor may begin the work operation. In the 41 event that the work operation is not completed when the moving blockade reaches the site, all 42 work except that necessary to clear the roadway will cease immediately and the roadway shall be 43 cleared and reopened as soon as possible. 44 45 All ramps and entrances to the roadway between the moving blockade and work operation shall 46 be temporarily closed using fjaggers. Radio communications between the work operation and the 47 moving blockade shall be established and utilized to adjust the speed of the blockade to 48 accommodate the closure time needed. 49 CITY OF SPOKANE VALLEY B* AVENUE OVERLAY PROJECT 11 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 1- 10.3(2)C Lane Closur© Setup/Takedown "'here allowed by the contract and where shown on approved traffic control plans or directed by the Engineer, the Contractor shall set up traffic control measures to close one or more lanes of a mufti -lane facility_ When this is to occur, the following sequence shall be followed: Advance warning signs are set up on the shoulder of the roadway opposite the lane to be closed, 2. Advance waming signs are set up on the same shoulder as the lane to be closed, 3. A truck- mounted attenuator, with arrow board, is moved into place at the beginning of the closure taper, 4. Channelization devices are placed to mark the taper and the length of the closure as shown on the traffic control plan. Once the lane is closed, the TMA/arrow board combination may be replaced with an arrow board without attenuator. If additional lanes are to be closed, this shall be done in sequence with previous lane closures using the same sequence of activities_ A truck- mounted attenuator with arrow board is required during the process of closing each additional lane and may be replaced with an arrow board without attenuator after the lane is closed. Each closed lane shall be marked with a separate arrow board at all times. Traffic control for lane closures shall be removed in the reverse order of its installation. 1- 10.3(2)D Mobile Operations Where construction operations are such that movement along the length of a roadway is continuous or near - continuous to the extent that a stationary traffic control layout will not be effective, the Contractor shall implement a moving, or mobile, traffic control scheme. Such moving control shall always be conducted in the same direction as the adjacent traffic. Where shown on an approved traffic control plan or where directed by the Engineer, mobile traffic control shall consist of portable equipment, moving with the operation. A portable changeable message sign shall be established in advance of the operation, far enough back to provide warning of both the operation and of any queue of traffic that has formed during the operation. The advance sign shall be continuously moved to stay near the back of the queue at all times. A truck- mounted attenuator, with arrow board, shall be positioned and maintained at a fixed distance upstream of the work. A shadow vehicle, with truck- mounted attenuator shall be positioned and maintained immediately upstream of the work. 1- 10.3(2)E Patrol & Maintain Traffic Control Measures At all times, when temporary traffic control measures are in place, the Contractor shall provide for patrolling and maintaining these measures. The work shall consist of resetting mislocated devices, assuring visibility of all devices, cleaning and repairing where necessary, providing maintenance for all equipment, including replacing batteries and light bulbs as well as keeping motorized and electronic items functioning, and adjusting the location of devices to respond to actual conditions, such as queue length, unanticipated traffic conflicts and other areas where planned traffic control has proven ineffective. CITY OF SPOKANE VALLEY 8° AVENUE OVERLAY PROJECT 12 ly .7 1 This worts shall be performed by the Contractor, either by or under the direction of the Traffic 2 Control Supervisor. Personnel, with vehicles if necessary, shall be dispatched so that all traffic 3 control can be reviewed at least once per hour during working hours and at least once during 4 each non - working shift. 5 6 1- 10.3(3) Traffic Control Devices 7 8 1- 10.3(3)A Construction Signs 9 All construction signs required by approved traffic control plans, as well as any other appropriate 10 signs directed by the Engineer shall be furnished by the Contractor The Contractor shall provide 11 the posts or supports and erect and maintain the signs in a clean, neat, and presentable condition 12 until the need for them has ended. Post mounted signs shall be installed as shown in Standard 13 Plans G-1 and G-4a. Sign attachment to posts shall conform to the applicable detail shown in 14 Standard Plan G -9b. When the need for construcion signs has ended, the Contractor, upon 15 approval of the Engineer, shall remove all signs, posts, and supports from the project and they 16 shall remain the property of the Contractor. 17 18 No passing zones on the existing roadway that are marked with paint striping and which striping is 19 to be obliterated by construction operations shall be replaced by `Do Not Pass" and 'Pass With 20 Care' signs. The Contractor shall provide and install the posts and signs. The signs shall be 21 maintained by the Contractor until they are removed or until the contract is physically completed. 22 When the project includes striping by the Contractor, the signs and posts shall be removed by the 23 Contractor when the no passing zones are reestablished by striping, The signs and posts will 24 became the property of the Contractor. When the Contractor is not responsible for striping and 25 when the striping by others is not completed when the project is physically completed, the posts 26 and signs shall be left in place and shall become the property of the Contracting Agency. 27 28 AJI existing signs, new permanent signs installed under this contract, and construction signs 29 installed under this contract that are inappropriate for the traffic configuration at a given time shall 30 be removed or completely covered with metal, plywood, or an Engineer approved product 31 specifically manufactured for sign covering during periods when they are not needed 32 33 Construction signs will be divided into two classes. Class A construction signs are those signs 34 that remain in service throughout the construction or during a major phase of the work. They are 35 mounted on posts, existing fixed structures. or substantial supports of a semi - permanent nature. 36 Class A signs will be designated as such on the approved Traffic Control Plan. 'Do Not Pass' and 37 'Pass With Care' signs are classified as Class A construction signs. Sign and support installation 38 for Class A signs shall be in accordance with the Contract Plans or the Standard Plans. Class B 39 construction signs are those signs that are placed and removed daily, or are used for short 40 durations which may extend for one or more days. They are mounted on portable or temporary 41 mountings. 42 43 Where it is necessary to add weight to signs for stability, the only allowed method will be a bag of 44 sand that will rupture on impact. The bag of sand shall have a maximum weight of 40 pounds, 45 and shall be suspended no more than 1 foot from the ground. 46 47 Signs, posts, or supports that are lost, stolen, damaged, destroyed, or which the Engineer deems 48 to be unacceptable while their use is required on the project shall be replaced by the Contractor. 49 50 1- 10.3(3)B Sequential Arrow Signs 51 Where shown on an approved traffic control plan or where ordered by the Engineer, the 52 Contractor shall provide, operate and maintain sequential arrow signs. In some locations, the sign CiTY OF SPOKANE VALLEY e AVENUE OVERLAY PROJECT 13 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 will be shown as a unit with an attenuator. In other locations, the plan will indicate a stand -alone unit. 1- 10.3(3)C Portable Changeable Message Sign Where shown on an approved traffic control plan or where ordered by the Engineer, the Contractor shall provide, operate and maintain portable changeable message signs. These signs shall be available, on -site, for the entire duration of their projected use. 1- 10.3(3)D Barricades Where shown on an approved traffic control plan or where ordered by the Engineer, the Contractor shall provide, install and maintain barricades. Barricades shall be kept in good repair and shall be removed immediately when, in the opinion of the Engineer, they are no longer functioning as designed. Where it is necessary to add weight to barricades for stability, the only allowed method will be a bag of sand that will rupture on impact. The bag of sand shall have a maximum weight of 40 pounds, and shall be suspended no more than 1 foot from the ground 1- 10.3(3)E Traffic Safety Drums Where shown on an approved Traffic Control Plan, or where ordered by the Engineer, the Contractor shall provide, install and maintain Traffic Safety Drums Used drums may be utilized, provided all drums used on the project are of essentially the same configuration The drums shall be designed to resist overtuming by means of a weighted lower unit that will separate from the drum when impacted by a vehicle. Drums shall be regularly maintained to ensure that they are clean and that the drum and reflective material are in good condition. If the Engineer determines that a drum nas been damaged beyond usefulness, or provides inadequate reflectivity, a replacement drum shall be fumished. When the Engineer determines that the drums are no longer required, they shall be removed from the project and shall remain the property of the Contractor. 1- 10.3(3)F Barrier Drums Where shown on approved Traffic Control Plans and as ordered by the Engineer, bamer drums shall be placed on temporary concrete barrier at the following approximate spacing Concrete Barrier Placement Tangents '/: mile or less Tangents greater tt?n % mile Tapers and Curves Barrier Drum Spacing in Feet 2 times posted speed limit 4 times posted speed limit posted speed limit Note 1 A minimum of 3 barrier drums shall be used. Note 2 A minimum of 5 barrier drums shall be used. Temporary concrete barrier reflectors may be excluded when using barrier drums. Both legs of the barrier drums shall be completely filled with sand. The top oval should not be filled. CITY OF SPOKANE VALLEY e AVENUE OVERLAY PROJECT 14 n �J 1 2 Used barrier drums may be used, provided all barrier drums used on the protect are of essentially 3 the same configuration. 4 5 Barrier drums shall be regularly maintained to ensure that they are clean and that the barrier drum 6 and reflective material are in good condition. If ti'►e Engineer determines that a barrier drum has 7 been damaged beyond usefulness, or provides inadequate reflectivity, a replacement barrier drum 8 shall be furnished, 9 10 When the Engineer determines that the drums are no longer required, they shall be removed from 11 the project and shall remain the property of the Contractor. 12 13 1- 10.3(3)G Traffic Cones 14 Where shown on an approved traffic control plan or where ordered by the Engineer, the 15 Contractor shall provide, install and maintain traffic cones. Cones shall be kept in good repair and 16 shall be removed immediately when directed by the Engineer Where wind or moving traffic 17 frequently displace cones, an effective method of stabilizing cones, such as stacking two together 18 at each location, shall be employed. 19 20 1- 10.3(3)H Tubular Markers 21 Where shown on an approved traffic control plan or where ordered by the Engineer, the 22 Contractor shall provide, install and maintain tubular markers. Tubular markers shall be kept in 23 good repair and shall be removed immediately when directed by the Engineer. Tubular markers 24 are secondary devices and are not to be used as substitutes for cones or other delineation 25 devices without an approved traffic control plan. 26 27 Where the Traffic Control Plan shows pavement- mounted tubular markers, the adhesive used to 28 fasten the base to the pavement shall be suitable for the purpose, as approved by the Engineer. 29 During the removal of pavement - mounted tubular markers, care shall be taken to avoid damage to 30 the existing pavement. Any such damage shall be repaired by the Contractor at no cost to the 31 Contracting Agency. 32 33 1- 10.3(3)1 Warning Lights and Flashers 34 Where shown attached to traffic control devices on an approved traffic control plan or where 35 ordered by the Engineer, the Contractor shall provide and maintain flashing warning lights. Lights 36 attached to advance warning signs shall be Type B. high - intensity. Lights attached to traffic safety 37 drums, barricades or other signs shall be Type C, steady- burning low intensity or, where attention 38 is to be directed to a specific device, Type A, flashing low- intensity units_ 39 40 1- 10.3(3)J Truck - Mounted Attenuator 41 Where shown on an approved traffic control plan or where ordered by the Engineer, the 42 Contractor shall provide, operate and maintain truck- mounted impact attenuators (TMA). These 43 attenuators shall be available, on -site, for the entire duration of their projected use 44 45 The TMA shall be positioned to separate and protect construction wori¢one activities from normal 46 traffic flow. 47 48 During use, the attenuator shall be in the full down - and - locked position. For stationary operations, 49 the truck's parking brake shall be set 50 51 1 -10.4 Measurement 52 CITY OF SPOKANE VALLEY 8'' AVENUE OVERLAY PROJECT 1s 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 25 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 45 46 47 48 49 50 51 1- 10.4(1) Lump Sum Bid for Project (No Unit Items) When the bid proposal contains the item "Project Temporary Traffic Control', there will be no measurement of unit items for work defined by Section 1 -10 except as described in Section 1- 10.4(3). Also, except as described in Section 1- 10.4(3), all of Sections 1- 10.4(2) and 1- 10.5(2) is deleted. No specific unit of measurement will apply to the lump sum item of `Project Temporary Traffic Control.' 1- 10.4(2) Item Bids with Lump Sum for Incidentals When the bid proposal does not contain the item 'Project Temporary Traffic Control', Sections 1- 10.4(1) and 1- 10.5(1) are deleted and the bid proposal will contain some or all of the following items, measured as noted. No specific unit of measurement will apply to the lump sum item of "Traffic Control Supervisor' "Flaggers and Spotters' will be measured by the hour. Hours will be measured for each flagging or spotting station, shown on an approved Traffic Control Plan, when that station is staffed in accordance with Section 1- 10.3(1)1. When a flagging station is staffed on an intermittent basis, no deduction will be made in measured hours provided that the person staffing the station is in a standby mode and is not performing other duties. "Other Traffic Control Labor' will be measured by the hour. With the exception of patrolling and maintaining, hours will be measured for each person engaged in any one of the following activities: • Operating a pilot vehicle during one -way piloted traffic control. • Operating a traffic control vehicle or a chase vehicle during a rolling slowdown operation. • Operating a vehicle or placing /removing traffic control devices during the setup or takedown of a lane closure Performing preliminary work to prepare for placing and removing these devices. • Operating any of the moving traffic control equipment, or adjusting signing during a mobile operation as described in Section 1- 10.3(2)D. • Patrolling and maintaining traffic control measures as described in Section 1- 10.3(2)E. The hours of one person will be measured for each patrol route necessary to accomplish the review frequency required by the provision, regardless of the actual number of persons per route • Placing and removing Class B construction signs. Performing preliminary work to prepare for placing and removing these signs. • Relocation of Portable Changeable Message Signs within the project limits. • Installing and removing Barricades, Traffic Safety Drums, Barrier Drums, Cones, Tubular Markers and Warning Lights and Flashers to carry out approved Traffic Control Plan(s). Performing preliminary work to prepare for installing these devices. CITY OF SPOKANE VALLEY 8" AVENUE OVERLAY PROJECT is 1 Time spent on activities other than those listed will not be measured under this item. 2 3 `Construction Signs, Class A' will be measured by the square foot of panel area for each sign 4 designated on an approved Traffic Control Plan as Class A or for each construction sign installed 5 as ordered by the Engineer and designated as Class A at the time of the order Class A signs may 6 be used in more than one location and will be measured for each new installation. Class B 7 construction signs will not be measured. Sign posts or supports will not be measured. 8 9 'Sequential Arrow Sign' will be measured by the hour for the time that each sign is operabng as 10 shown on an approved Traffic Control Plan or as directed by the Engineer. 11 12 'Portable Changeable Message Sign' will be measured per each one time only for each portable 13 changeable message sign used on the project. The final pay quantity shall be the maximum 14 number of such signs in place at any one time as approved by the Engineer. 15 16 'Operation of Portable Changeable Message Sign' will be measured by the hour for each hour of 17 operation. The hours of operation will be determined by the Engineer. Hours of operation in 18 excess of those determined by the Engineer will be at the Contractor's expense 19 20 'Truck Mounted Impact Attenuator' will be measured per each one time only for each truck with 21 mounted impact attenuator used on the project. The final pay quantity shall be the maximum 22 number of truck - mounted impact attenuators in place at any one time. 23 24 'Operation of Truck Mounted Impact Attenuator' will be measured by the hour for each truck 25 mounted attenuator manned and operated. Manned and operated shall be when the truck - 26 mounted impact attenuator has an operator and is required to move, in operating position, with 27 the construction operation or when moving the TMA from one position to another on the project. 28 29 No specific unit of measurement will apply to the force account item of 'Repair Truck- Mounted 30 Impact Attenuator. 31 32 No specific unit of measurement will apply to the lump sum item of `Other Temporary Traffic 33 Control'. 34 35 1- 10.4(3) Reinstating Unit Items with Lump Sum Traffic Control 36 The contract provisions may establish the project as lump sum, in accordance with Section 1- 37 10.4(1) and also include one or more of the items included above in Section 1- 10.4(2). When that 38 occurs, the corresponding measurement provision in Section 1- 10.4(2) is not deleted and the 39 work under that item will be measured as specified_ 40 41 1- 10.4(4) Owner- Provided Resources 42 The contract provisions may call for specific items of labor, materials or equipment, noted in 43 Section 1 -10 as the responsibility of the Contractor, to be supplied by the Contracting Agency, 44 When this occurs, there will be no adjustment in measurement of unit quantities. 45 46 1 -10.5 Payment 47 48 1- 10.5(1) Lump Sum Bid for Project (No Unit Items) 49 'Project Temporary Traffic Control', lump sum. 50 The lump sum contract payment shall be full compensation for all costs incurred by the Contractor 51 in performing the contract work defined in Section 1 -10, except for costs compensated by bid 52 proposal items inserted through contract provisions as described in Section 1- 10.4(3). CITY OF SPOKANE VALLEY B1° AVENUE OVERLAY PROJECT 17 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 1- 10.6(2) Item Bids wftfi Lump Sum for Incidentals `Traffic Control Supervisor', lump sum. The lump sum contract payment shall be full compensation for all costs incurred by the Contractor in performing the contract work defined in Section 1- 10.2(1)B. `Flaggers and Spotters', per hour. The unit contract price, when applied to the number of units measured for this item in accordance with Section 1- 10.4(2), shall be full compensation for all casts incurred by the Contractor in performing the contract work defined in Section 1- 10.3(1)A 'Other Traffic Control Labor', per hour The unit contract price, when applied to the number of units measured for this item in accordance with Section 1- 10.4(2), shall be full compensation for all labor costs Incurred by the Contractor in performing the contract work specifically mentioned for this item in Section 1- 10.4(2). 'Construction Signs Class A', per square foot. The unit contract price, when applied to the number of units measured for this item in accordance with Section 1- 10.4(2), shall be full compensation for all costs of labor, materials and equipment incurred by the Contractor in performing the contract work described in Section 1- 10.3(3)A. In the event that 'Do Not Pass' and 'Pass With Care' signs must be left in place, a change order, as described in Section 1-04.4, will be required 'Sequential Arrow Sign', per hour. The unit contract price, when applied to the number of units measured for this item in accordance with Section 1- 10.4(2), shall be full compensation for all costs of labor, materials and equipment incurred by the Contractor in performing the contract work described in Section 1- 10.3(3)8. 'Portable Changeable Message Sign', per each. The unit contract price, when applied to the number of units measured for this item in accordance with Section 1- 10.4(2), shall be full compensation for all costs of labor, materials and equipment incurred by the Contractor in procuring all portable changeable message signs required for the project and for transporting these signs to and from the project. 'Operation of Portable Changeable Message Sign', per hour The unit contract price, when applied to the number of units measured for this item in accordance with Section 1- 10.4(2), shall be full compensation for all costs of labor, materials and equipment incurred by the Contractor in performing the contract work described in Section 1- 10.3(3)C except for costs compensated separately under the items 'Other Traffic Control Labor' and "Portable Changeable Message Sign" 'Truck Mounted Impact Attenuator, per each_ The unit contract price, when applied to the number of units measured for this item in accordance with Section 1- 10.4(2), shall be full compensation for all costs of labor, materials and equipment incurred by the Contractor in performing the contract work described in Section 1- 10.3(3)J except for costs compensated separately under the items 'Operation of Truck- Mounted Impact Attenuator' and "Repair Truck- Mounted Impact Attenuator'. "Operation of Truck Mounted Impact Attenuator", per hour. The unit contract price, when applied to the number of units measured for this item in accordance with Section 1- 10.4(2), shall be full compensation for all costs of labor, materials and equipment incurred by the Contractor in operating truck- mounted impact attenuators on the project. CITY OF SPOKANE VALLEY 8° AVENUE OVERLAY PROJECT 18 1 2 "Repair Truck- Mounted Impact Attenuator", by force account 3 All costs of repairing or replacing truck - mounted impact attenuators that are damaged by the 4 motoring public while in use as shown on an approved Traffic Control Plan will be paid for by force 5 account as specified in Section 1 -09.6. To provide a common proposal for all bidders, the 6 Contracting Agency has estimated the amount of force account for "Repair Truck - Mounted Impact 7 Attenuator" and has entered the amount in the Proposal to become a part of the total bid by the 8 Contractor. Truck- mounted attenuators damaged due to the Contractor's operation or damaged in 9 any manner when not in use shall be repaired or replaced by the Contractor at no expense to the 10 Contracting Agency 11 12 `Other Temporary Traffic Control ", lump sum. 13 The lump sum contract payment shall be full compensation for all costs incurred by the Contractor 14 in performing the contract work defined in Section 1 -10. and which costs are not compensated by 15 one of the above - listed items. 16 17 1- 10.5(3) Reinstating Unit Items with Lump Sum Traffic Control 18 The contract provisions may establish the project as lump sum, in accordance with Section 1- 19 10.4(1) and also reinstate the measurement of one or more of the items described in Section 1- 20 10.4(2). When that occurs, the corresponding payment provision in Section 1- 10.5(2) is not 21 deleted and the work under that item will be paid as specified. 22 23 SECTION 1.99, APWA SUPPLEMENT 24 April 4, 2005 25 Section 1-04.2 (APWA Only) page 1 -125 26 The second paragraph is revised to read. 27 28 Any inconsistency in the parts of the contract shall be resolved by following this order of 29 precedence (e.g., 1 presiding over 2, 2 over 3. 3 over 4, and so forth). 30 31 1. Addenda, 32 2. Proposal Form, 33 3. Special Provisions, 34 4. Contract Plans, 35 5. Amendments to Division 1 -99 APWA Supplement 36 6. Division 1 -99 APWA Supplement 37 7 Amendments to the WSDOT /APWA Standard Specifications, 38 8 WSDOTIAPWA Standard Specifications for Road. Bridge and Municipal 39 Construction 40 9. Contracting Agency's Standard Plans (if any) 41 10. WSDOT /APWA Standard Plans for Road, Bridge and Municipal Construction 42 43 Section 1 -07.18.4 (APWA Only) Page 1 -134 and 1 -135 44 This section is revised to read: 45 46 When the Contractor delivers the executed contract for the work to the Contracting Agency it shall 47 be accompanied by a Certificate(s) of Insurance and endorsements for each policy of insurance 48 meeting the requirements set forth above The certificate must conform to the following 49 requirements 50 CITY OF SPOKANE VALLEY e AVENUE OVERLAY PROJECT 19 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 An ACORD certificate Form 25-S, showing the insuring company, policy effective dates, limits of liability and the Schedule of Forms and Endorsements. A copy of the endorsement naming Contracting Agency and any other entities required by the Contract Provisions as Additional Insured(s), and stating that coverage is primary and noncontributory, showing the policy number, and signed by an authorized representative of the insurance company on Form CG2010 (ISO) or equivalent. The certificate(s) shall not contain the following or similar wording regarding cancellation notification to the Contracting Agency: 'Failure to mail such notice shall impose no obligation or liability of any kind upon the company.' Section 1 -10 Temporary Traffic Control (APWA Only) page 141 This section is revised to read 1- 10.1(2) Description (APWA only) The third paragraph is revised to read: The Contractor shall provide flaggers, signs, and other traffic control devices not otherwise specified as being fumished by the Contracting Agency. The Contractor shall erect and maintain all construction signs, waming signs, detour signs, and other traffic control devices necessary to wam and protect the public at all times from injury or damage as a result of the Contractor's operations which may occur on highways, roads, streets sidewalks, or paths. No work shall be done on or adjacent to any traveled way until all necessary signs and traffic control devices are in plane SECTION 2 -02, REMOVAL OF STRUCTURES AND OBSTRUCTIONS April 5, 2004 2 -02.3(3) Removal of Pavement, Sidewalks, and Curbs The section title is revised to read: 2 -02.3(3) Removal of Pavement, Sidewalks, Curbs, and Gutters The first sentence is revised to read: In removing pavement. sidewalks, curbs. and gutters, the Contractor shall Item 3 is revised to read: 3. Make a vertical saw cut between any existing pavement, sidewalk, curb, or gutter that is to remain and the portion to be removed. 2 -02.5 Payment The second paragraph is revised to read If pavements, sidewalks, curbs, or gutters lie within an excavation area. their removal will be paid for as part of the quantity removed in excavation. CITY OF SPOKANE VALLEY C AVENUE OVERLAY PROJECT 20 II 1 SECTION 2 -03, ROADWAY EXCAVATION AND EMBANKMENT 2 January 5, 2004 3 2 -03.3(14)D Compaction and Moisture Control Tests 4 This section is revised to read: 5 6 Maximum density and optimum moisture content shall be determined by one of the following 7 methods: 8 9 1. materials with less than 30 percent by weight retained on the U.S. No. 4 sieve shall be 10 determined using FOP for AASHTO T 99 Method A. 11 12 2 materials with 30 percent or more by weight retained on the U.S. No. 4 sieve and less 13 than 30 percent retained on the 314 inch sieve shall be determined by WSDOT Test 14 Method No. 606 or FOP for AASHTO T 180 Method D. The determination of which test 15 procedure to use will be made solely by the Contracting Agency. 16 17 3. materials with 30 percent or more retained on the 314 inch sieve shall be determined by 18 WSDOT Test Method No. 606, 19 20 In place density will be determined using Test Methods WSDOT FOP for AASHTO T 310 and 21 WSDOT SOP for T 615. 22 23 SECTION 2 -09, STRUCTURE EXCAVATION 24 April 5, 2004 25 2 -09.4 Measurement 26 In the third paragraph, the width for pipes 18 inches and over is revised to (1.5 x I.D.) + 18 inches. 27 28 SECTION 2.10, DITCH EXCAVATION 29 April 5, 2004 30 2 -10.1 Description 31 The second paragraph is supplemented with the following 32 33 Ditches 8 or more feet wide at the bottom shall be constructed in accordance with the 34 requirements of Section 2- 03.3(14)M. 35 36 SECTION 4-04, BALLAST AND CRUSHED SURFACING 37 January 5, 2004 38 4- 04.3(5) Shaping and Compaction 39 In the first paragraph, the first sentence is revised to read. 40 41 Immediately following spreading and final shaping, each layer of surfacing shall be compacted to 42 at least 95 percent of the standard density determined by the requirements of Section 2- 03.3(14)D 43 before the next succeeding layer of surfacing or pavement is placed. 44 CM OF SPOKANE VALLEY e AVENUE OVERLAY PROJECT 21 K 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 SECTION 5 -01, CEMENT CONCRETE PAVEMENT REHABILITATION August 2, 2004 5 -01.3(6) Dowel Bar Retrofit The sixth paragraph is revised to read All slot surfaces shall be cleaned to bare concrete by sand blasting or pressure washing. The cleaning shall remove all slurry, parting compound, and other foreign materials prior to installation of the dowel. If a pressure washer is used to clean the slots the pressure at the nozzle shall not exceed 4000 psi. Any damage to the concrete shall be repaired by the Contractor at no cost to the Contracting Agency. All washwater shall be cleaned from the slots prior to placement of any slot patching material. Traffic shall not be allowed on slots where concrete has been removed. 5 -01.5 Payment The paragraph following " "Sealing Transverse and Longitudinal Joints ", per linear foot" is revised to read: The unit contract price per linear foot for "Sealing Transverse and Longitudinal Joints', shall be full payment for all costs to complete the work as specified, including removing incompressible material, preparing and sealing existing transverse and longitudinal joints where existing transverse and longitudinal joints are cleaned and for all incidentals required to complete the work as specified. SECTION 5 -04, HOT MIX ASPHALT April 4, 2005 5 -04.3(7)A Mix Design The first paragraph 1. General ", is revised to read: General. Prior to the production of HMA, the Contractor shall determine a design aggregate structure and asphalt binder content in accordance with WSDOT Standard Operating Procedure 732. Once the design aggregate structure and asphalt binder content have been determined, the Contractor shall provide test data demonstrating that the design meets the requirements of Sections 9- 03.8(2) and 9 -03.8(6) on WSDOT HMA Mix Design Submittal form 350 -042 In no case shall the paving begin before the determination of anti -strip requirements has been made. 5- 04.3(8)A Acceptance Sampling and Testing - HMA Mixture In Item 2 (Aggregates) the second sentence is revised to read. The acceptance criteria for aggregate properties of sand equivalent. fine aggregate angularity and fracture will be their conformance to the requirements of Section 9-03.8(2). In Item 3, C. (Test Results), the second and third paragraphs are revised to read- Sublot sample test results (gradation and asphalt binder content) may be challenged by the Contractor. For HMA mixture accepted by statistical evaluation with a mix design that did not meet the verification tolerances, the test results in the test section including the percent air voids (Va) may be challenged_ To challenge test results, the Contractor shall submit a written challenge within five working days after receipt of the specific test results. A split of the original acceptance sample will be sent for testing to either the Region Materials Lab or the State Materials Lab as determined by the Project Engineer The split of the sample with challenged results will not be CITY OF SPOKANE VALLEY B" AVENUE OVERLAY PROJECT 22 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 tested with the same equipment or by the same tester that ran the original acceptance test The challenge sample will be tested for a complete gradation analysis and for asphalt binder content. The results of the challenge sample will be compared to the original results of the acceptance sample test and evaluated according to the following criteria Deviation U.S. No. 4 sieve and larger U.S No. 8 sieve U.S No. 200 sieve Asphalt binder % Va % Item 3, D. (Test Methods) is revised to read Percent passing t4.0 Percent passing t2.0 Percent passing t0.4 Percent binder content t0 3 Percent Va t0.7 D. Test Methods Testing of HMA for compliance of volumetric properties (VIVA. VFA and Va) will be by WSDOT Standard Operating Procedure SOP 731. Testing for compliance of asphalt binder content will be by WSDOT FOP for AASHTO T 308. Testing for compliance of gradation will be by WAQTC FOP for AASHTO T 27/T 11 _ In item 3,E (Test Section - HMA Mixture) the first sentence in the third paragraph is revised to read. For a test section to be acceptable, with or without a verified mix design, the pay factor (PFi) for each of gradation, asphalt binder, VMA, VFA and Va shall be 0.95 or greater, and the remaining test requirements in Section 9 -03.8(2) (dust/asphalt ratio, sand equivalent, fine aggregate angularity and fracture) shall conform to the requirements of that Section. 5- 04.3(13) Surface Smoothness In the first paragraph, the second sentence is revised to read: The completed surface of the wearing course shall not vary more than 118 Inch from the lower edge of a 10 -foot straightedge placed on the surface parallel to the centerline. 5-04.4 Measurement The first sentence is revised to read- HMA CL _ PG HMA for _ CL. _ PG . and Commercial HMA will be measured by the ton in accordance with Section 1 -09.2, with no deduction being made for the weight of asphalt binder, blending sand, mineral filler, or any other component of the mixture. SECTION 6 -02, CONCRETE STRUCTURES April 4, 2005 6-02.2 Materials This section is supplemented with the following: Microsilica Fume 9 -23.11 6 -02.3(2) Proportioning Materials This section is revised to reed CITY OF SPOKANE VALLEY 8"' AVENUE OVERLAY PROJECT 23 1 The total water soluble Chloride ion (Ci -) content of the mixed concrete shall not exceed 0 06 2 percent by weight of cementibous material for prestressed concrete nor 0.10 percent by weight of 3 cementitious material for reinforced concrete. An initial evaluation may be obtained by testing 4 individual concrete ingredients for total chloride ion content per AASHTO T 260 and totaling these 5 to determine the total water soluble Chloride ion (Ct-) or the total water soluble Chloride ion (Ci -) 6 in accordance with ASTM C 1218 7 8 Unless otherwise specified, the Contractor shall use Type I or II Portland cement in all concrete as 9 defined in Section 9-01.2(1). 10 11 The use of fly ash is required for Class 4000D and 4000P concrete. The use of fly ash and 12 ground granulated blast furnace slag is optional for all other classes of concrete_ 13 14 Fly ash, if used, shall not exceed 35 percent by weight of the total cementitious material and shall 15 conform to Section 9 -23.9. Ground granulated blast furnace slag, if used, shall not exceed 25 16 percent by weight of the total cementitious material and shall conform to Section 9- 23.10. When 17 both ground granulated blast furnace slag and fly ash are included in the concrete mix, the total 18 weight of both these materials is limited to 35 percent by weight of the total cementitious material. 19 20 The water /cement ratio shall be calculated on the total weight of cementitious material. The 21 following are considered cementitious materials: Portland cement. fly ash, ground granulated 22 blast furnace slag and microsilica. 23 24 As an alternative to the use of fly ash, ground granulated blast furnace slag and cement as 25 separate components, a blended hydraulic cement that meets the requirements of Section 9- 26 01.2(4) Blended Hydraulic Cements may be used 27 28 6 -02.3(2)A Contractor Mix Design 29 The seventh paragraph is revised to read. 30 31 A high -range water reducer (superplasticizer) may be used in all mix designs Microsilica fume 32 may be used in all mix designs. The use of a high -range water reducer or microsilica fume shall 33 be submitted as a part of the Contractor's concrete mix design. 34 35 6 -02.3(4) Ready -Mix Concrete 36 This section is revised to read. 37 38 All concrete, except commercial concrete and lean concrete shall be batched in a prequalified 39 manual, semi - automatic, or automatic plant as described in Section 6-02.3(4)A_ The Engineer is 40 not responsible for any delays to the Contractor due to problems in getting the plant certified. 41 42 6 -02.3(4)A Qualification of Concrete Suppliers 43 The first paragraph is revised to read: 44 45 Prequalification may be obtained through an inspection conducted by the Plant Manager, defined 46 as the person directly responsible for the daily plant operation, using the NRMCA or WSDOT 47 checklist, through certification by NRMCA, or by an independent evaluation Fertified by a 48 professional engineer using NRMCA or Contracting Agency guidelines. Information concerning 49 NRMCA certification may be obtained from the National Ready Mix Concrete Association at 900 50 Spring Street, Silver Springs, MD 20910. The Contracting Agency and the NRMCA certification 51 have similar requirements for plant and delivery equipment. Whereas Plant Manager certification CiTY OF SPOKANE VALLEY 80 AVENUE OVERLAY PROJECT 24 1, 0' 1 shall be done prior to the start of a project and every six months throughout the life of the project, 2 the NRMCA certification shall be good for a two year period. 3 4 If prequalification is done by the Plant Manager the following shall be performed: 5 6 1. The checklist cover page shall be signed by the Plant Manager and notarized. 7 8 2. The signed and notarized cover page shall be submitted to the Project Engineer with the 9 concrete mix design (WSDOT Form 350 -040), water meter verification, truck list, and 10 admixture dispensing certification. 11 12 3. The checklists shall be maintained by the Plant Manager and are subject to review at 13 any time by the Contracting Agency. 14 15 4. The water meter shall be verified every six months. 16 17 In the first sentence of the eighth paragraph, "Engineer" is revised to "Plant Manager" 18 19 6 -02.3(5)A General 20 In the fourth paragraph, item 2 is revised to read. 21 22 2. An individual strength test averaged with the two preceding individual strength tests meets or 23 exceeds specified strength (for the same class and exact mix I.D. of concrete on the same 24 contract). 25 26 6 -02.3(5)C Conformance to Mix Design 27 This section is revised to read: 28 29 Cement, coarse and fine aggregate weights shall be within the following tolerances of the mix 30 design: 31 32 Batch Volumes less than or equal to 4 Cubic yards 33 Cement +5% -1 °% 34 Aggregate +10°x6 -2°% 35 36 Batch Volumes more than 4 cubic yards 37 Cement +5°% -1 °% 38 Aggregate +2% -2°% 39 40 If the total cementibous material weight is made up of different components, these component 41 weights shall be within the following tolerances. 42 43 1. Portland cement weight plus 5°% or minus 1 percent of that specified in the mix 44 design. 45 2. Fly ash weight plus or minus 5 percent of that specified in the mix design. 46 3. Microsilica weight plus or minus 10 percent of that specified in the mix design. 47 48 Water shall not exceed the maximum water specified in the mix design 49 50 6 -02.3(6)A Weather and Temperature Limits to Protect Concrete 51 The section "Cold Weather Protection" is revised to read CITY OF SPOKANE VALLEY 8' AVENUE OVERLAY PROJECT 25 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 The Contractor is solely responsible for protecting concrete from inclement weather during the entire curing period. The Contractor shall provide a written procedure for cold weather concreting to the Engineer for review and approval. The procedure shall detail how the Contractor will prevent the concrete temperature from falling below 50° F. Extra protection shall be provided for areas especially vulnerable to freezing (such as exposed top surfaces, comers and edges, thin sections, and concrete placed into steel forms). Permission given by the Engineer to place concrete during cold weather will in no way ensure acceptance of the work by the Contracting Agency. Should the concrete placed under such conditions prove unsatisfactory in any way, the Engineer shall still have the right to reject the work although the plan and the work were carried out with the Engineer's permission If weather forecasts predict air temperatures below 35° F during the seven days just after the concrete placement, the Contractor may place the concrete only if his approved cold weather concreting plan is implemented. The Contractor shall provide and maintain a maturity meter in the concrete at a location specified by the Engineer for each concrete placement. During curing, data from the maturity meter shall be readily available to the Engineer. The Contractor shall record and provide time and temperature data on hourty intervals The Contractor shall not mix nor place concrete while the air temperature is below 35° F, unless the water or aggregates (or both) are heated to at least 70° F. The aggregate shall not exceed 150° F. If the water is heated to more than 150° F. it shall be mixed with the aggregates before the cement is added. Any equipment and methods shall heat the materials evenly Concrete placed in shafts and piles is exempt from such preheating requirements. The Contractor may warm stockpiled aggregates with dry heat or steam, but not by applying flame directly or under sheet metal. If the aggregates are in bins, steam or water coils or other heating methods may be used if aggregate quality is not affected. Live steam heating is not permitted on or through aggregates in bins. If using dry heat, the Contractor shall increase mixing time enough to permit the super -dry aggregates to absorb moisture. Any concrete placed in air temperatures below 35° F shall be immediately protected. In addition to the monitoring of the concrete temperature with a maturity meter the Contractor shall provide recording thermometers or other approved devices to monitor the surface temperature of the concrete. The concrete surface temperature shall be maintained at or above 50° F and the relative humidity shall be maintained above 80 percent. These conditions shall be maintained for a minimum of seven days or for the cure period required by Section 5-02 3(11), whichever is longer. If artificial heat is used to maintain the temperature inside an enclosure, moisture shall be added to the enclosure to maintain the humidity as stated above The Contractor shall stop adding moisture 24 hours before removing the heat. If at any period during curing the concrete temperature falls below 50° F on the maturity meter or recording thermometer, no curing time is awarded for that day and the required curing time will be extended day for day where the temperature fails below 50° F Should the Contractor fail to adequately protect the concrete and the temperature of the concrete falls below 35° F during curing, the Engineer may reject it 6 -02.3(11) Curing Concrete In the first paragraph, item 3 is supplemented with the following: MY OF SPOKANE VALLEY B'" AVENUE OVERLAY PROJECT 26 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 When continuous moisture or wet curing is required, the Contractor shall keep the concrete surfaces wet with water during curing. In the second paragraph, the first sentence is revised to read The Contractor may provide continuous moisture by watering a covering of heavy quilted blankets, by keeping concrete surfaces wet with water continuously and covering with a white reflective type sheeting, or by wetting the outside surfaces of wood forms 6 -02.3(17)K Concrete Forms on Steel Spans The following new paragraph is inserted between the second and third paragraphs The compression member or bottom connection of cantilever formwork support brackets shall bear either within six inches maximum vertically of the bottom flange or within six inches maximum horizontally of a vertical web stiffener. The Contractor shall also fumish and install temporary struts and ties to prevent rotation of the steel girder. Partial depth cantilever formwork support brackets that do not conform to the above requirements shall not be used, unless the Contractor submits details showing the additional formwork struts and ties used to brace the steel girder against web distortion caused by the partial depth bracket, and receives the Engineer's approval of the submittal. 6 -02.3(17)0 Early Concrete Test Cylinder Breaks The third sentence in the first paragraph is revised to read. The Contractor shall retain a testing laboratory to perform this work. The first paragraph is supplemented with the following. Testing laboratories' equipment shall be calibrated within one year poor to testing and testers must be ACI certified. The first sentence in the fifth paragraph is revised to read: The Contractor shall furnish the Engineer with all test results. proof of equipment calibration, and tester's certification. The sixth paragraph is deleted 6 -02.3(19)A Elastomeric Bearing Pads This section including title is revised to read. 6 -02.3(19)A Vacant 6 -02.3(19)B Bridge Bearing Assemblies Item 4 is deleted 6 -02.3(20) Grout for Anchor Bolts and Bridge Bearings The eighth paragraph is supplemented with the following The grout pad may be loaded when a minimum of 4000 psi compressive strength is attained. CITY OF SPOKANE VALLEY e AVENUE OVERLAY PROJECT 27 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 6 -02.3(21) Drainage of Box Girder Cells This section is supplemented with the following. All drainage holes shall be screened in accordance with the Plan details 6 -02.3(22) Drainage of Substructure The second sentence in the first paragraph is supplemented with the following: Weep holes shall be covered with geotextile meeting the requirements of Section 9 -33.2, Table 2 Class C before backfilling. Geotextile screening shall be bonded to the concrete with an approved adhesive. 6 -02.3(24)C Placing and Fastening The fifteenth paragraph beginning with "Reinforcing steel bars shall not vary.." is supplemented with the following: Drilled Shafts top of rebar cage elevation +6 in. / -3 in. 6 -02.3(24)E Welding Reinforcing Steel The ninth paragraph is revised to read. The minimum preheat and interpass temperature for welding Grade 60 reinforcing bars shall be in accordance with AWS D1.4 Table 5.2 and mill certificabon of carbon equivalence, per lot of reinforcing_ Preheating shall be applied to the reinforcing bars and other splice members within 6 inches of the weld, unless limited by the available lengths of the bars or splice member. The twelfth paragraph is revised to read: Under supervision of the State Materials and Fabrication Inspector, the welder shall weld three test joints of the largest size reinforcing bar to be weld spliced, per type of joint shown in the Plans. Two of the test welds shall be test loaded to no less than 125 percent of the minimum speed yield strength of the bar. The remaining test weld shall be mechanically cut perpendicular to the direction of the welding and macroetched. The macroetch specimen for Flare V groove welds will be inspected for the weld size and effective throat as shown in the Plans. Indirect but', splices shall be cut mechanically at two locations to provide a transverse cross - section of each of the bars spliced in the test assembly. The sections shall show the full cross - section of the weldment, the root of the weld, and any reinforcement. The etched cross- section shall have complete penetration and complete fusion with the base metal and between successive passes in the weld. Groove welds of direct butt splices and flare -groove welds shall not have reinforcement exceeding 1/8 inch in height measured from the main body of the bar and shall have a gradual transition to the base metal surface_ No cracks will be allowed in either the weld metal or heat - affected zone. All craters shall be filled to the full cross - section of the weld. Weld metal shall be free from overlay. Undercutting deeper than 1132 inch will not be allowed except at points where welds Intersect the raised pattern of deformations where undercutting less than 1/16 inch deep will be acceptable. The sum of diameters of piping porosity in groove welds shall not exceed 118 inch in any linear inch of weld or exceed 9/16 inch in any 6 -inch length of weld Corrections to welds with shielded metal arc, gas metal arc, or flux -cored arc welding processes shall be made in accordance with Engineer's approval. 6 -02.3(25) Prestressed Concrete Girders The fourth paragraph is replaced with the following: CITY OF SPOKANE VALLEY r AVENUE OVERLAY PROJECT 28 I The various types of girders are: 2 3 Prestressed Concrete Girder — Refers to prestressed concrete girders of all types, including 4 prestressed concrete I girders, prestressed concrete wide flange I girders, bulb tee girders, 5 deck bulb tee girders, thin flange deck bulb tee girders, precast prestressed concrete 6 members, spliced prestressed concrete girders, and prestressed concrete tub girders 7 8 Prestressed Concrete I Girder — Refers to a prestressed concrete girder with a flanged I 9 shaped cross section, requiring a cast -in -place concrete deck to support traffic loads. 10 WSDOT standard girders in this category include Series W42Gt W50G, W58G, and W74G. 11 12 Prestressed Concrete Wide Flange I Girder — Refers to a prestressed concrete girder with 13 an I shaped cross section with wide top and bottom flanges, requiring a cast -in -place 14 concrete deck to support traffic loads. WSDOT standard girders in this category include 15 Series WF42G, WF50G� WF58G, WF74G, W83G, and W95G 16 17 Bulb Tee Girder — Refers to a prestressed concrete girder, with a wide top flange requiring a 18 cast -in -place concrete deck to support traffic loads. WSDOT standard girders in this category 19 include Series W32BTG, W38BTa W50BTG, and W62BTG 20 21 Deck Bulb Tee Girder — Refers to a bulb tee girder with a top flange designed to support 22 traffic loads, and designed to be mechanically connected at the flange edges to adjacent 23 girders at the job site. Except where specific requirements are otherwise specified for these 24 girders, deck bulb tee girders shall conform to all requirements specked for bulb tee girders 25 WSDOT standard girders in this category include Series W35Da W41 DG, W53DG, and 26 W65CG 27 28 Thin Flange Deck Bulb Tee Girder — Refers to a bulb tee girder with a top flange width 29 equal to the girder spacing and requiring a cast -in -place concrete deck to support traffic 30 loads. Except where specific requirements are otherwise specified for these girders, thin 31 flange deck bulb tee girders shall conform to all requirements specified for bulb tee girders. 32 WSDOT standard girders in this category include Series W32TFG W38TFG W50TFG, 33 W62TFa and W74TFG. 34 35 Precast Prestressed Member (PCPS Member) — Refers to a precast prestressed slab, 36 precast prestressed ribbed section, or a deck double tee girder PCPS members are 37 designed to be mechanically connected at the flange or member edges to adjacent PCPS 38 members at the job site Except where specific requirements are otherwise specified for 39 these girders, PCPS members shall conform to all requirements specified for deck bulb tee 40 girders. 41 42 Double Tee Girder — Refers to a hybrid PCPS member that is similar to a deck double tee 43 girder, except that the top surface is a thin top flange requiring a cast -in -place concrete deck 44 to support traffic loads_ Double tee girders shall conform to all requirements specified for 45 bulb tee girders and PCPS members. 46 47 Spliced Prestressed Concrete Girder — Refers to prestressed concrete girders initially 48 fabricated in segments to be longitudinally spliced together with cast -in -place concrete 49 closures at the job site Except where specific requirements are otherwise specified for these 50 girders, spliced prestressed concrete girders shall conform to all requirements specified for 51 prestressed concrete girders. Anchorages shall conform to Sections 6-02 3(26)B, 6- 52 02.3(26)C, and 6- 02.3(26)D. Ducts shall conform to the Section 6 -02 3(26)E requirements CITY OF SPOKANE VALLEY go AVENUE OV'r.RLAY PROJECT 29 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 for internal embedded installation, and shall be round, unless the Engineer approves use of elliptical shaped ducts. Dud -wedge plate transitions shall conform to Section 6-02.3(26)E. Prestressing reinforcement shall conform to Section 6-02.3(26)F. WSDOT standard girders in this category include Series WF74PTG, W83PTG, and W95PTG Prestressed Concrete Tub Girder — Refers to prestressed concrete trapezoidal box or bathtub girders including those fabricated in segments to be spliced together with cast -in- place concrete closures at the job site. Except where specific requirements are otherwise specified for these girders, prestressed concrete tub girders shall conform to all requirements specified for prestressed concrete girders and spliced prestressed concrete girders. WSDOT standard girders in this category include Series U"G• or Series OF "G', where U specifies webs without flanges, OF specifies webs with flanges, " specifies the girder height in inches, and ' specifies the bottom flange width in feet. 6 -02.3(25)A Shop Plans The second, third and fourth paragraphs are revised to read: Shop plans shall show the size and location of all cast -in holes for installation of deck formwork hangers and/or temporary bracing Holes for formwork hangers shall match approved deck formwork plans designed in accordance with Section 6- 02.3(16). There shall be no field - drilled holes in prestressed concrete girders. Post - tensioning ducts in spliced prestressed concrete girders shall be located so their center of gravity is in accordance with the Plans. The Contractor shall have the option to furnish Series W74G prestressed concrete girders with minor dimensional differences from those shown in the Plans. The 2 518 -inch top flange taper may be reduced to 1 518 inches and the bottom flange width may be increased to 2 feet 2 inches. Other dimensions of the girder shall be adjusted as necessary to accommodate the above mentioned changes Reinforcing steel shall be adjusted as necessary The overall height and top flange width shall remain unchanged. If the Contractor elects to provide a prestressed concrete girder with an increased web thickness, shop plans along with supporting design calculations shall be submitted to the Engineer for approval prior to girder fabncation. The girder shall be designed for at least the same load carrying capacity as the girder shown in the Plans. The load carrying capacity of the mild steel reinforcement shall be the same as that shown in the Plans. The sixth paragraph is revised to read: The Contractor shall provide five copies of the shop plans to the Engineer for approval, except as otherwise noted Shop drawings for spliced prestressed concrete girders shall conform to Section 6-02.3(26)A, and seven copies of the shop drawings shall be submitted to the Engineer for approval. The shop drawings for spliced prestressed concrete girders shall include all details related to the post- tensioning operations in the field, including details of hardware required, tendon geometry, blockout details, and details of additional or modified steel reinforcing bars required in cast -in -place closures. Approval of shop plans means only that the Engineer accepts the methods and materials. Approval does not imply correct dimensions. 6 -02.3(25)B Casting The first paragraph is revised to read- Before casting girders, the Contractor shall have possession of an approved set of shop drawings Side forms shall be steel except that cast -in -place concrete closure forms for spliced prestressed CITY OF SPOKANE VALLEY B" AVENUE OVERLAY PROJECT 1 concrete girders, interior forms of prestressed concrete tub girders, and end bulkhead forms of 2 prestressed concrete girders may be plywood. Interior voids for precast prestressed slabs with 3 voids shall be formed by either wax soaked cardboard or expanded polystyrene forms. The 4 interior void forms shall be secured in the position as shown in the Plans and shall remain in 5 place. 6 7 The fourth paragraph is revised to read: 8 9 Air- entrainment is not required in the concrete placed into prestressed precast concrete girders, 10 including cast -in -place concrete closures for spliced prestressed concrete girders, unless 11 otherwise noted. The Contractor shall use air - entrained concrete in the top two inches, minimum, 12 of the roadway deck flange of deck bulb -tee girders, deck double tee girders, and precast 13 prestressed ribbed sections. All concrete for precast prestressed slabs shall be air entrained, 14 except for slabs where the Engineer approves use of air -entrained concrete in the top two inches, 15 only. Maximum and minimum air content shall be as specified in Section 6-02.3(2. 16 17 The sixth paragraph is revised to read: 18 19 The Contractor may form circular block -outs in the girder top flanges to receive falsework hanger 20 rods_ These block -outs shall: 21 22 1. Not exceed 1 inch in diameter, 23 24 2 Be spaced no more than 72 inches apart longitudinally on the girder, 25 26 3 Be located 3 inches or more from the outside edge of the top flange on Series W42G, 27 W50Q and W58G girders, 6 inches or more for Series W74G girders, and 7 inches or 28 more for Series WF42Q WF50CA WF58Q WF74Q WF74PTG, W83Q W83PTG, W95G, 29 W95PTG, W32BTQ W38BTG, W506TG, W62BTG girders and other bulb tee girders. 30 31 6- 02.3(25)C Prestressing 32 The sixth paragraph is revised to read-. 33 34 Post - tensioning of spliced prestressed concrete girders shall conform to Section 6-02.3(26)0 and 35 the following requirements: 36 37 1. Before tensioning, the Contractor shall remove all side forms from the cast -in -place 38 concrete closures From this point until 48 hours after grouting the tendons, the 39 Contractor shall keep all construction and other live loads off the superstructure and shall 40 keep the falsework supporting the superstructure in place. 41 42 2 Once the post- tensioning steel is installed, no welds or welding grounds shall be 43 attached to metal forms, structural steel, or steel reinforcing bars of the structural 44 member, 45 46 3. The Contractor shall not tension the post - tensioning reinforcement until the concrete in 47 the cast -in -place closures reaches the minimum compressive strength specified in the 48 Plans (or 5,000 psi if the concrete strength is not specified in the Plans). This strength 49 shall be measured with concrete cylinders made of the same concrete and cured under 50 the same conditions as the cast -in -place closures. 51 CITY OF SPOKANE VALLEY 8' AVENUE OVERLAY PROJECT 31 1 4 All post - tensioning shall be completed before placing the sidewalks and barriers on the 2 superstructure. 3 4 6 -02.3(25)D Curing 5 The fourth paragraph is revised to read. 6 7 Curing of cast -in -place concrete ciosures for spliced prestressed concrete girders shall conform to 8 Section 6-02.3(11). 9 10 6 -02.3(25)E Contractors Control Strength 11 The sixth through eleventh paragraphs are revised to read: 12 13 For precast prestressed members, a test shall consist of four cores measuring 3 inches in 14 diameter by 6 inches in height (for slabs) and by the thickness of the web (far ribbed sections). 15 Two cores shall be taken from each side of the member and on each side of the member's span 16 midpoint, at locations approved by the Engineer. The core locations for precast prestressed slabs 17 shall be near mid -depth of the slab, within the middle third of the span length, and shall avoid all 18 prestressing strands and steel reinforcing bars The core locations for precast prestressed ribbed 19 sections shall be immediately beneath the top flange, within the middle third of the span length, 20 and shall avoid all prestressing strands and steel reinforcing bars. 21 22 For prestressed concrete tub girders, a test shall consist of four cores measuring 3 inches in 23 diameter by the thickness of the web, taken from each web approximately three feet to the left and 24 to the right of the center of the girder span. The cores shall avoid all prestressing strands and 25 steel reinforcing bars. 26 27 For all other prestressed concrete girders, a test shall consist of three cores measuring 3 inches 28 in diameter by the thickness of the web and shall be removed from just below the top flange; one 29 at the midpoint of the girder's length and the other two approximately 3 feet to the left and 30 approximately 3 feet to the right_ 31 32 The cores shall be taken in accordance with AASHTO T 24 and shall be tested in accordance with 33 WSDOT FOP for AASHTO T 22. The Engineer may accept the girder if the average compressive 34 strength of the four cores from the precast prestressed member, or prestressed concrete tub 35 girder, or of the three cores from any other prestressed concrete girder, is at least 85 percent of 36 the specified compressive strength with no one core less than75 percent of specified compressive 37 strength. 38 39 If the girder is cored to determine the release strength, the required patching and curing of the 40 patch shall be done prior to shipment. If there are more than three holes or if they are not in a 41 neutral location, the prestress steel shall not be released until the holes are patched and the patch 42 material has attained a minimum compressive strength equal to the required release compressive 43 strength or 4,000 psi, whichever is larger. 44 45 The Contractor shall coat cored holes with an epoxy bonding agent and patch the holes using the 46 same type concrete as that in the girder, or a mix approved during the annual plant review and 47 approval. The epoxy bonding agent shall meet the requirements of Section 9 -26.1 for Type it, 48 Grade 2 epoxy. The girder shall not be shipped until tests show the patch material has attained a 49 minimum compressive strength of 4,000 psi. 50 51 6 -02.3(25)F Prestress Release 52 The third paragraph is revised to read: CM OF SPOKANE VALLEY $" AVENUE OVERLAY PROJECT 32 1 2 The Contractor may request permission to release the prestressing reinforcement at a minimum 3 concrete compressrve strength less than specified in the Plans. This request shall be submitted to 4 the Engineer for approval in accordance with Secbon 6 -01.9 and shall be accompanied with 5 calculations showing the adequacy of the proposed release concrete compressive strength. The 6 release strength shall not be less than 3,500 psi, except that the release strength for spliced 7 prestressed concrete girders shall not be less than 4,000 psi. The calculated release strength 8 shall meet the requirements outlined in the Washington State Departmerr of Transportation Bridge 9 Design Manual for tension and compression at rn{ease. The proposed minimum concrete 10 compressive strength at release will be evaluated by the Contracting Agency. Fabrication of 11 girders using the revised release strength shall not begin until the Contracting Agency has 12 provided written approval of the revised release compressive strength. If a reduction of the 13 minimum concrete compressive strength at release is allowed. the Contractor shall bear any 14 added cost that results from the change 15 16 6 -02.3(25)G Protection of Exposed Reinforcement 17 The second paragraph is revised to read: 18 19 Grouting of post- tensioning duds for spliced prestressed concrete girders shall conform to Section 20 6- 02.3(26)H. 21 22 6 -02.3(26)H Finishing 23 The fourth paragraph is revised to read: 24 25 On the deck bulb tee girder section and all precast prestressed members, the Contractor shall test 26 the roadway deck surface portion for flatness. This test shall occur after floating but while the 27 concrete remains plastic. Testing shall be done with a 10 -foot straightedge parallel to the girder 28 centerline and with a flange width straightedge at right angles to the girder centerline. The 29 Contractor shall fill depressions, cut down high spots, and refinish to correct any deviation of more 30 than 1/4 inch within the straightedge length. This section of the roadway surface shall be finished 31 to meet the requirements for finishing roadway stabs, as defined in Section 6- 02.3(10) except that, 32 if approved by the Engineer, a coarse stiff broom may be used to provide the finish in lieu of a 33 metal tined comb. 34 35 6 -02.3(25)1 Tolerances 36 The title, first paragraph, arxi items 7, 10, and 21 following the first paragraph are revised to read 37 38 6 -02.3(25)1 Fabrication Tolerances 39 The girders shall be fabricated as shown in the Plans and shall meet the dimensional tolerances 40 listed below Construction tolerances of cast -in -place closures for spliced prestressed concrete 41 girders shall conform to the tolerances specified for spliced prestressed concrete girders. Actual 42 acceptance or rejection will depend on how the Engineer believes a defect outside these 43 tolerances will affect the structure's strength or appearance. 44 45 7. Flange Depth: 46 For I and W►de Flange I girders. t 114 inch 47 For bulb tee and deck bulb tee girders: + 114 inch, - 1/8 inch 48 For PCPS members: + 1/4 Inch, - 1/8 inch 49 50 10. Longitudinal Position of the Harping Point: 51 Single harping point j 18 inches 52 CITY OF SPOKANE VALLEY so AVENUE OVERLAY PROJECT 33 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 4B 49 50 51 Multiple bundled strand groups First bundled strand group 6 inches Second bundled strand group i 18 inches Third bundled strand group t Winches 21 _ Differential Camber Between Girders in a Span (measured in place at the job site): For I, Wide Flange I, bulb tee, and spliced prestressed concrete girders For deck bulb tee girders: For PCPS members: For prestressed concrete tub girders: 6 -02.3(25)J Horizontal Alignment The fourth paragraph is revised to read: 1 /8 inch per 10 feet of beam length. Cambers shall be equalized by an approved method when the differences in cambers between adjacent girders or stages measured at mid -span exceeds 114 inch. 1/4 inch per ten feet of member length measured at midspan, but not greater than ; 1/2 inch total. t 1/4 inch per ten feet of member length measured at midspan, but not greater than ± 1/2 inch total. The maximum deviation of the side of the precast prestressed slab, or the edge of the roadway deck slab of the deck double tee girder or the precast prestressed ribbed section, measured from a chord that extends end to end of the member, shall be t 1/8 inch per 10 feet of member length, but not greater than 1/2 inch total. 6 -02.3(25)L Handling and Storage The first and second paragraphs are revised to read: During handling and storage, each girder shall always be kept plumb and upright, and each precast prestressed member and prestressed concrete tub girder shall always be kept in the horizontal position as shown in the Plans. It shall be lifted only by the lifting devices (strand lift loops or high - strength threaded steel bars) at either end. For strand lift loops. a minimum 2 inch diameter straight pin of a shackle shall be used through the loops. For high - strength threaded steel bars, the lifting hardware that connects to the bars shall be designed, detailed, and furnished by the Contractor. Series W42G, WF42G, W50Q WF50G, W58G, and WF58G girders, and Series W32BTG W38BTQ W50BTG, W62BTG, and W74G girders up to 145 feet in length, can be picked up at a minimum angle of 60 degrees from the top of the girder All other prestressed girders shall be picked up within 10 degrees of perpendicular to the top of the girder. For some girders, straight temporary top flange strands may be specified in the Plans. Pretensioned top temporary strands for full length prestressed concrete girders shall be unbonded over all but the end 10 feet of the girder length. As an alternative for full length prestressed concrete girders, temporary top strands may be post- tensioned prior to shipment When temporary top strands are specified for spliced prestressed concrete girders, the temporary top CITY OF SPOKANE VALLEY E" AVENUE OVERLAY PROJECT Ei] �11 U 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 strands shall be post- tensioned prior to lifting the assembled girder When the post - tensioned alternative is used, the Contractor shall be responsible for property sizing the anchorage plates, and the reinforcement adjacent to the anchorage plates, to prevent bursting or splitting of the concrete in the top flange Temporary strands shall be cut or released in accordance with Section 6- 02.3(25)N. 6 -02.3(25)M Shipping The third and fourth paragraphs are revised to read: No double tee girder, deck double tee girder, precast prestressed slab or precast prestressed ribbed section shall be shipped for at least three days after concrete placement. No deck bulb tee girder or prestressed concrete tub girder shall be shipped for at least seven days after concrete placement, except that deck bulb tee girders or prestressed concrete tub girders may be shipped three days after concrete placement when U(bd) is less than or equal to 5 0, where L equals the shipping length of the girder, b equals the girder top flange width (for deck bulb tee girders) or the bottom flange width (for prestressed concrete tub girders), and d equals the girder depth, all in feat No other girder shall be shipped for at least ten days after concrete placement. Girder support during shipping shall be located as follows unless otherwise shown in the Plans: Type of Girder Centerline Support Within This Distance From Either End Precast Prestressed Members 2 feet Series W42G, WF42G, W50G and WF50G 3 feet All bulb tee and deck bulb tee girders, except as noted 3 feet Series W58Q WF58G, and W62BTG 4 feet Series W74G and WF74G 5 feet Series W83G and W95G 8 feet Series WF74PTG, W83PTQ and W95PTG segments 4 feet Prestressed concrete tub girder segment 4 feet The sixth, seventh and eighth paragraphs are revised to read. If the Contractor elects to assemble spliced prestressed concrete girders into components of two or more segments prior to shipment, the Contractor shall submit shipment support location working drawings with supporting calculations to the Engineer in accordance with Section 6 -01.9. The calculations shall show that concrete stresses in the assembled girders will not exceed those listed below_ Lateral bracing for shipping is not required for prestressed concrete tub girders and precast prestressed members. Other prestressed concrete girder of lengths equal or shorter than the following will not require lateral bracing for shipping Type of Girder Series W42G, WF42G, W32BTQ and W38BTG Series W50G and WF50G Series W58Q WF58G, W50BTG, and W62BTG All deck bulb tee girders CITY OF SPOKANE VALLEY 8°' AVENUE OVERLAY PROJECT 35 Maximum Length Not Requiring Bracing for Shipping 80 feet 100 feet 105 feet 120 feet 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 Series W74G and WF74G 130 feet For all girders exceeding these lengths, and all Series WF74PTQ WM W83PTG, W95G, and W95PTG girders, the Contractor shall provide bracing to control lateral bending during shipping, unless the Contractor furnishes calculations in accordance with Section 6 -01.9 demonstrating that bracing is not necessary. External bracing shall be attached securely to the top flange of the girder. The Contractor is cautioned that more conservation guidelines for lateral bracing may be required for some delivery routes. The Contractor shall submit a tracing plan, with supporting calculations, to the Engineer for approval in accordance with Section 6 -01.9. The Contractor shall not begin shipping the girders until receiving the Engineer's approval of the bracing plan, and shall perform all bracing operations at no additional cost to the Contracting Agency. Criteria for Checking Girder Stresses At the Time of Lifting or Transporting and Erecting Stresses at both support and harping points shall be satisfied based on these criteria: 1. Allowable compression stress, fc = 0.60fcm a fcm = compressive strength at time of lifting or transporting verified by test but shall not exceed design compressive strength (f c) at 28 days in psi + 1,000 psi 2. Allowable tension stress, ksi a. With no bonded reinforcement = 3 times square root (fcm) s 0.20 ksi b. With bonded reinforcement to resist total tension force in the concrete computed on the basis of an untracked section 6.0 times square root (fcm). The allowable tensile stress in the reinforcement is 30 ksi (AASHTO M -31, Gr. 60) 3. Prestress losses a. 1 day to 1 month = computed losses b. 1 month to 1 year = 75 percent of computed final losses c. 1 year or more = computed final losses 4 Impact on dead load a. Lifting from casting beds = 0 percent b Transporting and erecting = 20 percent 6 -02.3(25)N Prestressed Concrete Girder Erection The fifth paragraph is revised to read: The concrete in piers and crossbeams shall reach at least 80 percent of design strength before girders are placed on them, The Contractor shall hoist girders only by the lining devices at the ends, always keeping the girders plumb and upright. Once erected, the girders shall be braced to prevent tipping until the intermediate diaphragms are cast and cured. When temporary strands in the top flange are used, they shall be cut after the girders are braced and before the intermediate diaphragms are cast The Contractor shall place the cast -in -place deck on the girders within 30 calendar days of cutting the temporary strands, except as otherwise approved by the Engineer. For situations where the Contractor proposes to delay placing the cast -in -place deck on the girders beyond 30 calendar days after cutting the temporary strands, the Contractor shall submit supporting girder camber calculations to the Engineer for approval in accordance with Section 6- 01.9. The Contractor shall not cut the temporary strands until receiving the Engineer's approval of the girder camber calculations. CITY OF SPOKANE VALLEY 81° AVENUE OVERLAY PROJECT 1 The seventh paragraph is deleted 2 3 The eighth paragraph is revised to read: 4 5 The Contractor shall check the horizontal alignment of both the top and bottom flanges of each 6 girder after girder erection but before placing concrete in the bridge diaphragms as described in 7 Section 6- 02.3(25)J. 8 9 6 -02.3(26)0 Deck Bulb Tee Girder Flange Connection 10 This section is revised to read: 11 12 The Contractor shall submit a method of equalizing deck bulb tee girder (and precast prestressed 13 member) deflections to the Engineer for approval in accordance with Section 6-01.9, except that 14 the submittal shall be made a minimum of 60 days prior to field erection of the deck bulb tee 15 girder. Deflection equalizing methods approved for previous Contracting Agency contracts will be 16 acceptable providing the bridge configuration is similar and the previous method was satisfactory. 17 A listing of the previous Contracting Agency contract numbers for which the method was used 18 shall be included with the submittal. The weld -ties may be used as a component of the equalizing 19 system provided the Contractor's procedure outlines how the weld -ties are to be used, and that 20 the Contractor's submittal includes a list and description of previous bridge projects where the 21 Contractor has successfully used weld -ties as a component of the equalizing system. 22 23 The concrete diaphragms for deck bulb tee girders shall attain a minimum compressive strength 24 of 2,500 psi before any camber equalizing equipment is removed. 25 26 On deck bulb tee girders, girder deflection shall be equalized utilizing the approved method before 27 girders are weld -tied and before keyways are filled. Keyways between tee girders shall be filled 28 flush with the surrounding surfaces with nonshrink grout. This nonshrink grout shall have a 29 compressive strength of 5.000 psi before the equalizing equipment is removed. Compressive 30 strength shall be determined by fabricating and testing cubes in accordance with WSDOT Test 31 Method 813 and testing in accordance with WSDOT FOP for AASHTO T -106. 32 33 Welding ground shall be attached directly to the steel plates being welded when welding the weld - 34 ties on bulb tee girders. 35 36 No construction equipment shall be placed on the structure, other than equalizing equipment, until 37 the girders have been weld -tied and the keyway grout has attained a compressive strength of 38 5.000 psi. 39 40 6 -02.3(26) Cast -In -Place Prestressed Concrete 41 6- 02.3(26)C Bearing Type Anchorages 42 Item 6 in the first paragraph is revised to read 43 44 6. For transverse post - tensioning of roadway slabs, the bearing stress shall not exceed 0.9f c at 45 P;= of all strands (before seating) or 4,000 psi at service load after all tosses 46 47 6 -02.3(26)H Grouting 48 The first sentence in the sixth paragraph is revised to read: 49 50 The Contractor shall proportion the mix to produce a grout with a flow of 11 to 20 seconds as 51 determined by WSDOT Test Method for ASTM C 939, Flow of Grout for Preplaced Aggregate 52 Concrete (Flow Cone Method). CITY OF SPOKANE VALLEY a" AVENUE OVERLAY PROJECT 37 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 The third sentence in the seventh paragraph is revised to read. Cubes shall be made in accordance with WSDOT Test Method T 813 and stored in accordance with WSDOT FOP for AASHTO T 23, 6 -02.3(27) Concrete for Precast Units This section is supplemented with the following- Self compacting concrete (SCC) may be used for precast concrete barrier covered under Section 6-10 and drainage items covered under Section 9 -12. If self compacting concrete has been approved for use the requirements of Section 6-02.3(4)C consistency shall not apply. Self compacting concrete is concrete that is able to flow under its own weight and completely fill the formwork, even in the presence of dense reinforcement, without the need of any vibration, while maintaining homogeneity. When using SCC modified testing procedures for air content and compressive strength will be used. The modification shall be that molds will be filled completely in one continuous lift without any rodding, vibration, tamping or other consolidation methods other than lightly taping around the exterior of the mold with a rubber mallet to allow entrapped air bubbles to escape. In addition the fabricators QC testing shall include Slump Flow Test results, which do not indicate segregation. As part of the plants approval for use of SCC the plant fabricator shall cast one barrier, or drainage item and have that barrier or drainage item sawed in half for examination by the Contracting Agency to determine that segregation has not occurred_ SECTION 6 -03, STEEL STRUCTURES August 2, 2004 6 -03.3(14) Edge Finishing The first and second paragraphs are revised to read: All rolled, sheared, and thermal cut edges shall be true to line and free of rough comers and projections. Comers along exposed edges shall be rounded to a minimum radius of 1/16 inch. Sheared edges on plates more than 518 inch thick shall be planed, milled, ground, or thermal cut to a depth of at least 1/8 inch. 6 -03.3(33) Bolted Connections In Table 4 the entries under Bolt Length, the following is revised: L< 4D 4D <L <8D 8D <L <12D 6 -03.3(39) Swinging the Span The second paragraph is revised to read: After the falsework is released (spans swung free) the masonry plates, shoes, and keeper plates are grouted, and before any load is applied, the Engineer will (or, if the Contractor is specified as responsible for surveying, the Contractor shall) measure elevations at the tenth points along the tops of girders and floorbeams. The Engineer will compare steel mass camber elevations with the elevations measured above, and will fumish the Contractor with new dead -load camber dimensions. CITY OF SPOKANE VALLEY E' AVENUE OVERLAY PROJECT 38 1 2 3 4 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 SECTION 6 -06, BRIDGE RAILINGS January 5, 2004 6 -06.2 Materials This section is revised to read: Materials shall meet the requirements of the following sections: Timber Railing 9-09 Metal Railing 9 -06.18 SECTION 6 -07, PAINTING August 2, 2004 6 -07.3(2)A Bridge Cleaning The third sentence under Pressure Flushing is revised to read: The pressure flushing equipment shall produce (at the nozzle) at least 3,000 psi with a discharge of at least 4 gpm SECTION 6 -09, MODIFIED CONCRETE OVERLAYS April 4, 2005 6 -09.2 Materials This frost paragraph is supplemented with the following: Microsilica Fume 9 -23.11 The first sentence of the fifth paragraph is revised to read: Microsilica admixture shall be either a dry powder or a slurry admixture. SECTION 6 -10, CONCRETE BARRIER April 4, 2005 6 -10.2 Materials The first sentence of the fourth paragraph is revised to read: Connecting pins, drift pins and steel pins for type 3 anchors shall conform to Section 9- 06.5(4) and be galvanized in accordance with AASHTO M 232, except that testing for embrittlement after galvanizing is not required. 6 -10.3 Construction Requirements This section is supplemented with the following: Concrete barrier installed in conjunction with light standard foundations and sign bridge foundations, regardless of the barrier shape, shall be cast -in -place using stationary forms. Concrete barrier transition Type 2 to bridge f -shape shall be precast CITY OF SPOKANE VALLEY e AVENUE OVERLAY PROJECT 39 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 6- 10.3(2) Cast4n -Place Concrete Barrier The first paragraph of this section is revised to read as follows: Forms for cast -in -place concrete barrier, including traffic barrier, traffic - pedestrian barrier, and pedestrian barrier on bridges and related structures, shall be made of steel or exterior plywood coated with plastic. The Contractor may construct the barrier by the slip -form method. 6 -10.4 Measurement This section is supplemented with the following Concrete barrier transition Type 2 to bridge f -shape will be measured by the linear foot installed. Single slope concrete barrier light standard foundation will be measured by the unit for each light standard foundation installed. Traffic barrier, traffic pedestrian barrier, and pedestrian barrier will be measured as specified for cast -in -place concrete barrier 6 -10.5 Payment The following bid items are inserted to precede "Single Slope Concrete Barrier", per linear foot. `Traffic Barrier', per linear foot. 'Traffic Pedestrian Barrier", per linear foot. 'Pedestrian Barrier' per linear foot. The unit contract price per linear foot for "Traffic Barrier". 'Traffic Pedestrian Barrier', and 'Pedestrian Barrier' shall be full pay for constructing the barrier on top of the bridge deck, and associated bridge approach slabs, curtain walls and wingwalls, excluding the steel reinforcing bars that extend from the bridge deck, bridge approach slab, curtain walls, and wingwalls. The new bid items listed below are inserted to precede 'Cast -In -Place Conc. Barrier Light Standard Section', per each. "Conc. Barrier Transition Type 2 to Bridge F- Shape ", per linear foot. The unit contract price per linear foot for "Conc. Barrier Transition Type 2 to Bridge F- Shape' shall be full pay for performing the work as specified, excluding bridge traffic barrier modifications necessary for this installation 'Single Slope Conc. Barrier Light Standard Foundation', per each. SECTION 6 -11, PRECAST CONCRETE RETAINING WALL STEMS April 5, 2004 This section including title is revised to read: SECTION 6 -11, REINFORCED CONCRETE WALLS 6 -11.1 Description This work consists of constructing reinforced concrete retaining walls, including those shown in the Standard Plans, L walls, and counterfort walls. 6 -11.2 Materials Materials shall meet the requirements of the following sections: CITY OF SPOKANE VALLEY 80' AVEENUE OVERLAY PROJECT 40 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 Cement 9-01 Aggregates for Portland Cement Concrete 9 -03.1 Gravel Ball 9 -03.12 Premolded Joint Filler 9- 04.1(2) Steel Reinforcing Bar 9 -07.2 Epoxy - Coated Steel Reinforcing Bar 9 -07.3 Concrete Curing Materials and Admixtures 9-23 Fly Ash 9 -23.9 Water 9-25 Other materials required shall be as specified in the Special Provisions. 6 -11.3 Construction Requirements 6- 11.3(1) Submittals The Contractor shall submit all excavation shoring plans to the Engineer for approval in accordance with Section 2- 09.3(3)D. The Contractor shall submit all falsework and formwork plans to the Engineer for approval in accordance with Sections 6-02.3(16) and 6- 02.3(17). If the Contractor elects to fabricate and erect precast concrete wall stem panels, the following information shall be submitted to the Engineer for approval in accordance with Sections 6-01.9 and 6 -02.3(28)k Working drawings for fabrication of the wall stem panels, showing dimensions, steel reinforcing bars, joint and joint filler details, surface finish details, lifting devices with the manufacturer's recommended safe working capacity, and matenal specifications. 2. Working drawings and design calculations for the erection of the wall stem panels showing dimensions, support points, support footing sizes, erection blockouts. member sizes, connections, and material specifications. 1 Design calculations for the precast wall stem panels, the connection between the precast panels and the cast -in -place footing, and all modifications to the cast -in -place footing details as shown in the Plans or Standard Plans. The Contractor shall not begin excavation and construction operations for the retaining walls until receiving the Engineer's approval of the above submittals 6- 11.3(2) Excavation and Foundation Preparation Excavation shall conform to Section 2- 09.3(3), and to the limits and construction stages shown in the Plans. Foundation soils found to be unsuitable shall be removed and replaced in accordance with Section 2- 09.3(1)C. 6- 11.3(3) Precast Concrete Wall Stem Panels The Contractor may fabricate precast concrete wall stem panels for construction of Standard Plan Retaining Wall Types 1 through 6 and 1 SW through 6SW Precast concrete wall stem panels may be used for construction of non - Standard Plan retaining walls if allowed by the Plans or Special Provisions. Precast concrete wall stem panels shall conform to Section 6- 02.3(28), and shall be cast with Class 4000 concrete. CITY OF SPOKANE VALLEY !F AVENUE OVERLAY PROJECT 41 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 The precast concrete wall stem panels shall be designed in accordance with the requirements for Load Factor Design in the following codes: For all loads except as otherwise noted - AASHTO Standard Specifications for Highway Bridges, latest edition and current interims The seismic design shall use the acceleration coefficient and soil profile type as specified in the Plans. 2. For all wind loads - AASHTO Guide Specifications for Structural Design of Sound Barriers, latest edition and current interims. The precast concrete wall stem panels shall be fabncated in accordance with the dimensions and details shown in the Plans, except as modified in the shop drawings as approved by the Engineer. The precast concrete wall stem panels shall be fabricated full height, and shall be fabricated in widths of 8 feet, 16 feet, and 24 feet The construction tolerances for the precast concrete wall stem panels shall be as follows: Height +% inch Width ±%4 inch Thickness +% inch -1/8 inch Concrete cover for steel reinforcing bar +3 /8 inch -1/8 inch Width of precast concrete wall stem panel joints +% inch Offset of precast concrete wall stem panels +% inch (Deviation from a straight line extending 5 feet on each side of the panel joint) The precast concrete wall stem panels shall be constructed with a mating shear key between adjacent panels The shear key shall have beveled comers and shall be 1 -1/2 inches in thickness The width of the shear key shall be 3 -1/2 inches minimum and 5-1/2 inches maximum, The shear key shall be continuous and shall be of uniform width over the entire height of the wall stem The Contractor shall provide the specified surface finish as noted, and to the limits shown, in the Plans to the exterior concrete surfaces. Special surface finishes achieved with form liners shall conform to Sections 6 -02.2 and 6- 02.3(14) as supplemented in the Special Provisions. Rolled on textured finished shall not be used Precast concrete wall stem panels shall be cast in a vertical position if the Plans call for a form liner texture on both sides of the wall stem panel. The precast concrete wall stem panel shall be rigidly held in place during placement and curing of the footing concrete. The precast concrete wall stem panels shall be placed a minimum of one inch into the footing to provide a shear key. The base of the precast concrete wall stem panel shall be sloped 'r4 inch per foot to facilitate proper concrete placement To ensure an even flow of concrete under and against the base of the wall panel, a form shall be placed parallel to the precast concrete wall stem panel, above the footing, to allow a minimum one foot head to develop in the concrete during concrete placement. CiTY OF SPOKANE VALLEY 8" AVENUE OVERLAY PROJECT 42 1 The steel reinforcing bars shall be shifted to clear the erection blockouts in the precast concrete 2 wall stem panel by 1 -112 inches minimum. 3 4 All precast concrete wall stem panel joints shall be constructed with joint filler installed on the rear 5 (backfill) side of the wall. The joint filler material shall extend from two feet below the final ground 6 level in front of the wall to the top of the wall. The joint filler shall be a nonorganic flexible material 7 and shall be installed to create a waterproof seal at panel joints. 8 9 The soil bearing pressure beneath the falsework supports for the precast concrete wall stem 10 panels shall not exceed the maximum design soil pressure shown in the Plans for the retaining 11 wall. 12 13 6- 11.3(4) Cast -In -Place Concrete Construction 14 Cast -in -place concrete for concrete retaining walls shalt be formed, reinforced, cast, cured, and 15 finished in accordance with Section 6-02, and the details shown in the Plans and Standard Plans. 16 All cast -in -place concrete shall be Class 4000. 17 18 The Contractor shall provide the specified surface finish as noted, and to the limits shown, in the 19 Plans to the exterior concrete surfaces. Special surface finishes achieved with formliners shall 20 conform to Sections 6-02 2 and 6- 02.3(14) as supplemented in the Special Provisions. 21 22 Cast -in -place concrete for adjacent wall stem sections (between vertical expansion joints) shall be 23 formed and placed separately, with a minimum 12 hour time period between concrete placement 24 operations. 25 26 Premolded joint filler, 1/2' thick. shall be placed full height of all vertical wall stem expansion joints 27 in accordance with Section 6- 01.14. 28 29 6- 11.3(5) Backfill, Weepholes and Gutters 30 Unless the Plans specify otherwise, backfill and weepholes shall be placed in accordance with 31 Standard Plan D-4 and Section 6-02.3(22). Gravel backfill for drain shall be compacted in 32 accordance with Section 2 -09.3(1)E. Backfill within the zone defined as bridge approach 33 embankment in Section 1 -01.3 shall be compacted in accordance with Method C of Section 2- 34 03.3(14)C. All other backfill shall be compacted in accordance with Method B of Section 2- 35 03.3(14)C, unless otherwise specified. 36 37 Cement concrete gutter shall be constructed as shown in the Standard Plans. 38 39 6- 11.3(6) Traffic Barrier and Pedestrian Barrier 40 When shown in the Plans, traffic barrier and pedestrian barrier shall be constructed in accordance 41 with Sections 6- 02.3(11)A and 6- 10.3(2), and the details shown in the Plans and Standard Plans. 42 43 6 -11.4 Measurement 44 Concrete Class 4000 for retaining wall will be measured as specified in Section 6 -02.4. 45 46 Steel reinforcing bar for retaining wall and epoxy - coated steel reinforcing bar for retaining wall will 47 be measured as specified in Section 6 -02.4. 48 49 Traffic barrier and pedestrian barrier will be measured as specified in Section 6 -10.4 for cast -in- 50 place concrete barrier. 51 CITY OF SPOKANE VALLEY 8" AVENUE OVERLAY PROJECT 43 1 6 -11.5 Payment 2 Payment will to made in accordance with Section 1-04.1 for each of the following bid items when 3 they are included in the proposal 4 5 'Conc. Class 4000 For Retaining Wall', per cubic yard. 6 All costs in connection with furnishing and installing weep holes and premolded joint filler 7 shall be included in the unit contract price per cubic yard for 'Conc. Class 4000 for Retaining 8 Wall'. 9 10 "St_ Reinf. Bar For Retaining Wall', per pound. 11 'Epoxy - Coated St Reinf. Bar For Retaining Wall', per pound. 12 13 'Traffic Barrier", per linear foot 14 "Pedestrian Barrier', per linear foot. 15 The unit contract price per linear foot for ` Barrier' shall be full pay for constructing the 16 barrier on top of the retaining wall, except that when these bid items are not included in the 17 proposal, all costs in connection with performing the work as specified shall be included in the 18 unit contract price per cubic yard for 'Conc. Class 4000 For Retaining Wall', and the unit 19 contract price per pound for '_ Bar For Retaining Wall' 20 21 SECTION 6 -12, NOISE BARRIER WALLS 22 April 5, 2004 23 6 -12.1 Description 24 This work consists of constructing cast -in -place concrete, precast concrete, masonry, and timber noise 25 barrier walls, including those shown in the Standard Plans. 26 27 6 -12.2 Materials 28 Materials shall meet the requirements of the following sections: 29 30 Cement 9-01 31 Aggregates for Portland Cement Concrete 9-03.1 32 Gravel Backfill 9 -03.12 33 Premolded Joint Filler 9-04.1(2) 34 Bolts, Nuts, and Washers 9-06.5(1) 35 Steel Reinforcing Bar 9 -07.2 36 Epoxy - Coated Steel Reinforcing Bar 9-07.3 37 Paints 9 -08 38 Concrete Curing Materials and Admixtures 9-23 39 Fly Ash 9 -23.9 40 Water 9 -25 41 42 Other materials required shall be as specified in the Special Provisions, 43 44 6 -12.3 Construction Requirements 45 46 6- 12.3(1) Submittals 47 All noise barrier walls not constructed immediately adjacent to the roadway, and which require 48 construction of access for work activities, shall have a noise barrier wall access plan. The Contractor 49 shall submit the noise barrier wall access plan to the Engineer for approval in accordance with Section 50 6 -01.9. The noise barrier wall access plan shall include, but not be limited to, the locations of access CITY OF SPOKANE VALLEY e" AVENUE OVERLAY PROJECT M, 1 to the noise barrier wall construction sites, and the method, materials, and equipment used to 2 construct the access, remove the access, and recontour and reseed the disturbed ground. 3 4 For construction of all noise barrier walls with shafts, the Contractor shall submit a shaft construction 5 plan to the Engineer for approval in accordance with Section 6-01.9, including but not limited to the 6 following information: 7 8 1. List and description of equipment to be used to excavate and construct the shafts, including 9 description of how the equipment is appropriate for use in the expected subsurface 10 conditions. 11 12 2 The construction sequence and order of shaft construction. 13 14 3. Details of shaft excavation methods, including methods to clean the shaft excavation. 15 16 4. Details and dimensions of the shaft, and casing if used. 17 18 5. The method used to prevent ground caving (temporary casing, slung, or other means). 19 20 6_ Details of concrete placement including procedures for deposit through a conduit, tremie, or 21 pump. 22 23 7. Method and equipment used to install and support the steel reinforcing bar cage. 24 25 For construction of precast concrete noise barrier walls, the Contractor shall submit shop drawings for 26 the precast concrete panels to the Engineer in accordance with Section 6-02.3(28)A In addition to the 27 items listed in Section 6- 02.3(28)A, the precast concrete panel shop drawings shall include the 28 following. 29 30 1. Construction sequence and method of forming the panels. 31 32 2. Details of additional reinforcement provided at lifting and support locations. 33 34 3. Method and equipment used to support the panels during storage, transporting, and erection. 35 36 4. Erection sequence, including the method of lifting the panels, placing and adjusting the 37 panels to proper alignment and grade, and supporting the panels during bolting, grouting, and 38 backfilling operations. 39 40 The Contractor shall not begin noise barrier wall construction actwibes, including access construction 41 and precast concrete panel fabrication, until receiving the Engineer's approval of all appropriate and 42 applicable submittals. 43 44 6- 12.3(2) Work Access and Site Preparation 45 The Contractor shall construct work access in accordance with the work access plan as approved by 46 the Engineer. The construction access roads shall minimize disturbance to the existing vegetation, 47 especially trees. Only trees and shrubs in direct conflict with the approved construction access road 48 alignment shall be removed. Only one access road into the noise barrier wall from the main roadway 49 and one access road from the noise barrier wall to the main roadway shall be constructed at each 50 noise barrier wail. 51 CITY OF SPOKANE VALLEY e AVENUE OVERLAY PROJECT 4S 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 Existing vegetation that has been identified by the Engineer shall be protected in accordance with Sections 1 -07.16 and 2 -01, and the Special Provisions. 6- 12.3(3) Shaft Construction The Contractor shall excavate and construct the shafts in accordance with the shaft construction plan as approved by the Engineer. The shafts shall be excavated to the required depth as shown in the Plans. The excavation shall be completed in a continuous operation using equipment capable of excavating through the type of material expected to be encountered. If the shaft excavation is stopped, the Contractor shall secure the shaft by installing a safety cover over the opening. The Contractor shall ensure the safety of the shaft and surrounding soil and the stability of the side walls. A temporary casing. slung, or other methods approved by the Engineer shall be used as necessary to ensure such safety and stability. When caving conditions are encountered, the Contractor shall stop further excavation until implementing the method to prevent ground caving as specified in the shaft construction plan approved by the Engineer When obstructions are encountered, the Contractor shall notify the Engineer promptly. An obstruction is defined as a specific object (including, but not limited to, boulders, logs, and man made objects) encountered during the shaft excavation operation which prevents or hinders the advance of the shaft excavation. When efforts to advance past the obstruction to the design shaft tip elevation result in the rate of advance of the shaft drilling equipment being is significantly reduced relative to the rate of advance for the rest of the shaft excavation, then the Contractor shall remove the obstruction under the provisions of Section 6 -12.5 as supplemented in the Special Provisions. The method of removal of such obstructions, and the continuation of excavation shall be as proposed by the Contractor and approved by the Engineer. The Contractor shall use appropriate means to clean the bottom of the excavation of all shaft. No more than two inches of loose or disturbed material shall be present at the bottom of the shaft just prior to beginning concrete placement. The Contractor shall not begin placing steel reinforcing bars and concrete in the shaft until receiving the Engineer's approval of the shaft excavation. The steel reinforcing bar cage shall be rigidly braced to retain its configuration during handling and construction The Contractor shall not place individual or loose bars. The Contractor shall install the steel reinforcing bar cage as specified in the shaft construction plan as approved by the Engineer. The Contractor shall maintain the minimum concrete cover shown in the Plans. If casings are used, the Contractor shall remove the casing during concrete placement. A minimum five feet head of concrete shall be maintained to balance soil and water pressure at the bottom of the casing. The casing shall be smooth_ Where the top of the shaft is above the existing ground, the Contractor shall case the top of the hole prior to placing the concrete. Concrete for shafts shall conform to Class 4000P. The Contractor shall place concrete in the shaft immediately after completing the shaft excavation and receiving the Engineer's approval of the excavation. The Contractor shall place the concrete in one continuous operation to the elevation shown in the Plans, using a method to prevent segregation of aggregates. The Contractor shall place CnY OF SPOKANE VALLEY 8* AVENUE OVERLAY PROJECT 46 1 the concrete as specified In the approved shaft construction plan If water is present, concrete shall be 2 placed in accordance with Section 6-02.3(6)8. 3 4 6- 12.3(4) Trench, Grade Beam, or Spread Footing Construction 5 Where the noise barrier wall foundations exist below the existing groundline, excavation shall conform 6 to Section 2 -09.3(4), and to the limits and construction stages shown in the Plans. Foundation soils 7 found to be unsuitable shall be removed and replaced in accordance with Section 2 -09.3(1)C. 8 9 Where the noise barrier wall foundations exist above the existing groundline, the Contractor shall place 10 and compact ball material in accordance with Section 2- 03.3(14)C. 11 12 Concrete for trench, grade beam, or spread footing foundations shall conform to Class 4000. 13 14 Cast -in -place concrete shall be formed, placed, and cured in accordance with Section 6 -02, except 15 that concrete for trench foundations shall be placed against undisturbed soil. 16 17 The excavation shall be balled in accordance with item 1 of the Compaction subsection of Section 18 2 -09.3(1)E. 19 20 The steel reinforcing bar cage and the noise barrier wall anchor bolts shall be installed and rigidly 21 braced prior to grade beam and spread footing concrete placement to retain their configuration during 22 concrete placement. The Contractor shall not place individual or loose steel reinforcing bars and 23 anchor bolts, and shall not install anchor bolts during or after concrete placement. 24 25 6- 12.3(5) Cast -In -Place Concrete Panel Construction 26 Construction of cast -in -place concrete panels for noise barrier walls shall conform to Section 6- 11.3(4). 27 For noise barrier walls with traffic bamer, the construction of the traffic barrier shall also conform to 28 Section 6- 10.3(2). 29 30 The top of the cast -in -place concrete panels shall conform to the top of wall profile shown in the Plans. 31 Where a vertical step is constructed to provide elevation change between adjacent panels, the 32 dimension of the step shall be 2 feet Each horizontal run between steps shall be a minimum of 48 33 feet. 34 35 6- 12.3(6) Precast Concrete Panel Fabrication and Erection 36 The Contractor shall fabricate and erect the precast concrete panels in accordance with Section 6- 37 02.3(28), and the following requirements: 38 39 1. Concrete shall conform to Class 4000 40 41 2. Except as otherwise noted in the Plans and Special Provisions, all concrete surfaces shall 42 receive a Class 2 finish in accordance with Section 6- 02.3(14)8. 43 44 3. The precast concrete panels shall be cast in accordance with Section 6 -02 3(28)B. The 45 Contractor shall cast the precast concrete panels horizontally, with the traffic side surface 46 cast against the form liner on the bottom. The Contractor shall fully support the precast 47 concrete panel to avoid bowing and sagging surfaces. 48 49 After receiving the Engineer's approval of the shop drawings, the Contractor shall cast one 50 precast concrete panel to be used as the sample panel. The Contractor shall construct the 51 sample panel in accordance with the procedure and details specified in the shop drawings CrTY OF SPOKANE VALLEY d" AVENUE OVERLAY PROJECT 47 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 approved by the Engineer. The Contractor shall make the sample panel available to the Engineer for approval Upon receiving the Engineer's approval of the sample panel, the Contractor shall continue production of precast concrete panels for the noise barrier wall. All precast concrete panels will be evaluated against the sample panel for the quality of workmanship exhibited. The sample panel shall be retained at the fabrication site until all precast concrete panels have been fabricated and have received the Engineer's approval After completing precast concrete panel fabrication, the Contractor may utilize the sample panel as a production noise barrier wall panel. 4. In addition to the fabrication tolerance requirements of Section 6-02.3(28)F, the precast concrete panels for noise barrier walls shall not exceed the following scalar tolerances: Length and Width: + 1/8 inch per five feet, not to exceed 114 inch total. Thickness: + 114 inch. The difference obtained by comparing the measurement of the diagonal of the face of the panels shall not be greater than 1/2 inch. Dimension tolerances for the traffic barrier portion of precast concrete panels formed with traffic barrier shapes shall conform to Section 6- 10.3(2). 5. After erection, the precast concrete panels shall not exceed the joint space tolerances shown in the Plans. The panels shall not exceed 3/8 inch out of plumb in any direction. The Contractor shall seal the joints between precast concrete panels with a backer rod and sealant system as specified. The Contractor shall seal both sides of the joint full length The top of precast concrete panels shall conform to the top of wall profile shown In the Plans. Where a vertical step is constructed to provide elevation change between adjacent panels, the dimension of the step shall be 2 feet Each horizontal run between steps shall be a minimum of 48 feet- 6-12.3(7) Masonry Wall Construction Construction requirements for masonry noise barrier wall panels shall be as specified in the Special Provisions. 6- 12.3(8) Fabricating and Erecting Timber Noise Barrier Wall Panels Construction requirements for timber noise barrier wall panels shall be as specified in the Special Provisions. 6- 12,3(9) Access Doors and Concrete Landing Pads The Contractor shall install access doors and door frames as shown in the Plans and Standard Plans. The Contractor shall install the access doors to open toward the roadway side. The door frames shall be set in place with grout conforming to Section 6- 02.3(20), with the grout completely filling the void between the door frame and the noise barrier wall panel The Contractor shall apply two coats of paint, as specified in the Special Provisions, to all exposed metal surfaces of access doors and frames, except for stainless steel surfaces_ Each coat shall be 3 mils minimum wet film thickness. CITY OF SPOKANE VALLEY 8* AVENUE OVERLAY PROJECT 4D 1 2 The Contractor shall construct a concrete landing pad on the roadway side of each access door 3 location as shown in the Plans. The concrete shall conform to Section B-02.3(2)B 4 5 6- 12.3(10) Finish Ground Line Dressing 6 The Contractor shall contour and dress the ground line on both sides of the noise barrier wall, 7 providing the minimum cover over the foundation as shown in the Plans. The Contractor shall contour 8 the ground adjacent to the barrier to ensure good drainage away from the bamer 9 10 After the access roads are no longer needed for noise barrier wall construction activities, the 11 Contractor shall restore the area to the original condition The Contractor shall recontour the access 12 roads to match into the surrounding ground and shall reseed all disturbed areas in accordance with the 13 Section 8-01 and the Special Provisions, and the noise barrier wall access plan as approved by the 14 Engineer. 15 16 6 -12.4 Measurement 17 Noise barrier wall will be measured by the square foot area of one face of the completed wall panel in 16 place. Except as otherwise noted, the bottom limit for measurement will be the top of the trench 19 footing, spread footing, or shaft cap. For Noise Barrier Type 5, the bottom measurement limit will be 20 the optional construction joint at the base of the traffic barrier. For Noise Barrier Type 7, the bottom 21 measurement limit will be base of the traffic barrier. For Noise Barrier Types 8, 11, 12, 14, 15, and 20, 22 the bottom measurement limit will be the base of the wall panel 23 24 Noise barrier wall access door will be measured once for each access door assembly with concrete 25 landing pad furnished and installed. 26 27 6 -12.5 Payment 28 Payment will be made in accordance with Section 1-04.1 for each of the following bid items when they 29 are included in the proposal: 30 31 'Noise Barrier Wall Type _', per square foot. 32 The unit contract price per square foot for 'Noise Barrier Wall Type shall be full pay for 33 constructing the noise barrier walls as specified, including constructing and removing access 34 roads, excavating and constructing foundations and grade beams, constructing cast -in -place 35 concrete, and masonry wall panels, fabricating and erecting precast concrete, and timber wall 36 panels. applying sealer, and contouring the finish ground line adjacent to the noise barrier walls. 37 38 "Noise Barrier Wall Access Door, per each. 39 The unit contract price per each for "Noise Barrier Wall Access Door' shall be full pay for 40 furnishing and installing the access door assembly as specified, including painting the installed 41 access door assembly and constructing the concrete landing pad. 42 43 SECTION 6 -13, STRUCTURAL EARTH WALLS 44 April 4, 2005 45 6 -13.1 Description 46 This work consists of constructing structural earth walls (SEW). 47 48 6 -13.2 Materials 49 Materials shall meet the requirements of the following sections. 50 51 Cement 9-01 CITY OF SPOKANE VALLEY 8* AVENUE OVERLAY PROJECT !4-1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 4$ 49 50 Aggregates for Portland Cement Concrete 9-03.1 Gravel Bacidill 9- 03.12(2 Premolded Joint Filler 9- 04.1(2) Steel Reinforcing Bar 9 -07.2 Epoxy - Coated Steel Reinforcing Bar 9-07.3 Concrete Curing Materials and Admixtures 9-23 Fly Ash 9 -23.9 Water 9-25 Other materials required shall be as specified in the Special Provisions. 6 -13.3 Construction Requirements Proprietary structural earth wall systems shall be as specified in the Special Provisions. 6- 13.3(1) Quality Assurance The structural earth wall manufacturer shall provide a qualified and experienced representative to resolve wall construction problems as approved by the Engineer. The structural earth wall manufacturer's representative shall be present at the beginning of wall construction activities, and at other times as needed throughout construction. Recommendations made by the structural earth wall manufacturer's representative and approved by the Engineer shall be followed by the Contractor. The completed wall shall meet the following tolerances: 1. Deviation from the design batter and horizontal alignment, when measured along a ten foot straight edge, shall not exceed the following: a Welded wire faced structural earth wall. 2 inches b. Precast concrete panel and concrete block faced structural earth wall: 314 inch 2. Deviation from the overall design batter of the wall shall not exceed the following per ten feet of wall height: a. Welded wire faced structural earth wall. 1.5 inches b. Precast concrete panel and concrete block faced structural earth wall 112 inch 3 The maximum outward bulge of the face between welded wire faced structural earth wall reinforcement layers shall not exceed two inches. The maximum allowable offset in any precast concrete facing panel joint shall be 3/4 inch. The maximum allowable offset in any concrete block joint shall be 3/8 inch. 4. The base of the structural earth wall excavation shall be within three inches of the staked elevations, unless otherwise approved by the Engineer. 5. The external structural earth wall dimensions shall be placed within two inches of that staked on the ground. CrTY OF SPOKANE VALLEY r AVENUE OVERLAY PROJECT so 1 1 6. The backfill reinforcement layers shall be located horizontally and vertically within one inch of 2 the locations shown in the struCural earth wall working drawings as approved by the 3 Engineer. 4 5 At least five working days prior to the Contractor beginning any structural earth wall work at the site, a 6 structural earth wall preconstrucdion conference shall be held to discuss construction procedures, 7 personnel, and equipment to be used, and other elements of structural earth wall construction. Those 8 attending shall include: 9 10 1. (representing the Contractor) The superintendent, on site supervisors, and all foremen in 11 charge of excavation, leveling pad placement, concrete block and soil reinforcement 12 placement, and structural earth wall backfill placement and compaction 13 14 2 (representing the Structural Earth Wall Manufacturer) The qualified and experienced 15 representative of the structural earth wall manufacturer as specified at the beginning of this 16 Section. 17 18 3 (representing the Contracting Agency) The Project Engineer, key inspection personnel, and 19 representatives from the WSOOT Construction Office and Materials Laboratory Geotechnical 20 Services Branch. 21 22 6- 13.3(2) Submittals 23 The Contractor, or the supplier as the Contractor's agent, shall furnish to the Engineer a 24 Manufacturer's Certificate of Compliance in accordance with Section 1 -06.3, certifying that the 25 structural earth wall materials conform to the specified material requirements. This includes providing 26 a Manufacturers Certificate of Compliance for all concrete admixtures, cement, fly ash, steel 27 reinforcing bars, reinforcing strips, reinforcing mesh, tie strips, fasteners, welded wire mats, backing 28 mats, construction geotexble for wall facing, drainage geosynthetic fabric, block connectors, and joint 29 materials. The Manufacturer's Certificate of Compliance for geogrid reinforcement shall include the 30 information specified in Section 9- 33,4(4) for each geogrid roll, and shall specify the geogrid polymer 31 types for each geogrid roll. 32 33 A copy of all test results, performed by the Contractor or the Contractor's supplier, which are necessary 34 to assure compliance with the specifications, shall submitted to the Engineer along with each 35 Manufacturer's Certificate of Compliance. 36 37 Before fabrication, the Contractor shall submit a field construction manual for the structural earth walls, 38 prepared by the wall manufacturer, to the Engineer for approval in accordance with Section 6-01.9. 39 This manual shall provide step -by -step directions for construction of the wall system 40 41 The Contractor, or the supplier as the Contractor's agent, shall submit detailed design calculations and 42 working drawings to the Engineer for approval in accordance with Section 6 -01.9. 43 44 The design calculation and working drawing submittal shall include detailed design calculations and all 45 details, dimensions, quantities, and cross - sections necessary to construct the wall. The calculations 46 shall include a detailed explanation of any symbols and computer programs used in the design of the 47 walls. All computer output submitted shall be accompanied by supporting hand calculations detailing 48 the calculation process. 49 50 The design calculations shall be based on the current AASHTO Standard Specifications for Highway 51 Bridges including current interims, and also based on the following: 52 CITY OF SPOKANE VALLEY 8° AVENUE OVERLAY PROJECT 51 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 1. The factor of safety for overturning and sliding are 2.0 and 1.5 respectively for AASHTO Load Group I, and 1.5 and 1.1 respectively for AASHTO Load Group VII. 2. The wall surcharge conditions (ball slope) shown in the Plans. 3. If a highway is adjacent to and on top of the wall, a two foot surcharge shall be used in the design. 4. If the Plans detail a traffic barrier on top of the wall, the barrier and wall shall be capable of resisting a 10,000 pound horizontal load applied at the top of the barrier. 5. The geotechnical design parameters for the wall shall be as specified in the Special Provisions. A minimum of six sets of working drawings shall be fully detailed and shall include, but not be limited to, the following items: 1. A plan and elevation sheet or sheets for each wall, containing the following: a An elevation view of the wall which shall include the following: the elevation at the top of the wall, at all horizontal and vertical break points, and at least every 50 feet along the wall: ii. elevations at the base of welded wire mats or the top of leveling pads and foundations, and the distance along the face of the wall to all steps in the welded wire mats, foundations and leveling pads; iii. the designation as to the type of panel, block, or module; iv the length, size, and number of geogrids or mesh or strips, and the distance along the face of the wall to where changes in length of the geognds or mesh or strips occur, or v the length, size, and wire sizes and spacings of the welded wire mats and backing mats, and the distance along the face of the wall to where changes in length, size, and wire sizes and spacings of the welded wire mats and backing mats occur, and vi. the location of the original and final ground line. b. A plan view of the wall which shall indicate the offset from the construction centerline to the face of the wall at all changes in horizontal alignment; the limit of the widest module, geogrid, mesh, strip or welded wire mat, and the centerline of any drainage structure or drainage pipe which is behind or passes under or through the wall. c. General notes, if any, required for design and construction of the wall. d. All horizontal and vertical curve data affecting wall construction. e. A listing of the summary of quantities provided on the elevation sheet of each wall for all items including incidental items. CITY of SPOKANE VALLEY e AVENUE OVERLAY PROJECT S2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 Cross - section showing limits of construction. In fill sections, the cross - section shall show the limits and extent of select granular backfill matenal placed above original ground. g. Limits and extent of reinforced soil volume. 2. All details including steel reinforcing bar bending details. Bar bending details shall be in accordance with Section 9-07.1. 3. All details for foundations and leveling pads, including details for steps in the foundations or leveling pads, as well as allowable and actual maximum bearing pressures for AASHTO Load Groups I and VII. 4 All modules and facing elements shall be detailed. The details shall show all dimensions necessary to construct the element, all steel reinforcing bars in the element, and the location of reinforcement element attachment devices embedded in the precast concrete facing panel or concrete block. 5. All details for construction of the wall around drainage facilities, sign, signal, luminaire, and noise barrier wall foundations, and structural abutment and foundation elements shall be clearly shown. 6. All details for connections to traffic or pedestrian barriers, coping, parapets, noise bamer walls, and attached lighting shall be shown. 7. All details for the traffic or pedestrian barrier attached to the top of the wall (if shown in the Plans) including interaction with bridge approach slabs. The Contractor shall not begin wall construction (including precast concrete facing panel fabrication) until receiving the Engineer's written approval of the material certifications and test results, design calculations and working drawing submittals. 6- 13.3(3) Excavation and Foundation Preparation Excavation shall conform to Section 2- 09.3(4) and to the limits and construction stages shown in the Plans. Foundation soils found to be unsuitable shall be removed and replaced in accordance with Section 2 -09.3(1)C. The foundation for the structure shall be graded level for a width equal to or exceeding the length of reinforcing as shown in the structural earth wall working drawings as approved by the Engineer and, for walls with geognd reinforcing, in accordance with Section 2 -12.3. Prior to wall construction, the foundation, if not in rock, shall be compacted as approved by the Engineer. At the foundation level of the bottom course of precast concrete facing panels and concrete blocks, an unreinforced concrete leveling pad shall be provided as shown in the Plans. The leveling pad shall be cured a minimum of 12 hours and have a minimum compressive strength of 1500 psi before placement of the precast concrete facing panels or concrete blocks. 6- 13.3(4) Precast Concrete Facing Panel and Concrete Block Fabrication Concrete for precast concrete facing panels shall meet the following requirements Have a minimum 28 day compressive strength of 4,000 pounds per square inch, unless otherwise specified in the Special Provisions for specific proprietary wall systems. CITY OF SPOKANE VALLEY 00 AVENUE OVERLAY PROJECT 53 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 2. Contain a water- reducing admixture meeting AASHTO M 194 Type A. D. F, or G 3. Be air - entrained, 6 percent t 1 112 percent. 4. Have a maximum slump of four inches, or six inches if a Type F or G water reducer is used. Concrete for dry cast concrete blocks shall meet the following requirements- Have a minimum 28 day compressive strength of 4.000 psi. 2. Conform to ASTM C 1372, except as otherwise speed. 3. The lot of blocks produced for use in this project shall conform to the following freeze -thaw test requirements when tested in accordance with ASTM C 1262_ Minimum acceptable performance shall be defined as weight loss at the conclusion of 150 freeze -thaw cycles not exceeding one percent of the block's initial weight for a minimum of four of the five block specimens tested 4. The concrete blocks shall have a maximum water absorption of one percent above the water absorption content of the lot of blocks produced and successfully tested for the freeze -thaw test specified in item 3 above. Precast concrete facing panels and concrete blocks will be accepted based on successful compressive strength tests and visual inspection. The precast concrete facing panels and concrete blocks shall be considered acceptable regardless of curing age when compressive test results indicate that the compressive strength conforms to the 28-day requirements and when the visual inspection is satisfactorily completed. Testing and inspection of precast concrete facing panels shall conform to Section 6- 02.3(28). Testing and inspection of dry cast concrete blocks shall conform to ASTM C 140. All precast concrete facing panels shall be five feet square, except- for partial panels at the top. bottom, and ends of the wall, and as otherwise shown in the Plans, All precast concrete facing panels shall be manufactured within the following tolerances' All dimensions ± 3/16 inch. 2. Squareness, as determined by the difference between the two diagonals, shall not exceed 112 inch 3. Surface defects on smooth formed surfaces measured on a length of 5 feet shall not exceed 118 inch. Surface defects on textured - finished surfaces measured on a length of five feet shall not exceed 5/16 inch. All concrete blocks shall be manufactured within the following tolerances: Vertical dimensions shall be + 1116 inch of the plan dimension, and the rear height shall not exceed the front height CITY OF SPOKANE VALLEY 0"' AVENUE OVERLAY PROJECT 64 �y -'-1 La �' 1 2. The dimensions of the grooves in the top and bottom faces of the concrete blocks shall be 2 formed within the tolerances specified by the proprietary wall manufacturer, for the fit required 3 for the block connectors. 4 5 3. All other dimensions shall be + 1/4 inch of the plan dimension. 6 7 Tie attachment devices, except for geosynthetic reinforcement, shall be set in place to the dimensions 8 and tolerances shown in the Plans prior to casting. 9 10 The forms forming precast concrete facing panels, including the forms for loop pockets and access 11 pockets, and the forms forming the concrete blocks, shall be removed in accordance with the 12 recommendations of the wall manufacturer, without damaging the concrete. 13 14 i he concrete surface for the precast concrete facing panel shall have the finish shown in the Plans for 15 the front face and an unformed finish for the rear face. The rear face of the precast concrete facing 16 panel shall be roughly screeded to eliminate open pockets of aggregate and surface distortions in 17 excess of 114 inch. 18 19 The concrete surface for the front face of the concrete block shall be flat, and shall be a conventional 20 `split face' finish in accordance with the wall manufacturer's specifications. The concrete surface of all 21 other faces shall be Class 2 in accordance with Section 6- 02.3(14)B. The finish and appearance of 22 the concrete blocks shall also conform to ASTM C 1372. The color of the concrete block shall be 23 concrete gray, unless otherwise shown in the Plans. 24 25 The date of manufacture, production lot number, and the piece -mark, shall be clearly marked on the 26 rear face of each precast concrete facing panel, and marked or tagged on each pallet of concrete 27 blocks. 28 29 All precast concrete facing panels and concrete blocks shall be handled, stored, and shipped in 30 accordance with Sections 6 -02.3(28)G and 6- 02.3(28)H to prevent chipping, cracks, fractures, and 31 excessive bending stresses. 32 33 Precast concrete facing panels in storage shall be supported on firm blocking located immediately 34 adjacent to tie strips to avoid bending the tie strips. 35 36 6- 13.3(5) Precast Concrete Facing Panel and Concrete Block Erection 37 The precast concrete facing panels shall be placed vertically. During erection. precast concrete facing 38 panels shall be handled by means of a lifting device set into the upper edge of the panels. 39 40 Concrete blocks shall be erected in a running bond fashion in accordance with the wall manufacturer's 41 field construction manual, and may be placed by hand. The top surface of each course of concrete 42 blocks, including all pockets and recesses, shall be cleaned of backfill and all extraneous materials 43 prior to connecting the reinforcing strips or geosynthetic reinforcing, and placing the next course of 44 concrete blocks. Concrete blocks receiving geosynthetic reinforcement shall be connected as 45 specified in the Special Provisions. Cap block top courses shall be bonded to the lower course of 46 concrete blocks as specified below. All other concrete blocks shall be connected with block 47 connectors or pins placed into the connector slots 48 49 Precast concrete facing panels and concrete blocks shall be placed in successive horizontal lifts as 50 backfill placement proceeds in the sequence shown in the structural earth wall working drawings as 51 approved by the Engineer 52 CITY OF SPOKANE VALLEY 80 AVENUE OVERLAY PROJECT 65 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 External bracing is required for the initial lift for precast concrete facing panels As backfill material is placed behind the precast concrete facing panels, the panels shall be maintained in vertical position by means of temporary wooden wedges placed in the joint at the function of the two adjacent panels on the external side of the wall. Reinforcing shall be placed normal to the face of the wall, unless otherwise shown in the Plans or directed by the Engineer. Prior to placement of the reinforcing, backfill shall be compacted Geosynthetic reinforcing shall be placed in accordance with Section 2 -12 3 and as follows: The Contractor shall stretch out the geosynthetic in the direction perpendicular to the wall face to remove all slack and wrinkles, and shall hold the geosynthetic in place with soil piles or other methods as recommended by the geosynthetic manufacturer, before placing backfill material over the geosynthetic to the specified cover. 2. The geosynthetic reinforcement shall be continuous in the direction perpendicular to the wall face from the back face of the concrete panel to the end of the geosynthetic or to the last geognd node at the end of the specified reinforcement length. Geosynthebc splices parallel to the wall face will not be allowed At the completion of each course of concrete blocks and prior to installing any block connectors or geosynthetic reinforcement at this level, the Contractor shall check the blocks for level placement in all directions, and shall adjust the blocks by grinding or rear face shimming, or other method as recommended by the structural earth wall manufacturer's representative and as approved by the Engineer, to bring the blocks into a level plane. For concrete block wall systems receiving a cap block top course, the cap blocks shall be bonded to the lower course with mortar, or with an adhesive capable of bonding the concrete block courses together. 6- 13.3(6) Welded Wire Faced Structural Earth Wall Erection The Contractor shall erect the welded wire wall reinforcement in accordance with the wall manufacturer's field constriction manual and as approved by the Engineer. Construction geotextile for wall facing shall be placed between the backfill material within the reinforced zone and the coarse granular material immediately behind the welded wire wall facing, as shown in the Plans and the structural earth wall working drawings as approved by the Engineer. 6- 13.3(7) Backfill Backfill placement shall closely follow erection of each course of welded wire mats and backing mats, precast concrete facing panels, or concrete blocks. Backfill shall be placed in such a manner as to avoid any damage or disturbance to the wall materials or misalignment of the welded wire mats and backing mats, precast concrete facing panels, or concrete blocks. Backfill shall be placed in a manner that segregation does not occur. The Contractor shall place wall backfill over geosynthetic reinforcement. or construction geotextile for wall facing, in accordance with Section 2 -12.3 and as follows: The Contractor shall ensure that six inches minimum of backfill shall be between the geognd reinforcement, or construction geotextile for wall facing, and any construction vehicle or equipment tires or tracks at all times. CITY OF SPOKANE VALLEY 6° AVENUE OVERLAY PROJECT 56 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 Misalignment or distortion of the precast concrete facing panels or concrete blocks due to placement of back-fill outside the limits of this specification shall be corrected in a manner as approved by the Engineer. The moisture content of the backfill material prior to and during compaction shall be uniformly distributed throughout each layer of material. The moisture content of all backfill material shall conform to Sections 2 -03.3(14)C and 2 -03.3(14)D. Backfill shall be compacted in accordance with Method C of Section 2 -03.3(14)C, except as follows: The maximum lift thickness after compaction shall not exceed ten inches_ 2. The Contractor shall decrease this lift thickness, if necessary, to obtain the specified density. 3. The Contractor shall not use sheepsfoot rollers or rollers with protrusions for compacting backfill reinforced with geosynthetic layers, or for compacing the first lift of ball above the construction geosynthetic for wall facing for each layer of welded wire mats. Rollers shall have sufficient capacity to achieve compaction without causing distortion to the face of the wall In accordance with the tolerances specified in Section 6- 13.3(1). 4. The Contractor shall compact the zone within three feet of the back of the wall facing panels without causing damage to or distortion of the wall facing elements (welded wire mats, backing mats, construction geotextile for wall facing, precast concrete facing panels. and concrete blocks) by using light mechanical tampers as approved by the Engineer. No soil density tests will be taken within this area. 5. For wall systems with geosynthetic reinforcement, the minimum compacted backfill lift thickness of the first lift above each geosynthetic reinforcement layer shall be six inches At the end of each day's operation, the Contractor shall shape the last level of backfill to permit runoff of rainwater away from the wall face. In addition, the Contractor shall not allow surface runoff from adjacent areas to enter the wall construction site. Wall materials damaged or disturbed during ball placement shall be either removed and replaced, or adjusted and repaired, by the Contractor as approved by the Engineer at no additional expense to the Contracting Agency. 6- 13.3(8) Guardrail Placement Where guardrail posts are required, the Contractor shall not begin installing guardrail posts until completing the structural earth wall to the top of wall elevation shown in the Plans. The Contractor shall install the posts in a manner that prevents movement of the precast concrete facing panels or concrete blocks, and prevents ripping, tearing, or pulling of the wall reinforcement. The Contractor may cut welded wire reinforcement of welded wire faced structural earth walls to facilitate placing the guardrail posts, but only in the top two welded wire reinforcement layers and only with the approval of the Engineer in a manner that prevents bulging of the wall face and prevents ripping or pulling of the welded wire reinforcement. Holes through the welded wire reinforcement shall be the minimum size necessary for the post. The Contractor shall demonstrate to the Engineer prior to beginning guardrail post installation that the installation method will not rip, tear, or pull the wall reinforcement. CITY OF SPOKANE VALLEY H1' AVENUE OVERLAY PROJECT 57 1 The Contractor shall place guardrail posts between the reinforcing strips, reinforcing mesh, and tie 2 strips of the non - geosynthetic reinforced precast concrete panel or concrete block faced structural 3 earth walls. Holes through the reinforcement of geosynthetic reinforced walls, if necessary, shall be 4 the minimum size necessary for the guardrail post. 5 6 6- 13.3(9) SEW Traffic Barrier and SEW Pedestrian Barrier 7 SEW traffic barrier and SEW pedestrian barrier shall be constructed in accordance with Sections 6- 8 02.3(11)A and 6- 10.3(2), and the details in the Plans and in the structural earth wall working drawings 9 as approved by the Engineer. 10 11 6 -13.4 Measurement 12 Structural earth wall will be measured by the square foot of completed wall in place. The bottom limits 13 for vertical measurement will be the bottom of the bottom mat, for welded wire faced structural earth 14 walls, or the top of the leveling pad (or bottom of wall if no leveling pad is present) for precast concrete 15 panel or concrete block faced structural earth walls. The top limit for vertical measurement will be the 16 top of wall as shown in the Plans The horizontal limits for measurement are from the end of the wall 17 to the end of the wall. 18 19 Bac kfill for structural earth wall including haul will be measured by the cubic yard in place determined 20 by the limits shown in the Plans. 21 22 SEW traffic barrier, and SEW pedestrian barrier will be measured as specified in Section 6 -10.4 for 23 cast -in -place concrete barrier. 24 25 Structure excavation Class B, structure excavation Class B including haul, and shoring or extra 26 excavation Class B, will be measured in accordance with Section 2 -09.4. 27 28 6 -13.5 Payment 29 Payment will be made in accordance with Section 1-04.1 for each of the following bid items when they 30 are included in the proposal: 31 32 "Structural Earth Wall ", per square foot 33 All casts in connection with famishing materials for, and constructing, structural earth walls, 34 including constructing leveling pads when specified, shall be included in the unit contract price per 35 square foot for "Structural Earth Wall' 36 37 "Backfill for Structural Earth Wall Incl. Haul', per cubic yard. 38 All costs in connection with furnishing and placing backfill for structural earth wall, including 39 hauling and compacting the backfill, and famishing and placing the wall facing backfill for welded 40 wire faced structural earth walls, shall be included in the unit contract price per cubic yard for 41 'Backtill for Structural Earth Wall Incl. Haul'. 42 43 'SEW Traffic Barrier, per linear foot. 44 'SEW Pedestrian Barrier", per linear foot. 45 The unit contract price per linear foot for 'SEW _ Barrier' shall be full pay for constructing the 46 barrier on top of the structural earth wall, except that when these bid items are not included in the 47 proposal, all costs in connection with performing the work as speed shall be included in the unit 48 contract price per square foot for 'Structural Earth Wall' 49 50 "Structure Excavation Class B', per cubic yard 51 "Structure Excavation Class B Incl. Haul ". per cubic yard 52 "Shoring Or Extra Excavation Class B', per square foot Ct7Y OF SPOKANE VALLEY So AVENUE OVERLAY PROJECT 58 2 SECTION 6 -14, GEOSYNTHETIC RETAINING WALLS 3 April 4, 2005 4 6 -14.1 Description 5 This work consists of constructing geosynthetic retaining walls, including those shown in the Standard 6 Plans. 7 8 6 -14.2 Materials 9 Materials shall meet the requirements of the following sections: 10 11 Gravel Borrow For Geosynthetic Retaining Wall 9-03.14(4) 12 Construction Geosynthebe 9-33 13 14 The requirements specified in Section 2 -12.2 for geotextiles shall also apply to geosynthetic and 15 geognd materials used for permanent and temporary geosynthetic retaining walls. 16 17 Other materials required shall be as specified in the Special Provisions. 18 19 6 -14.3 Construction Requirements 20 Temporary geosynthetic retaining walls are defined as those walls and wall components constructed 21 and removed or abandoned before the physical completion date of the project or as shown in the 22 Plans. All other geosynthetic retaining walls shall be considered as permanent. 23 24 6- 14.3(1) Quality Assurance 25 The Contractor shall complete the base of the retaining wall excavation to within plus or minus three 26 inches of the staked elevations unless otherwise directed by the Engineer. The Contractor shall place 27 the extemal wall dimensions to within plus or minus two inches of that staked on the ground. The 28 Contractor shall space the reinforcement layers vertically and place the overlaps to within plus or 29 minus one inch of that shown in the Plans. 30 31 The completed wall(s) shall meet the following tolerances: 32 33 Permanent Wall Temporary Wall 34 35 Deviation from the design 36 batter and horizontal alignment 37 for the face when measured 38 along a ten foot straight edge at 39 the midpoint of each wall layer 40 shall not exceed: 3 inches 5 inches 41 42 Deviation from the overall 43 design batter per ten feet of wall 44 height shall not exceed: 2 inches 3 inches 45 46 Maximum outward bulge of 47 the face between backfill 48 reinforcement layers shall 49 not exceed: 4 inches 6 inches 50 CITY OF SPOKANE VALLEY 8" AVENUE OVERLAY PROJECT 6L 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 36 39 40 41 42 43 44 45 46 47 48 49 50 6- 14.3(2) Submittals A minimum of 14 calendar days prior to beginning construction of each wall the Contractor shall submit detailed plans for each wall in accordance with Section 6-01 9. As a minimum, the submittals shall include the following: 1. Detailed wall plans showing the actual lengths proposed for the geosynthetic reinforcing layers and the locations of each geosynthetic product proposed for use in each of the geosynthetic reinforcing layers. 2. The Contractor's proposed wall construction method, including proposed forming systems, types of equipment to be used and proposed erection sequence 3. Manufacturer's Certificate of Compliance, samples of the retaining wall geosynthetic and sewn seams for the purpose of acceptance as specified. 4. Details of geosynthetic retaining wall corner construction, including details of the positive connection between the wall sections on both sides of the comer. 5. Details of terminating a top layer of retaining wall geosynthetic and backfill due to a changing retaining wall profile. Approval of the Contractor's proposed wall construction details and methods shall not relieve the Contractor of their responsibility to construct the walls in accordance with the requirements of these Specifications 6- 14.3(3) Excavation and Foundation Preparation Excavation shall conform to Section 2 -09.3(4), and to the limits and construction stages shown in the Plans. Foundations soils found to be unsuitable shall be removed and replaced in accordance with Section 2 -09.3(1)C. The Contractor shall direct all surface runoff from adjacent areas away from the retaining wall construction site. 6- 14.3(4) Erection and Backfill The Contractor shall begin wall construction at the lowest portion of the excavation and shall place each layer horizontally as shown in the Plans. The Contractor shall complete each layer entirely before beginning the next layer. Geotextile splices shall consist of a sewn seam or a minimum 1' -0' overlap. Geogrid splices shall consist of adjacent geogrid strips butted together and fastened using hog rings, or other methods approved by the Engineer, in such a manner to prevent the splices from separating during geogrid installation and backfilling. Splices exposed at the wall face shall prevent loss of backfill material through the face. The splicing material exposed at the wall face shall be as durable and strong as the material to which the splices are tied. The Contractor shall offset geosynthetic splices in one layer from those in the other layers such that the splices shall not line up vertically. Splices parallel to the wall face will not be allowed, as shown in the Plans. The Contractor shall stretch out the geosynthetic in the direction perpendicular to the wall face to ensure that no slack or wrinkles exist in the geosynthetic prior to backfilling. CITY OF SPOKANE VALLEY 8" AVENUE OVERLAY PROJECT 60 1 For geogrids, the length of the reinforcement required as shown in the Plans shall be defined as the 2 distance between the geosynthetic wrapped face and the last geoghd node at the end of the 3 reinforcement in the wall backfill. 4 5 The Contractor shall place fill material on the geosynthetic in lifts such that six inches minimum of fill 6 material is between the vehicle or equipment tires or tracks and the geosynthetic at all times. The 7 Contractor shall remove all particles within the backfill material greater than three inches in size. 8 Tuming of vehicles on the first lift above the geosynthetic will not be permitted. The Contractor shall 9 not end dump fill material directly on the geosynthetic without the prior approval of the Engineer 10 11 Should the geosynthetic be damaged or the splices disturbed, the backfill around the damaged or 12 displaced area shall be removed and the damaged strip of geosynthetic replaced by the Contractor at 13 no expense to the Contracting Agency. 14 15 The Contractor shall use a temporary form system to prevent sagging of the geosynthetic facing 16 elements during construction. A typical example of a temporary form system and sequence of wall 17 construction required when using this form are detailed in the Plans. Soil piles or the geosynthetic 18 manufacturer's recommended method, in combination with the forming system shall be used to hold 19 the geosynthetic in place until the specified cover material is placed. 20 21 The Contractor shall place and compact the wall backfill in accordance with the wall construction 22 sequence detailed in the Plans and Method C of Section 2- 03.3(14)D, except as follows: 23 24 1. The maximum lift thickness after compaction shall not exceed ten inches 25 26 2_ The Contractor shall decrease this lift thickness, if necessary, to obtain the specified density. 27 28 3. Rollers shall have sufficient capacity to achieve compaction without causing distortion to the 29 face of the wall in accordance with Section 5- 143(1). 30 31 4. The Contractor shall not use sheepsfoot rollers or rollers with protrusions. 32 33 5 The Contractor shall compact the zone within three feet of the back of the wall facing panels 34 without causing damage to or distortion of the wall facing elements (welded wire mats, 35 backing mats, construction geotextile for wall facing, precast concrete facing panels, and 36 concrete blocks) by using light mechanical tampers as approved by the Engineer. No sail 37 density tests will be taken within this area. 38 39 6. For wall systems with geosynthetic reinforcement, the minimum compacted backfill lift 40 thickness of the first It above each geosynthetic reinforcement layer shall be six inches. 41 42 The Contractor shall construct wall corners at the locations shown in the Plans, and in accordance with 43 the wall comer construction sequence and method submitted by the Contractor and approved by the 44 Engineer. Wall angle points with an interior angle of less than 150 degrees shall be considered to be a 45 wall corner. The wall comer shall provide a positive connection between the sections of the wall on 46 each side of the comer such that the wall backfill material cannot spill out through the comer at any 47 time during the design life of the wall. The Contractor shall construct the wall comer such that the wall 48 sections on both sides of the comer attain the full geosynthetic layer embedment lengths shown in the 49 Plans. 50 51 Where required by retaining wall profile grade, the Contractor shall terminate top layers of retaining 52 wall geosynthetic and backfill in accordance with the method submitted by the Contractor and CITY Of SPOKANE VALLEY 4'" AVENUE OVERLAY PROJECT 61 1 approved by the Engineer. The end of each layer at the top of the wall shall be constructed in a 2 manner which prevents wall backfill material from spilling out the face of the wall throughout the life of 3 the wall. If the profile of the top of the wall changes art a rate of 1.1 or steeper, this change in top of 4 wall profile shall be considered to be a comer. 5 6 6- 14.3(5) Guardrail Placement 7 The Contractor shall install guardrail posts as shown in the Plans after completing the wall, but before 8 the permanent facing is installed. The Contractor shall install the posts in a manner that prevents 9 bulging of the wall face and prevents ripping, tearing, or pulling of the geosynthetic reinforcement. 10 Holes through the geosynthetic reinforcement shall be the minimum size necessary for the post. The 11 Contractor shall demonstrate to the Engineer prior to beginning guardrail post installation that the 12 installation method will not rip, tear, or pull the geosynthetic reinforcement. 13 14 6- 14.3(6) Permanent Facing 15 The Contractor shall apply a permanent facing to the surface of all permanent geosynthetic retaining 16 walls as shown in the Plans. Shotcrete facing, if shown in the Plans, shall conform to Section 6 -18. 17 Concrete fascia panel, if shown in the Plans, shall conform to Section 6- 15.3(9). 18 19 6- 14.3(7) Geosynthetic Retaining Wall Traffic Barrier and Geosynthetic Retaining Wall 20 Pedestrian Barrier 21 Geosynthetic wall traffic barrier (single slope and f- shape) and geosynthetic retaining wall pedestrian 22 barrier shall be constructed in accordance with Sections 6-02.3(11)A and 6- 10.3(2), and the details in 23 the Plans 24 25 6 -14.4 Measurement 26 Permanent geosynthetic retaining wall and temporary geosynthetic retaining wall will be measured by 27 the square foot of face of completed wall. 28 29 Borrow for geosynthetic retaining wall backfill will be measured as specified in Section 2 -03.4 30 31 Shotcrete facing and concrete fascia panel will be measured by the square foot surface area of the 32 completed facing or fascia panel, measured to the neat lines of the facing or panel as shown in the 33 Plans. 34 35 Geosynthetic wall single slope traffic barrier, geosynthetic wall f -shape traffic barrier, and geosynthetic 36 retaining wall pedestrian barrier will be measured as specified in Section 6 -10.4 for cast -in -place 37 concrete barrier. 38 39 Structure excavation Class B, structure excavation Class B including haul, and shoring or extra 40 excavation Class B, will be measured in accordance with Section 2 -09.4. 41 42 6 -14.5 Payment 43 Payment will be made in accordance with Section 1 -04.1 for each of the following bid items when they 44 are included in the proposal: 45 46 "Geosynthetic Retaining Wall ", per square foot. 47 `Temporary Geosynthetic Retaining Wall ", per square foot. 48 All costs in connection with constructing the temporary or permanent geosynthetic retaining wall 49 as specified shall be included in the unit contract price per square foot for "Geosynthetic Retaining 50 Wall" and "Temporary Geosynthetic Retaining Wall ", including compaction of the backfill material 51 and famishing and installing the temporary forming system. 52 CrTY OF SPOKANE VALLEY 80' AVENUE OVERLAY PROJECT 62 Ll 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 "Borrow for Geosynthetic Wall Ind. Haul*, per ton or per cubic yard. All costs in connection with furnishing and placing backfill material for temporary or permanent geosynthetic retaining walls as specified shall be included in the unit contract price per ton or per cubic yard for'Borrow for Geosynthetic Wall Incl. Haul'. 'Concrete Fascia Panel', per square foot. AJI costs in connection with constructing the concrete fascia panels as specified shall be included in the unit contract price per square foot for 'Concrete Fascia Panel', including all steel reinforcing bars, premolded joint filler, polyethylene bond breaker strip, joint sealant, pvc pipe for weep holes, exterior surface finish, and pigmented sealer (when specified). Shotcrete facing will be paid for in accordance with Section 6 -18.5. 'Geosynthetic Wall Single Slope Traffic Bamer", per linear foot. ' Geosynthetic Wall FShape Traffic Barrier', per linear foot. 'Geosynthetic Retaining Wall Pedestrian Barrier", per linear foot. The unit contract price per linear foot for 'Geosynthetic Wall Single Slope Traffic Barrier', 'Geosynthetic Wall F -Shape Traffic Barrier', and "Geosynthetic Retaining Wall Pedestrian Barrier' shall be full pay for constructing the barrier on top of the geosynthetic retaining wall. 'Structure Excavation Class B', per cubic yard. 'Structure Excavation Class B Incl. Haul', per cubic yard. 'Shoring Or Extra Excavation Class B', per square foot. SECTION 6 -15, SOIL NAIL WALLS April 5, 2004 6 -15.1 Description This work consists of constructing soil nail walls. 6 -15.2 Materials Materials shall meet the requirements of the following section Prefabricated Drainage Mat 9-33.2(3) Other materials required, including materials for soil nails, shall be as specified in the Special Provisions. 6 -15.3 Construction Requirements 40 6- 15.3(1) General Description 41 Soil nailing shall consist of excavating to the layer limits shown in the Plans, drilling holes at the 42 specified angle into the native material, placing and grouting epoxy coated or encapsulated steel 43 reinforcing bars (soil nails) in the drilled holes, placing prefabricated drainage material and steel 44 reinforcement, and applying a shotcrete facing over the steel reinforcement. After completing the wall 45 to full height, the Contractor shall construct the concrete fascia panels as shown in the Plans. 46 47 All proprietary items used in the soil nailed structure shall be installed in accordance with the 48 manu €acturer's recommendations. In the event of a conflict between the manufacturer's 49 recommendations and these specifications, these specifications shall prevail. 50 CITY OF SPOKANE VALLEY s "' AVENUE OVERLAY PROJECT 63 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 6- 15.3(2) Contractor's Experience Requirements The Contractor or Subcontractor performing this work shall have completed at least five projects, within the last five years, involving construction of retaining walls using soil nails or ground anchors or shall have completed the construction of two or more projects totaling at least 15,000 square feet of retaining wall with a minimum total of 500 soil nails or ground anchors The Contractor shall assign an engineer with at least three years of experience in the design and construction of permanently anchored or nailed structures to supervise the work. The Contractor shall not use consuttants or manufacturer's representatives in order to meet the requirements of this section. Drill operators and on -site supervisors shall have a minimum of one year experience installing permanent soil nails or ground anchors. Contractors or Subcontractors that are specifically prequalified in Class 36 work will be considered to have met the above experience requirements. 6- 15.3(3) Submittals Work shall not begin on any soil nail wall system until the Engineer has approved all of the required submittals. The Contractor shall submit the following information in accordance with Section 6 -01.9 not less than 30 calendar days prior to the start of wall excavation. A brief description of each project satisfying the Contractors Experience Requirements with the Owner's name and current phone number (this item is not required if the Contractor or Subcontractor is prequalified in Class 36). 2. A list identifying the following personnel assigned to this project and their experience with permanently anchored or nailed structures; a. Supervising Engineer b. Drill Operators c. On -site Supervisors who will be assigned to the project. 3. The proposed detailed construction procedure which includes: a. Proposed method(s) of excavation of the soil and/or rock. b A plan for the removal and control of groundwater encountered during excavation, drilling, and other earth moving activities. Include a list of the equipment used to remove and control groundwater. Proposed drilling methods and equipment. d. Proposed hole diameter(s). e. Proposed method of soil nail installation. Grout mix design and procedures for placing the grout. g. Shotcrete mix design with compressive strength test results. CITY OF SPOKANE VALLEY B" AVENUE OVERLAY PROJECT 64 1 h. Procedures for placing the shotcrete (include placement in conditions when ground 2 water is encountered). 3 4 i. Encapsulation system for additional corrosion protection selected for the soil nails 5 and anchorages requiring encapsulation. 6 7 4. Detailed working drawings of the method proposed for the soil nail testing which includes: 8 9 a. All necessary drawings and details to clearly describe the proposed system of +10 lacking support, framing, and bracing to be used during testing. 11 12 b. Calibration data for each load cell, test jack, pressure gauge, stroke counter on the 13 grout pump, and master gauge to be used. The calibration tests shall have been 14 performed by an independent testing laboratory, and tests shall have been 15 performed within 60 calendar days of the date submitted. Testing or work shall not 16 commence until the Engineer has approved the load cell, jack, pressure gage, and 17 master pressure gauge calibrations. 18 19 5. Certified mill test results and typical stress - strain curves along with samples from each heat. 20 properly marked, for the soil nail steel. The typical stress - strain curve shall be obtained by 21 approved standard practices. The guaranteed ulbmate strength, yield strength, elongation, 22 and composition shall be specified. 23 24 6- 15.3(4) Preconstruction Conference 25 A soil nail preconstruction conference shall be held at least five working days prior to the Contractor %6 beginning any permanent soil nail work at the site to discuss construction procedures, personnel and 27 equipment to be used. The list of materials speed on the Record of Materials Form (ROM) for this 28 item of work will also be discussed. Those attending shall include: 29 30 1. (representing the Contractor) The superintendent, on site supervisors, and all foremen in 31 charge of excavating the soil face, drilling the soil nail hole, placing the soil nail and grout, 32 placing the shotcrete facing, and tensioning and testing the soil nail. 33 34 2. (representing the Contracting Agency) The Project Engineer, key inspection personnel, and 35 representatives from the WSDOT Construction Office and Materials Laboratory Geotechnical 36 Services Branch, 37 38 If the Contractor's key personnel change, or if the Contractor proposes a significant revision of the 39 approved permanent soil nail installation plan, an additional conference shall be held before any 40 additional permanent soil nail operations are performed. 41 42 6- 15.3(5) Earthwork 43 The ground contour above the wall shall be established to its final configuration and backslope as 44 shown in the Plans prior to beginning excavation of the soil for the first row of soil nails. All excavation 45 shall conform to Section 2 -03. 46 47 The excavation shall proceed from the top down in a horizontal lift sequence with the ground level 48 excavated no more than 3 feet below the elevation of the row of nails to be installed in that lift. The 49 excavated vertical wall face should not be left open more than 24 hours for any reason. A lift shall not 50 be excavated until the nail installation and reinforced shotcrete placement for the preceding lift has 51 been completed and accepted. After a lift is excavated, the cut surface shall be cleaned of all loose 52 materials, mud, rebound, and other foreign matter that could prevent or reduce shotcrete bond CITY OF SPOKANE VALLEY C+' AVENUE OVERLAY PROJECT as 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 The accuracy of the ground cut shall be such that the required thickness of shotcrete can be placed within a tolerance of plus or minus 2 inches from the defined face of the wall, and overexcavation does not damage overlying shotcrete sections by undermining or other causes. The Contractor should review the geotechnical recommendations report prepared for this project for further information on the soil conditions at the location of each wall. Copies of the geotechnical recommendations report are available for review by prospective bidders at the location identified in the Special Provisions. 6.15.3(6) Soil Nailing The Contractor shall not handle and transport the encapsulated soil nails until the encapsulation grout has reached sufficient strength to resist damage during handling. The Contractor shall handle the encapsulated soil nails in such a manner to prevent large deflections or distortions during handling. When handling or transporting encapsulated soil nails, the Contractor shall provide slings or other equipment necessary to prevent damage to the soil nails and the corrosion protection. The Engineer may reject any encapsulated nail which is damaged during transportation or handling. Damaged or defective encapsulation shall be repaired in accordance with the manufacturer's recommendations and as approved by the Engineer. Soil nails shall be handled and sorted in such a manner as to avoid damage or corrosion. Prior to inserting a soil nail in the drilled hole, the Contractor and the Engineer will examine the soil nail for damage. If, in the opinion of the Engineer, the epoxy coating or bar has been damaged, the nail shall be repaired. If, in the opinion of the Engineer, the damage is beyond repair, the soil nail shall be rejected. If, in the opinion of the Engineer, the epoxy coating can be repaired, the Contractor shall patch the coating with an Engineer approved patching material. Nail holes shall be drilled at the locations shown in the Plans or as staked by the Engineer. The nails shall be positioned plus or minus 6 inches from the theoretical location shown in the Plans. The Contractor shall select the drilling method and the grouting pressure used for the installation of the soil nail. The drill hole shall be located so that the longitudinal axis of the drill hole and the longitudinal axis of the nail are parallel. At the point of entry the soil nail shall be installed within plus or minus three degrees of the inclination from horizontal shown in the Plans, and the nail shall be within plus or minus three degrees of a line drawn perpendicular to the face of the wall unless otherwise shown in the Plans. Water or other liquids shall not be used to flush cuttings during drilling, but air may be used. After drilling, the nail shall be installed and fully grouted before placing the shotcrete facing. The nail shall be inserted into the drilled hole with centralizers to the desired depth in such a manner as to prevent damage to the drilled hole, sheathing or epoxy during installation_ The centralizers shall provide a minimum of 0.5 inches of grout cover over the soil nail and shall be spaced no further than eight feet apart When the soil nail cannot be completely inserted into the drilled hole without difficulty, the Contractor shall remove the nail from the drilled hole and clean or redrill the hole to permit insertion. Partially inserted soil nails shall not be driven or forced into the hole. Subsidence, or any other detrimental impact from drilling shall be cause for immediate cessation of drilling and repair of all damages in a manner approved by the Engineer at no additional cost to the Contracting Agency. If caving conditions are encountered, no further drilling will be allowed until the Contractor selects a method to prevent ground movement. The Contractor may use temporary casing The Contractor's CnY of SPOKANE VALLEY 8'" AVENUE OVERLAY PROJECT 66 u 1 method to prevent ground movement shall be approved by the Engineer. The casings for the nail 2 holes. if used, shall be removed as the grout is being placed. 3 4 Where necessary for stability of the excavation face, a sealing layer of shotcrete may be placed before 5 drilling is started, or the Contractor shall have the option of drilling and grouting of nails through a 6 stabilizing berm of native soil at the face of the excavation. The stabilizing berm shall extend 7 horizontally from the soil face and from the face of the shotcrete a minimum distance of one foot, and 8 shall be cut down from that point at a safe slope, no steeper than 1 H:1 V unless approved by the 9 Engineer. The berm shall be excavated to final grade after installation and full length grouting of the 10 nails. Nails damaged during berm excavation shall be repaired or replaced by the Contractor, to the 11 satisfaction of the Engineer, at no added cost to the Contracting Agency. 12 13 If sections of the wall are constructed at different times than the adjacent soil nail sections, the 14 Contractor shall use stabilizing berms, temporary slopes, or other measures. as approved by the 15 Engineer, to prevent sloughing or failure of the adjacent soil nail sections. 16 17 If cobbles and boulders are encountered at the soil face during excavation, the Contractor shall 18 remove all cobbles and boulders that protrude from the soil face into the design wall section and fill the 19 void with shotcrete. All shotcrete used to fill voids created by removal of cobbles and boulders shall be 20 incidental to shotcrete facing. 21 22 The grout equipment shall produce a grout free of lumps and undispersed cement. A positive 23 displacement grout pump shall be used. The pump shall be equipped with a pressure gauge near the 24 discharge end to monitor grout pressures The pressure gauge shall be capable of measuring 25 pressures of at least 150 psi or twice the actual grout pressures used by the Contractor, whichever is 26 greater. The grouting equipment shall be sized to enable the grout to be pumped in one continuous 27 operation The mixer shall be capable of continuously agitating the grout. 28 29 The grout shall be injected from the lowest point of the drilled hole. The grout shall be pumped through 30 grout tubes after insertion of the soil nail The quantity of the grout and the grout pressures shall be 31 recorded. The grout pressures and grout takes shall be controlled to prevent excessive ground heave. 32 33 6- 15.3(7) Shotcrete Facing 34 Prior to placing any shotcrete on an excavated layer, the Contractor shall vertically center 35 prefabricated drainage mat between the columns of nails as shown in the Plans. The prefabricated 36 drainage mat shall be installed in accordance with the manufacturer's recommendations. The 37 permeable drain side shall be placed against the exposed soil face. The prefabricated drainage mat 38 shall be installed after each excavation lift and shall be hydraulically connected with the prefabricated 39 drainage mat previously placed, such that the vertical flow of water is not impeded The Contractor 40 shall tape all joints in the prefabricated drainage mat to prevent shotcrete intrusion during shotcrete 41 application. 42 43 The Contractor shall place steel reinforcing bars and welded wire fabric, and apply the shotcrete facing 44 in accordance with Section 6-18 and the details shown in the Plans. 45 46 The shotcrete shall be constructed to the minimum thickness as shown in the Plans. Costs associated 47 with additional thickness of shotcrete due to overexcavation or irregularities in the cut face shall be 48 bome by the Contractor. 49 50 Each soil nail shall be secured at the shotcrete facing with a steel plate as shown in the Plans. The 51 plate shall be seated on a wet grout pad of a pasty consistency similar to that of mortar for brick - laying. 52 The nut shall then be sufficiently tightened to achieve full bearing surface behind the plate. After the CITY OF SPOKANE VALLEY r AVENUE OVERLAY PROJECT 67 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 shotcrete and grout have had time to gain the specified strength, the nut shall be tightened with at least 100 foot - pounds of torque. 6- 15.3(8) Soil Nail Testing and Acceptance Both verification and proof testing of the nails is required. The Contractor shall supply all materials, equipment, and labor to perform the tests. The Contractor shall submit all test data to the Engineer. The testing equipment shall include a dial gauge or vernier scale capable of measuring to 0.001 inch of the ground anchor movement. A hydraulic jack and pump shall be used to apply the test load. The movement - measuring device shall have a minimum travel equal to the theoretical elastic elongation of the total nail length plus 1 inch. The dial gauge or vemier scale shall be aligned so that its axis is within 5 degrees from the axis of the nail and shall be monitored with a reference system that is independent of the jacking system and excavation face. The jack and pressure gauge shall be calibrated by an independent testing laboratory as a unit. Each load cell, test hack and pressure gauge, grout pump stroke counter. and master gauge, shall be calibrated as specified in Section 6- 15.3(3) item 4b. Additionally, the Contractor shall not use load cells, test jacks and pressure gauges, grout pump stroke counters, and master gauges. greater than 60 calendar days past their most recent calibration date, until such items are re-calibrated by an independent testing laboratory. The pressure gauge shall be graduated in 100 psi increments or less. The pressure gauge will be used to measure the applied load The pressure gauge shall be selected to place the maximum test load within the middle two-thirds of the range of the gauge. The ram travel of the jack shall not be less than the theoretical elastic elongation of the total length at the maximum test load plus 1 inch. The jack shall be independently supported and centered over the nail so that the nail does not carry the weight of the jack. The Contractor shall have a second calibrated jack pressure gauge at the site. Calibration data shall provide a specific reference to the jack and the pressure gauge. The loads on the nails during the verification and proof tests shall be monitored to verify consistency of load - defined as maintaining the test load within five percent of the specified value. Test loads less than 20,000 pounds shall be monitored by the jack pressure gauge. Test loads equal to or greater than 20,000 pounds shall be monitored with an electric or hydraulic load cell. The Contractor shall provide the load cell, the readout device, and a recent calibration curve The load cell shall be selected to place the maximum test load within the middle two- thirds of the range of the load cell. The stressing equipment shall be placed over the nail in such a manner that the jack bearing plates, load cell and stressing anchorage are in alignment Nails to be tested shall be initially grouted no closer to the excavation face than the dimension shown in the Plans. After placing the grout, the nail shall remain undisturbed until the grout has reached a strength sufficient to provide resistance during testing. Grouting to the excavation face shall be completed after successful testing has been performed. Test nails which are not part of the permanent wall may be left in the ground, provided the drill holes for the nails are completely filled with grout or non - structural filler after testing. Load testing shall be performed against a temporary bearing yoke or reaction frame which bears directly against the existing soil or the shotcrete facing. Temporary beanng pads shall be kept a minimum of 12 inches from the edges of the drilled hole unless a rigid steel plate is used to distribute the stress around the dulled hole. If a steel plate is used, it shall be a minimum of 3 feet square and of sufficient thickness that it will distribute the load evenly to the soil. Where the reaction frame bears directly against the shotcrete, the reaction frame shall be designed to prevent fracture of the shotcrete. CITY OF SPOKANE VALLEY 81° AVENUE OVERLAY PROJECT s8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 No part of the reaction frame shall bear within 12 inches of the edge of the test nail blockout unless otherwise approved by the Engineer. 6- 15.3(8)A Verification Testing Verification testing shall be performed on nails installed within the pattern of production nails to verify the Contractor's procedures, hole diameter, and design assumptions. No drilling or installation of production nails will be permitted in any groundirock unit unless successful verification testing of anchors in that unit has been completed and approved by the Engineer, using the same equipment, methods, nail inclination, nail length, and hole diameter as planned for the production nails. Changes In the drilling or installation method may require additional verification testing as determined by the Engineer and shall be done at no additional expense to the Contracting Agency. Verification tests may be performed prior to excavation for the soil nail wall. Successful verification tests are required within the limits as specified in the Special Provisions. Test nail locations within these limits shall be at locations selected by the Engineer. The design details of the verification testing, including the system for distributing test load pressures to the excavation surface and appropriate nail bar size and reaction plate, shall be developed by the Contractor, subject to approval by the Engineer. The intent is to stress the bond between the grout and the surrounding soil/rock to at least twice the design load transfer The bar shall be proportioned such that the maximum stress at 200 percent of the test load does not exceed 80 percent of the yield strength of the steel. The jack shall be positioned at the beginning of the test such that unloading and repositioning of the jack during the test will not be required. The verification tests shall be made by incrementally loading the nails in accordance with the following schedule of hold time: AL 1 minute 0.25TL 10 minutes 0.50TL 10 minutes 0.75TL 10 minutes 1.00TL 10 minutes 1.25TL 10 minutes 1.50TL 60 minutes 1.75TL 10 minutes 2.00TL 10 minutes AL = Nail Alignment Load TL = Nail Test Load The test load shall be determined by the following equation = Test Load (TL) = Bond Length (BL) X Design Load Transfer (DLT). The load shall be applied in increments of 25 percent of the test load. Each load increment shall be held for at least 10 minutes. Measurement of nail movement shall be obtained at each load increment. The load -hold period shall start as soon as the load is applied and the nail movement with respect to a fixed reference shall be measured and recorded at 1 minute, 2, 3, 5, 6. 10, 20, 30, 50, and 60 minutes. The Engineer will evaluate the results of each verification test and make a determination of the suitability of the test and of the Contractor's proposed production nail design and installation system. Tests which fail to meet the design criteria will require additional verification testing or an approved revision to the Contractor's proposed production nail design and installation system. If a nail fails in creep, retesting will not be allowed. CITY OF SPOKANE VALLEY S°' AVENUE OVERLAY PROJECT 69 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 A verification tested nail with a 60 minute load hold at 1.50TL is acceptable if The nail cames the test load with a creep rate that does not exceed 0.08 inch per log cycle of time and is at a linear or decreasing creep rate. 2 The total movement at the test load exceeds 80 percent of the theoretical elastic elongation of the non - bonded length Furthermore, a pullout failure shall not occur for the verification test anchor at the 2.OTL maximum load. Pullout failure load is defined as the load at which attempts to increase the test load result only in continued pullout movement of the test nail without a sustainable increase in the test load. The nails used for verification tests shall be sacrificial and shall not be used for production. The Contractor shall cut and remove the exposed end of all soil nails used for verification tests a minimum of two feet inside the finished groundline. 6- 15.3(8)B Proof Testing Proof tests shall be performed on production nails at the locations selected by the Engineer. Up to five percent of the production nails will be tested. Prior to testing, only the bond length (BL) portion of the nail shall be grouted. The Contractor shall maintain the side -wall stability of the drill hole for the non - grouted portion during the test Once proof testing is completed, the remainder of the proof tested nail shall be grouted. The bond length shall be determined from the Nail Schedule and Test Nail Detail shown in the Plans. Proof tests shall be performed by incrementally loading the nail in accordance with the schedule below The anchor movement shall be measured and recorded to the nearest 0.001 inch with respect to an independent fixed reference point in the same manner as for the verification tests at the alignment load and at each increment of load. The load shall be monitored in accordance with Section 6- 15.3 (8). The scheduling of hold times shall be as follows: AL 1 minute 0.25TL 5 minutes 0.50TL 5 minutes 0.75TL 5 minutes 1.00TL 5 minutes 1.25TL 5 minutes 1.50TL 10 minutes AL = Nail Alignment Load TL = Nail Test Load The maximum load in a proof test shall be held for 10 minutes. The load hold period shall start as soon as the maximum load is applied and the nail movement with respect to an independent fixed reference shall be measured and recorded at 1, 2, 3, 4, 5, 6, and 10 minutes. The nail movement between 1 minute and 10 minutes shall not exceed 0.04 inches. If the nail movement between 1 and 10 minutes exceeds 0.04 inches, the maximum load shall be held an additional 50 minutes. If the load hold is extended, the nail movement shall be recorded at 20, 30, 50, and 60 minutes. If a nail fails in creep, retesting will not be allowed. A proof tested nail is acceptable if. CITY Of SPOKANE VALLEY 60' AVENUE OVERLAY PROJECT 70 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 The nail carries the maximum load with less than 0.04 inches of movement between 1 minute and 10 minutes, unless the load hold extended to 60 minutes, in which case the nail would be acceptable if the creep rate does not exceed 0,08 inches per log cycle of time. 2. The total movement at the maximum load exceeded 80 percent of the theoretical elastic elongation of the non - bonded length. 3 The creep rate is not increasing with time during the load hold period Due to the requirement for a non - bonded zone for testing purposes, the Contractor shall develop an installation method which will assure the stability of the non - bonded portion of the hole during testing and will allow for the non bonded zone to be grouted against the ground after testing. If a proof test fails, the Engineer may direct the Contractor to replace some or all of the installed production nails between the failed test and an adjacent proof test nail that has met the test criteria. The Engineer may also require additional proof testing. All additional proof tests, and all installation of additional or modified nails, shall be performed at no additional expense to the Contracting Agency 6- 15.3(9) Concrete Fascia Panels The Contractor shall construct the concrete fascia panels in accordance with Section 6 -02 and the details in the Plans. The concrete fascia panels shall be cured in accordance with the Section 6- 02.3(11) requirements specified for retaining walls. The Contractor shall provide the specified surface finish as noted, and to the limits shown, in the Plans to the exterior concrete surface. When noted in the Plans, the Contractor shall apply pigmented sealer to the limits shown in the Plans. Asphalt or cement concrete gutter shall be constructed as shown in the Plans and as specified in Section 8-04 6 -15.4 Measurement Prefabricated drainage mat will be measured by the square yard of matenal furnished and installed. Soil nails will be measured per each for each soil nail installed and accepted. The soil nail verification testing program will not be measured but will be paid for on a lump sum basis. Shotcrete facing and concrete fascia panel will be measured by the square foot surface area of the completed facing or fascia panel, measured to the neat lines of the facing or panel as shown in the Plans. 6 -15.5 Payment Payment will be made in accordance with Section 1 -04.1 for each of the following bid items when they are included in the proposal: 'Soil Nail — Epoxy Coated', per each. 'Soil Nail — Encapsulated', per each. All costs in connection with fumishing and installing the soil nails as specified shall be included in the unit contract price per each for 'Soil Nail - _', including all drilling, grouting, centralizers, bearing plates, welded shear connectors, nuts, proof testing, and other work required for installation of each soil nail. 'Prefabricated Drainage Mat', per square yard. Cn'Y OF SPOKANE VALLEY e AVENUE OVERLAY PROJECT 71 1 'Soil Nail Verification Test', lump sum. 2 3 'Concrete Fascia Panel', per square foot. 4 All costs in connection with constructing the concrete fascia panels as specified shall be included 5 in the unit contract price per square foot for 'Concrete Fascia Panel', including all steel reinforcing 6 bars, premolded joint filler, polyethylene bond breaker strip. joint sealant, pvc pipe for weep holes. 7 exterior surface finish, and pigmented sealer (when specified). 8 9 Shotcrete facing will be paid for in accordance with Section 6 -18.5. 10 11 Unless otherwise specified, all costs in connection with excavation in front of the back face of the 12 shotcrete facing shall be included in the unit contract price per cubic yard for 'Roadway 13 Excavation' or `Roadway Excavation Ind. Haul' as specified in Section 2 -03.5. 14 15 SECTION 6 -16, SOLDIER PILE AND SOLDIER PILE TIEBACK WALLS 16 April 4, 2005 17 6 -16.1 Description 18 This worts consists of constructing soldier pile walls and soldier pile tieback walls 19 20 6 -16.2 Materials 21 Materials shall meet the requirements of the following sections. 22 23 Controlled Density Fill 2- 09.3(1)E 24 Cement 9-01 25 Aggregates for Portland Cement Concrete 9 -03.1 26 Gravel Backfill 9-03.12 27 Premolded Joint Filler 9-04.1(2) 28 Welded Shear Studs 9 -06.15 29 Steel Reinforcing Bar 9 -07.2 30 Epoxy - Coated Steel Reinforcing Bar 9 -07.3 31 Paints 9 -08 32 Timber Lagging 9 -09.2 33 Preservative Treatment for Timber Lagging 9 -09.3(1) 34 Soldier Piles 9 -10.5 35 Concrete Curing Materials and Admixtures 9 -23 36 Fly Ash 9 -23.9 37 Water 9 -25 38 Prefabricated Drainage Mat 9- 33.2(3) 39 40 Other materials required shall be as specified in the Special Provisions. 41 42 6 -16.3 Construction Requirements 43 44 6- 16.3(1) Quality Assurance 45 The steel soldier piles shall be placed so that the center line of the pile at the top is within 1 inch of the 46 plan location. The steel soldier pile shall be plumb. to within 0.5 percent of the length based on the 47 total length of the pile. 48 49 Welding, repair welding, and welding inspection shall conform to the Section 6- 03.3(25) requirements 50 for welding, repair welding, and welding inspection for all other steel fabrication 51 CM OF SPOKANE VALLEY H°1 AVENUE OVERLAY PROJECT 72 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 6- 16.3(2) Submittals The Contractor shall submit shop plans as specified in Section 6-03.3(7) for all structural steel, including the steel soldier piles and the permanent ground anchors to the Engineer for approval. The Contractor shall submit the permanent ground anchor grout mix design and the procedures for placing the grout to the Engineer for approval. The Contractor shall submit forming plans for the concrete fascia panels, as specified in Sections 6- 02.3(16) and 6-02.3(17), to the Engineer for approval Where the lateral pressure from concrete placement, as specified in Section 6-02.3(17)J, is less than or equal to the design earth pressure, the Contractor may tie forms directly to the soldier piles 2. Where the lateral pressure from concrete placement, as specified in Section 6- 02.3(17)J, is greater than the design earth pressure, the Contractor shall follow one of the following procedures. a. Tie the forms to strongbacks behind the lagging, or use some other system that confines the pressure from concrete placement between the lagging and the form panels, in addition to the ties to the soldier piles b. Reduce the rate of placing concrete to reduce the pressure from concrete placement to less than or equal to the design earth pressure in addition to the ties to the soldier piles. c. Follow a procedure with a combination of a. and b. 3. The Contractor shall design the forms for an appropriate rate of placing concrete so that no cold joints occur, considering the wall thickness and height, and volume of concrete to be placed. The Contractor shall submit four copies of a shaft installation plan in accordance with Section 6-01.9 not less than 30 calendar days prior to the beginning of shaft construction. In preparing the submittal, the Contractor shall reference the available subsurface data provided in the contract test hole boring logs and the geotechnical report(s) prepared for this project. This plan shall provide at least the following information: An overall construction operation sequence and the sequence of shaft construction. 2. List, description, and capacities of proposed equipment including but not limited to cranes, drills, augers, bailing buckets, final cleaning equipment, and drilling units. The narrative shall describe why the equipment was selected, and describe equipment suitability to the anticipated site and subsurface conditions. The narrative shall include a project history of the drilling equipment demonstrating the successful use of the equipment on shafts of equal or greater size in similar soil/rock conditions. 3. Details of shaft excavation methods including proposed drilling methods, methods for cleanout of the shafts, disposal plan for excavated material and drilling slurry (if applicable), and a review of method suitability to the anticipated site and subsurface conditions. CITY OF SPOKANE VALLEY e AVENUE OVERLAY PROJECT 73 1 4_ Details of the method(s) to be used to ensure shaft stability (i.e., prevention of caving, bottom 2 heave, etc. using temporary casing, slurry, or other means) during excavation and concrete 3 placement. This shall include a review of method suitability to the anticipated site and 4 subsurface conditions. If temporary casings are proposed, casing dimensions and detailed 5 procedures for casing installation and removal shall be provided. If slurry is proposed, 6 detailed procedures for mixing, using, maintaining, and disposing of the slung shall be 7 provided A detailed mix design, and a discussion of its suitability to the anticipated 8 subsurface conditions shall also be provided for the proposed slurry. 9 10 5 Details of soldier pile placement including intemal support bracing and centralization 11 methods. 12 13 6 Details of concrete placement including proposed operational procedures for pumping and/or 14 tremie methods. 15 16 7. Details of the device used to prevent unauthorizeed entry into a shaft excavation 17 18 8. The method to be used to form the horizontal construction joint at the top elevation specified 19 for concrete Class 4000P in the shaft. 20 21 Work shall not begin until the appropriate submittals have been approved in writing by the Engineer. 22 23 6- 16.3(3) Shaft Excavation 24 Shafts shall be excavated to the required depth as shown in the Plans. The minimum diameter of the 25 shaft shall be as shown in the Plans The excavation shall be completed in a continuous operation 26 using equipment capable of excavating through the type of material expected to be encountered. 27 28 The Contractor may use temporary telescoping casing to construct the shafts 29 30 If the shaft excavation is stopped the shaft shall be secured by installation of a safety cover It shall be 31 the Contractor's responsibility to ensure the safety of the shaft and surrounding soil and the stability Of 32 the side walls. A temporary casing, slurry, or other methods specified in the shaft installation plan as 33 approved by the Engineer shall be used if necessary to ensure such safety and stability. 34 35 Where caving in conditions are encountered, no further excavation will be allowed until the Contractor 36 has Implemented the method to prevent ground caving as submitted in accordance with item 4 of the 37 Shaft Installation Plan and as approved by the Engineer. 38 39 No more than 2 inches of loose or disturbed material, for soldier piles with permanent ground anchors, 40 nor more than 12 inches of loose or disturbed material, for soldier piles without permanent ground 41 anchors, shall be present at the bottom of the shaft just prior to beginning concrete placement_ 42 43 The excavated shaft shall be inspected and approved by the Engineer prior to proceeding with 44 construction. 45 46 When obstructions are encountered, the Contractor shall notify the Engineer promptly. An obstruction 47 is defined as a specific object (including, but not limited to, boulders, logs, and man made objects) 48 encountered during the shaft excavation operation which prevents or hinders the advance of the shaft 49 excavation. When efforts to advance past the obstruction to the design shaft tip elevation result in the 50 rate of advance of the shaft drilling equipment being significantly reduced relative to the rate of 51 advance for the rest of the shaft excavation, then the Contractor shall remove the obstruction under 52 the provisions of Section 6-16.5 as supplemented in the Special Provisions. The method of removal of CITY OF SPOKANE VALLEY 87° AVENUE OVERLAY PROJECT 74 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 such obstructions, and the continuation of excavation shall be as proposed by the Contractor and approved by the Engineer. Excavation of shafts shall not commence until a minimum of 12 hours after the shaft backfill for the adjacent shafts has been placed. The temporary casings for the shafts shall be removed. A minimum 5 foot head of concrete shall be maintained to balance the soil and water pressure at the bottom of the casing The casing shall be smooth 6- 16.3(4) Installing Soldier Piles Soldier piles, if spliced, shall conform to all requirements of Section 6- 05.3(6). The prefabricated steel soldier piles shall be lowered into the drilled shafts and secured in position. Concrete cover over the soldier pile shall be 1 inch minimum. The steel soldier piles and attachments shall be shop painted after fabrication to the limits shown in the Plans with one coat of inorganic zinc primer. Application of the one coat of primer shall be in accordance with Section 6 -07. The welded shear studs may be attached before or after painting. Paint damaged by welding shear studs in place does not require repair 6- 16.3(5) Backfilling Shaft The excavated shaft shall be backfilled with either controlled density fill (CDF), lean concrete, or concrete Class 4000P, as shown in the Plans. Placement of the shaft backfill shall commence immediately after completing the shaft excavation and receiving the Engineer's approval of the excavation. Concrete Class 4000P and lean concrete shall be placed in one continuous operation to the elevation shown in the Plans. CDF shall be placed in one continuous operation to the top of the shaft. Vibration of shaft backfill is not required. If water is not present, the shaft backfill shall be deposited by a method which prevents segregation of aggregates. The shaft backfill shall be placed such that the free -fall is vertical down the shaft without hitting the sides of the soldier pile or the excavated shaft. The Contractor's method for depositing the shaft backfill shall have approval of the Engineer prior to the placement of the shaft backfill. If water is present, the shaft backfill shall be deposited in accordance with Section 6- 02.3(6)B 6- 16.3(6) Installing Timber Lagging and Permanent Ground Anchors The excavation and removal of CDF and lean concrete for the lagging installation shall proceed in advance of the lagging_ The bottom of the excavation in front of the wall shall be level. Excavation shall conform to Section 2 -03. For walls without permanent ground anchors, the bottom of excavation shall be not more than three feet below the bottom level of the timber lagging already installed. For walls with permanent ground anchors, the bottom of excavation shall be not more than 3 feet below tieback anchor level until all permanent ground anchors at that level are installed and stressed. Installing, stressing, and testing the permanent ground anchors shall be In accordance with Section 6 -17 and the construction sequence specified in the Plans. Unless otherwise specified, timber lagging in walls with concrete fascia panels shall be untreated. Timber lagging for all other walls shall be treated CITY OF SPOKANE VALLEY 8" AVENUE OVERLAY PROJECT 75 1 The lagging shall be installed from the top of the pile proceeding downward. The timber lagging shall 2 make direct contact with the soil Voids shall be filled with gravel backfill for walls, which shall be 3 considered incidental to the installation of the timber lagging. 4 5 Where timber lagging and backfill are above the existing or excavated groundline, the lagging and 6 backfill shall be placed concurrently. The backfill layers shall be placed in accordance with Section 2- 7 03.3(14) except that all layers shall be compacted to 90 percent of maximum density. 8 9 6- 16.3(7) Prefabricated Drainage Mat 10 For walls with concrete fascia panels, prefabricated drainage mat shall be installed full height of the 11 concrete fascia panel and full width between soldier pile flanges, unless otherwise shown in the Plans. 12 13 The prefabricated drainage mat shall be attached to the lagging in accordance wrth the manufacturer's 14 recommendations. The fabric side shall face the lagging. Splicing of the prefabricated drainage mat 15 shall be in acc ardance with the manufacturer's recommendations. 16 17 The Contractor shall ensure the hydraulic connection of the prefabricated drainage mat to the 18 previously installed material so that the vertical flow of water is not impeded. 19 20 The Contractor shall tape all joints in the prefabricated drainage mat to prevent concrete intrusion 21 during concrete fascia panel construction. 22 23 6- 16.3(8) Concrete Fascia Panel 24 The Contractor shall construct the concrete fascia panels as shown in the Plans, and in accordance 25 with the forming plan as approved by the Engineer. The concrete fascia panels shall be cured in 26 accordance with the Section 6-02.3(11) requirements specified for retaining walls. 27 28 The Contractor shall provide the specified surface finish as noted, and to the limits shown, in the Plans 29 to the exterior concrete surface When noted in the Plans, the Contractor shall apply pigmented sealer 30 to the limits shown in the Plans. 31 32 Asohalt or cement concrete gutter shall be constructed as shown in the Plans. 33 34 6 -16.4 Measurement 35 Soldier pile shaft construction will be measured by the linear foot of shaft excavated below the top of 36 ground line for the shaft, defined as the highest existing ground point within the shaft diameter. 37 38 Furnishing soldier pile will be measured by the linear foot of pile assembly specified in the Proposal, 39 including adjustments to the Plan quantity made in accordance with Section 1 -04.4. 40 41 Timber lagging will be measured by the thousand board feet measure (MBM) installed. The quantity 42 will be computed using the nominal thickness and width dimensions of the timber lagging members, 43 and the center to center spacing of the soldier piles as the length dimension. 44 45 Prefabricated drainage mat will be measured by the square yard of material fumished and installed. 46 47 Concrete fascia panel will be measured by the square foot surface area of the completed fascia panel. 48 measured to the neat lines of the panel as shown in the Plans. 49 50 6 -16.5 Payment 51 Payment will be made in accordance with Section 1 -04.1 for each of the following bid items when they 52 are included in the proposal CITY OF SPOKANE VALLEY A"i AVENUE OVERLAY PROJECT iv 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 "Shaft - Diameter', per linear foot. AJI costs in connection with constructing soldier pile shafts shall be included in the unit contract price per linear foot for 'Shaft - _ Diameter', including shaft excavation, temporary casing if used, CDF, lean concrete, concrete Class 4000P, and installing the soldier pile assembly. 'Fumishing Soldier Pile - per linear foot. All casts in connection with Fumishing soldier pile assemblies shalt be included in the unit contract price per linear foot for "Furnishing Soldier Pile - _', including fabricating and painting the pile assemblies. Payment will be made based on the quantity specified in the Proposal unless changes are made to this quantity in accordance with Section 1 -04.4, in which case the quantity specified in the Proposal will be adjusted by the amount of the change and will be paid for in accordance with Section 1 -04.4 "Timber Lagging', per MBM. All costs in connection with famishing and installing timber lagging shall be included in the unit contract price per MBM for `Timber Lagging', including preservative treatment when specified, and Filling voids behind the lagging with gravel backfill for wall 'Prefabricated Drainage Mat', per square yard. 'Concrete Fascia Panel', per square foot. All costs in connection with constructing the concrete fascia panels as specified shall be included in the unit contract price per square foot for 'Concrete Fascia Panel', including all steel reinforcing bars, premolded joint filler, polyethylene bond breaker strip, joint sealant, pvc pipe for weep holes, exterior surface finish, and pigmented sealer (when specified). Unless otherwise specified, all costs in connection with non -shaft excavation, including all excavation required for placement of timber lagging, shall be included in the unit contract price per cubic yard for 'Roadway Excavation' or 'Roadway Excavation Ind. Haul' as specified in Section 2 -03.5. SECTION 6 -17, PERMANENT GROUND ANCHORS April 5, 2004 6 -17.1 Description This work consists of constructing permanent ground anchors. 6 -17.2 Materials Materials required, including materials for permanent ground anchors, shall be as specified in the Special Provisions. 6 -17.3 Construction Requirements The Contractor shall select the ground anchor type and the installation method, and determine the bond length and anchor diameter. The Contractor shall install ground anchors that will develop the load indicated in the Plans and verified by tests specified in Sections 6- 17.3(8)A, 6-17 3(8)B, and 6- 17.3(8)C. 6- 17.3(1) Definitions Anchor Devices: The anchorhead wedges or nuts which grip the prestressing steel. Bearing Plate: The steel plate which evenly distributes the ground anchor force to the structure. CiTY OF SPOKANE VALLEY 8" AVENUE OVERLAY PROJECT 77 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1B 19 20 21 22 23 24 25 25 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 Bond Length: The length of the ground anchor which is bonded to the ground and transmits the tensile force to the soil or rock. Ground Anchor. A system, referred to as a tieback or as an anchor, used to transfer tensile loads to soil or rock. A ground anchor includes all prestressing steel, anchorage devices, grout, coatings, sheathings and couplers if used. Maintaining Consistency of Load: Maintaining the test load within five percent of the specified value. Minimum Guaranteed Ultimate Tensile Strength (MUTS): The minimum guaranteed breaking load of the prestressing steel as defined by the specified standard. Tendon Bond Length: The length of the tendon which is bonded to the anchor grout. Tendon Unbonded Length The length of the tendon which is not bonded to the anchor grout. Total Anchor Length: The unbonded length plus the tendon bond length. 6- 17.3(2) Contractor Experience Requirements The Contractor or Subcontractor performing this work shall have installed permanent ground anchors for a minimum of three years. Prior to the beginning of construction, the Contractor shall submit a list containing at least frve projects on which the Contractor has installed permanent ground anchors. A brief description of each project and a reference shall be included for each project listed. As a minimum, the reference shall include an individual's name and current phone number. The Contractor shall assign an engineer to supervise the work with at least three years of expenence in the design and construction of permanently anchored structures. The Contractor shall not use consultants or manufacturer's representatives in order to meet the requirements of this section. Drill operators and on -site supervisors shall have a minimum of one year experience installing permanent ground anchors. Contractors or Subcontractors that are specifically prequalified in Class 36 work will be considered to have met the above experience requirements The Contractor shall allow up to 15 calendar days for the Engineer's review of the qualifications and staff as noted above. Work shall not be started on any anchored wall system nor materials ordered until approval of the Contractor's qualifications are given. 6- 17.3(3) Submittals The Contractor shall submit working drawings and structural design calculations in accordance with Section 6 -01.9 for the ground anchor system or systems intended for use. The Contractor shall submit a detailed description of the construction procedure proposed for use to the Engineer for approval. The Contractor shall submit a ground anchor schedule giving: 1 Ground anchor number 2. Ground anchor design load 3. Type and size of tendon 4. Minimum total bond length CRY of SPOKANE VALLEY r AVENUE OVERLAY PROJECT 711 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 23 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 5. Minimum anchor length 6. Minimum tendon bond length 7. Minimum unbonded length The Contractor shall submit working drawings of the ground anchor tendon and the corrosion protection system. Include details of the following: 1. Spacers and their location 2. Centralizers and their location 3. Unbonded length corrosion protection system, including the permanent rubber seal between the trumpet and the tendon unbonded length corrosion protection. 4. Bond length corrosion protection system 5. Anchorage and trumpet 6. Anchorage corrosion protection system 7. Anchors using non- restressable anchorage devices The Contractor shall submit shop plans as specified in Section 6-03.3(7) for all structural steel, including the permanent ground anchors to the Engineer for review and approval. The Contractor shall submit the grout mix designs and the procedures for placing the grout to the Engineer for approval. The Contractor shall also submit the methods and materials used in filling the annulus over the unbonded length of the anchor. The Contractor shall submit five copies of detailed working drawings in accordance with Section 6-01.9 for the method proposed to be followed for the permanent ground anchor testing to the Engineer for approval prior to the tests. This shall include all necessary drawings and details to clearly describe the method proposed. The Contractor shall submit to the Engineer calibration data for each load cell, test jack, pressure gauge and master pressure gauge to be used. The calibration tests shall have been performed by an independent testing laboratory and tests shall have been performed within 60 calendar days of the date submitted. The Engineer shall approve or reject the calibration data after receipt of the data. Testing shall not commence until the Engineer has approved the load cell, jack, pressure gauge and master pressure gauge calibrations. Work shall not begin until the appropriate submittals have been approved in writing by the Engineer 6- 17.3(4) Preconstruction Conference A permanent ground anchor preconstruction conference shall be held at least five working days pnor to the Contractor beginning any permanent ground anchor work at the site to discuss construction procedures, personnel, and equipment to be used. The list of materials specified on the Record of Materials Form (ROM) for this item of work will also be discussed. Those attending shall include: (representing the Contractor) The superintendent, on site supervisors, and all foremen in charge of drilling the ground anchor hole, placing the permanent ground anchor and grout and tensioning and testing the permanent ground anchor. 2. (representing the Contracting Agency) The Project Engineer, key inspection personnel, and representatives from the WSDOT Construction Office and Materials Laboratory Geotechnical Services Branch. CrTY OF SPOKANE VALLEY 8° AVENUE OVERLAY PROJECT 79 1 If the Contractors key personnel change, or if the Contractor proposes a significant revision of the 2 approved permanent ground anchor installation plan, an additional conference shall be held before 3 any additional permanent ground anchor operations are performed. 4 5 6- 17.3(5) Tendon Fabrication 6 The tendons can be either shop or field fabricated. The tendon shall be fabricated as shown In the 7 approved shop plans. 8 9 The Contractor shall select the type of tendon to be used. The tendon shall be sized so the design 10 load does not exceed 60 percent of the minimum guaranteed ultimate tensile strength of the tendon 11 In addition, the tendon shall be sized so the maximum test load does not exceed 80 percent of the 12 minimum guaranteed ultimate tensile strength of the tendon. 13 14 The Contractor shall be responsible for determining the bond length and tendon bond length 15 necessary to develop the design load indicated in the Plans in accordance with Sections 6- 17.3(8)A, 6- 16 17 3(B)B, and 6- 17.3(8)C. The minimum bond length shall be ten feet in rack and 15 feet in soil. 17 18 When the Plans require the tendon bond length to be encapsulated, the tendon bond length portion of 19 the tendon shall be corrosion protected by encapsulating the tendon in a grout - filled PE or PVC tube 20 as specified in Section 6 -17.2 as supplemented in the Special Provisions. The tendons can be grouted 21 inside the encapsulation prior to inserting the tendon in the drill hole or after the tendon has been 22 placed in the drill hole. Expansive admixtures can be mixed with the encapsulation grout if the tendon 23 is grouted inside the encapsulation while outside the drill hole. The tendon shall be centralized within 24 the bond length encapsulation with a minimum of 0.20 inches of grout cover. Spacers shall be used 25 along the tendon bond length of mufti- element tendons to separate the elements of the tendon so the 26 prestressing steel will bond to the encapsulation grout. 27 28 Centralizers shall be used to provide a minimum of 0.5 inches of grout cover over the tendon bond 29 length encapsulation. Centralizers shall be securely attached to the encapsulation and the center-to- 30 center spacing shall not exceed ten feet. In addition, the upper centralizer shall be located a maximum 31 of five feet from the top of the tendon bond length and the lower centralizer shall be located a 32 maximum of one foot from the bottom of the tendon bond length. 33 34 The centralizer shall be able to support the tendon in the drill hole and position the tendon so a 35 minimum of 0.5 inches of grout cover is provided and shall permit free flow of grout. 36 37 Centralizers are not required on encapsulated, pressure - injected ground anchor tendons if the ground 38 anchor is installed in coarse grained soils (more than 50 percent of the soil larger than the number 200 39 sieve) using grouting pressures greater than 150 psi. 40 41 Centralizers are not required on encapsulated. hollow- stem - augered ground anchor tendons if the 42 ground anchor is grouted through and the hole is maintained full of a stiff grout (eight -inch slump or 43 less) during extraction of the auger. 44 45 The minimum unbonded length of the tendon shall be the greater of 15 feet or that indicated in the 46 Plans. 47 48 Corrosion protection of the unbonded length shall be provided by a sheath completely filled with 49 corrosion inhibiting grease or grout. If grease is used under the sheath, provisions shall be made to 50 prevent the grease from escaping at the ends of the sheath. The grease shall completely coat the 51 tendon and fill the voids between the tendon and the sheath. The working drawings shall show how CITY OF SPOKANE VALLEY 8' AVENUE OVERLAY PROJECT s0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 so 51 52 the Contractor will provide a transition between the tendon bond length and the unbonded tendon length corrosion protection. If the sheath is not fabricated from a smooth tube, a separate bondbreaker shall be provided. The bondbreaker shall prevent the tendon from bonding to the anchor grout surrounding the tendon unbonded length The total anchor length shall not be less than that indicated in the Plans or the approved working drawings. Anchorage devices shall be capable of developing 95 percent of the minimum guaranteed ultimate tensile strength of the prestressing steel tendon. The anchorage devices shall conform to the static strength requirements of Section 3.1 of the Post Tensioning Institute "Specification for Unbonded Single Strand Tendons, First Edition - 1993 Nan- restressable anchorage devices may be used except where indicated in the Plans. Restressable anchorages shall be provided on those ground anchors that require reloading. The post - tensioning supplier shall provide a restressable anchorage compatible with the post - tensioning system provided. The bearing plates shall be sized so the bending stresses in the plate do not exceed the yield strength of the steel when a load equal to 95 percent of the minimum guaranteed ultimate tensile strength of the tendon is applied, and the average bearing stress on the concrete does not exceed that recommended in Section 3.1.3 of the Post Tensioning Institute, "Specification For Unbonded Single Strand Tendons, First Edition - 1993 ". The trumpet shall have an inside diameter equal to or larger than the hole in the bearing plate. The trumpet shall be long enough to accommodate movements of the structure during testing and stressing. For strand tendons with encapsulation over the unbonded length, the trumpet shall be long enough to enable the tendon to make a transition from the diameter or the tendon in the unbonded length to the diameter of the tendon at the anchorhead without damaging the encapsulation_ Trumpets filled with corrosion- inhibiting grease shall have a permanent rubber seal, as approved by the Engineer, provided between the trumpet and the tendon unbonded length corrosion protection. Trumpets filled with grout shall have a temporary seal provided between the trumpet and the tendon unbonded length corrosion protection or the trumpet shall overlap the tendon unbonded length corrosion protection. 6- 17.3 (6) Tendon Storage And Handling Tendons shall be handled and stored in such a manner as to avoid damage or corrosion. Damage to the prestressing steel as a result of abrasions, cut, nicks, welds and weld splatter will be cause for rejection by the Engineer. The prestressing steel shall be protected rf welding is to be performed in the vicinity. Grounding of welding leads to the prestressing steel is forbidden. Prestressing steel shall be protected from dirt, rust, and deleterious substances. A light coating of rust on the steel is acceptable. If heavy corrosion or pitting is noted, the Engineer will reject the affected tendons. The Contractor shall use care in handling and storing the tendons at the site. Prior to inserting a tendon in the drill hole, the Contractor and the Engineer will examine the tendon for damage to the encapsulation and the sheathing. If, in the opinion of the Engineer, the encapsulation is damaged, the Contractor shall repair the encapsulation in accordance with the tendon supplier's recommendations and as approved by the Engineer. If, in the opinion of the Engineer, the smooth sheathing has been damaged, the Contractor shall repair it with ultra high molecular weight polyethylene (PE) tape_ The Cn'Y OF SPOKANE VALLEY B* AVENUE OVERLAY PROJECT 111 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 tape shall be spiral wound around the tendon so as to completely seal the damaged area. The pitch of the spiral shall ensure a double thickness at all points. 6- 17.3(7) Installing Permanent Ground Anchors The Contractor shall select the drilling method, the grouting procedure, and the grouting pressure used for the installation of the ground anchor When caving conditions are encountered, no further drilling will be allowed until the Contractor selects a method to prevent ground movement. The Contractor may use a temporary casing. The Contractors method to prevent ground movement shall be approved by the Engineer. The casings for the anchor holes, if used, shall be removed. The drill hole shall be located so the longitudinal axis of the drill hole and the longitudinal axis of the tendon are parallel. The ground anchor shall not be drilled in a location that requires the tendon to be bent in order to enable the bearing plate to be connected to the supported structure. At the point of entry the ground anchor shall be installed within plus or minus three degrees of the inclination from horizontal shown in the Plans or the approved working drawings. The ground anchors shall not extend beyond the right of way limits. The tendon shall be inserted into the drill hole to the desired depth. When the tendon cannot be completely inserted without difficulty. the Contractor shall remove the tendon from the drill hole and clean or redrill the hole to permit insertion. Partially inserted tendons shall not be driven or forced into the hole. The Contractor shall use a grout conforming to Section 6 -17.2 as supplemented in the Special Provisions The grout equipment shall produce a grout free of lumps and undispersed cement. A positive displacement grout pump shall be used. The pump shall be equipped with a pressure gauge near the discharge end to monitor grout pressures. The pressure gauge shall be capable of measuring pressures of at least 150 psi or twice the actual grout pressures used by the Contractor, whichever is greater. The grouting equipment shall be sized to enable the grout to be pumped in one continuous operation. The mixer shall be capable of continuously agitating the grout. The grout shall be injected from the lowest point of the drill hole. The grout may be pumped through grout tubes, casing, or drill rods. The grout can be placed before or after insertion of the tendon The quantity of the grout and the grout pressures shall be recorded. The grout pressures and grout takes shall be controlled to prevent excessive heave in soils or fracturing of rock formations. After grouting, the tendon shall not be loaded for a minimum of 3 days. No grout shall to placed above the top of the bond length during the time the bond length grout is placed. The grout at the top of the drill hole shall not contact the back of the structure or the bottom of the trumpet. Except as otherwise noted, only nonstructural filler shall be placed above the bond length grout prior to testing and acceptance of the anchor. The Contractor may place structural grout above the bond length grout prior to testing and acceptance of the anchor subject to the following conditions: The anchor unbonded length shall be increased by eight feet minimum. 2. The grout in the unbonded zone shall not be placed by pressure grouting methods. The corrosion protection surrounding the unbonded length of the tendon shall extend up beyond the bottom seal of the trumpet or one foot into the trumpet if no trumpet seal is provided. If the protection CITY OF SPOKANE VALLEY 6" AVENUE OVERLAY PROJECT 82 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 does not extend beyond the seal or sufficiently far enough into the trumpet, the Contractor shall extend the corrosion protection or lengthen the trumpet. The corrosion protection surrounding the no load zone length of the tendon shown in the Plans shall not contact the bearing plate or the anchorhead during testing and stressing. If the protection is too long, the Contractor shall tnm the corrosion protection to prevent contact. The bearing plate and anchorhead shall be placed so the axis of the tendon and the drill hole are both perpendicular to the bearing plate within plus or minus three degrees and the axis of the tendon passes through the center of the bearing plate. The trumpet shall be completely filled with corrosion inhibiting grease or grout. Trumpet grease can be placed anytime during construction. Trumpet grout shall be placed after the ground anchor has been tested The Contractor shall demonstrate to the Engineer that the procedure selected by the Contractor for placement of either grease or grout produces a completely filled trumpet All anchorages permanently exposed to the atmosphere shall be covered with a corrosion inhibiting grease - filled or grout - filled cover. The Contractor shall demonstrate to the Engineer that the procedures selected by the Contractor for placement of either grease or grout produces a completely filled cover. If the Plans require restressable anchorages, corrosion inhibiting grease shall be used to fill the anchorage cover and trumpet. 6- 17.3(8) Testing And Stressing Each ground anchor shall be tested. The test load shall be simultaneously applied to the entire tendon. Stressing of single elements of multi - element tendons will not be permitted. Test data will be recorded by the Engineer. The testing equipment shall consist of a dial gauge or vemier scale capable of measunng to 0.001 inches shall be used to measure the ground anchor movement. The movement - measuring device shall have a minimum travel equal to the theoretical elastic elongation of the total anchor length plus 1 inch. The dial gauge or vernier scale shall be aligned so that its axis is within 5 degrees from the axis of the tieback. A hydraulic jack and pump shall be used to apply the test load. The jack and pressure gauge shall be calibrated by an independent testing laboratory as a unit. Each load cell, test jack and pressure gauge, and master pressure gauge, shall be calibrated as specified in Section 6- 17.3(3). Additionally, the Contractor shall not use load cells, test jacks and pressure gauges, and master pressure gauges, greater than 60 calendar days past their most recent calibration date, until such items are re- calibrated by an independent testing laboratory The pressure gauge shall be graduated in 100 -psi increments or less. The pressure gauge will be used to measure the applied load. The pressure gauge shall be selected to place the maximum test load within the middle two- thirds of the range of the gauge. The ram travel of the jack shall not be less than the theoretical elastic elongation of the total anchor length at the maximum test load plus one inch. The jack shall be independently supported and centered over the tendon so that the tendon does not cant' the weight of the jack, The Contractor shall have a second calibrated jack pressure gauge at the site. Calibration data shall provide a specific reference to the jack and the pressure gauge. The loads on the tiebacks during the performance and verification tests shall be monitored to verify consistency of load as defined in Section 6- 17.3(1). Test loads less than 20,000 pounds shall be monitored by the jack pressure gauge. Test toads equal to or greater than 20.000 pounds shall be monitored with an electric or hydraulic load cell_ The Contractor shall provide the load cell and a readout device. The load cell shall be selected to place the maximum test load within the middle two- CITY OF SPOKANE VALLEY e AVENUE OVERLAY PROJECT 83 1 thirds of the range of the load cell. The stressing equipment shall be placed over the ground anchor 2 tendon in such a manner that the jack, bearing plates, load cell and stressing anchorage are in 3 alignment. 4 5 6- 17.3(8)A Verification Testing 6 Verification tests shall be performed to verify the design of the anchor system. These ground anchor 7 test results shall verify the Contractor's design and be approved by the Engineer prior to ordering 8 anchor material for the tieback retaining walls. The tests shall be performed on sacrificial test anchors. 9 A minimum of two successful verification tests shall be conducted The locations shall be close to the 10 anchor location of the production anchors The test locations shall be selected by the Contractor and 11 approved by the Engineer 12 13 The drilling method, anchor diameter, and depth of anchorage for the test anchor shall be identical as 14 for the production anchors. The no -load zone shall be bacldilled prior to withdrawing the casing. 15 16 The anchor tested shall be loaded to 200 percent of the design load (DL). The prestressing tendon 17 shall be proportioned such that the maximum stress does not exceed 80 percent of the ultimate 18 strength of the steel. The jack shall be positioned at the beginning of the test such that unloading and 19 repositioning of the jack during the test will not be required. 20 21 The verification tests shall be made by incrementally loading the anchors in accordance with the 22 following schedule. 23 24 AL - Anchor Alignment Load 25 DL - Anchor Design Load 26 27 Load Hold Time 28 29 AL 1 Min. 30 0.25DL 10 Min. 31 0.50DL 10 Min. 32 0.75DL 10 Min. 33 1.00DL 10 Min. 34 1.25DL 10 Min. 35 1.50DL 60 Min. 36 1.75DL 10 Min. 3 7 2.00DL 10 Min. 38 AL 1 Min. 39 40 The test load shall be applied in increments of 25 percent of the design load. Each load increment 41 shall be held for at least 10 minutes. Measurement of anchor movement shall be obtained at each 42 load increment. The load -hold period shall start as soon as the test load is applied and the anchor 43 movement, with respect to a fixed reference, shall be measured and recorded at 1 minute. 2, 3, 4, 5, 6, 44 10, 15, 20, 25, 30, 45, and 60 minutes. 45 46 The verification test will be considered successful if the anchor meets the criteria for a performance 47 tested ground anchor in Section 6- 17.3(9), and in addition, a pull -out failure does not occur at the 48 2.ODL maximum load. 49 50 The Engineer will give the Contractor a written order conceming ground anchor construction within 51 seven working days after completion of the verification tests. This written order will either confirm the C" OF SPOKANE VALLEY 8' AVENUE OVERLAY PROJECT 84 1 bond lengths as shown in the Contractor's plans for ground anchors or reject the anchors based upon 2 the result of the verification tests- 3 4 6- 17.3(8)6 Performance Testing 5 Performance tests shall be done in accordance with the following procedures. Five percent of the 6 ground anchors or a minimum of three ground anchors, whichever is greater, shall be performance 7 tested. The Engineer shall select the ground anchors to be performance tested. The first production 8 anchor shall be performance tested. 9 10 The performance test shall be made by incrementally loading and unloading the ground anchor in 11 accordance with the following schedule. The load shall be raised from one increment to another 12 immediately after a deflection reading. 13 14 Performance Test Schedule 15 16 Load Load 17 18 AL AL 19 0.25DL 0.25DL 20 AL 0.50DL 0.25DL 0.75DL 0.50DL 1.00DL 23 AL 1.25DL 24 0.25DL AL 25 0.50DL 0 25DL *26 0.75DL 0.50DL 27 AL 0.75DL 28 0.25DL 1.00DL 29 0.5ODL 1.250L 30 0.75DL 1.50DL 31 1.00DL AL 32 Jack to lock -off load 33 34 Where: AL - is the alignment load DL - is the anchor design load. 35 36 The maximum test load in a performance test shall be held for ten minutes. The load -hold period shall 37 start as soon as the maximum test load is applied and the anchor movement, with respect to a fixed 38 reference, shall be measured and recorded at 1 minute, 2, 3, 4, 5, 6, and 10 minutes. If the anchor 39 movement between one minute and ten minutes exceeds 0.04 inches, the maximum test load shall be 40 held for an additional 50 minutes. If the load hold is extended, the anchor movement shall be recorded 41 at 15 minutes, 20, 25, 30, 45, and 60 minutes. If an anchor fails in creep, retesting will not be allowed 42 All anchors not performance tested shall be proof tested. 43 44 6- 17.3(8)C Proof Tasting 45 Proof tests shall be performed by incrementally loading the ground anchor in accordance with the 46 following schedule. The load shall be raised from one increment to another immediately after a 47 deflection reading. The anchor movement shall be measured and recorded to the nearest 0.001 48 inches with respect to an independent fixed reference point at the alignment load and at each 49 increment of load. The load shall be monitored with a pressure gauge. At load increments other than 50 the maximum test load, the load shall be held just long enough to obtain the movement reading 51 52 Proof Test Schedule CM OF SPOKANE VALLEY B* AVENUE OVERLAY PROJECT as 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 Load Load AL 1.00DL 0.25DL 1.25DL 0.50DL 1.50DL 0.75DL Jack to lock -off load Where: AL - is the alignment load DL - is the anchor design load The maximum test load in a proof test shall be held for ten minutes. The load -hold period shall start as soon as the maximum test load is applied and the anchor movement with respect to a fixed reference shall be measured and recorded at 1 minute. 2, 3, 4, 5. 6, and 10 minutes If the anchor movement between one minute and ten minutes exceeds 0.04 inches, the maximum test load shall be held of an additional 50 minutes. if the load hold is extended, the anchor movements shall be recorded at 15 minutes, 20, 25, 30, 45, and 60 minutes. If an anchor fails in creep, retesting will not be allowed. 6- 17.3(9) Permanent Ground Anchor Acceptance Criteria A performance or proof tested ground anchor with a ten minute load hold is acceptable if the: Ground anchor carries the maximum test load with less than 0.04 inches of movement between one minute and ten minutes, and 2. Total movement at the maximum test load exceeds 80 percent of the theoretical elastic elongation of the tendon unbonded length A verification, performance or proof tested ground anchor with a 60- minute load hold is acceptable if the: Ground anchor carries the maximum test load with a creep rate that does not exceed 0.08 inchesllog cycle of time and is a linear or decreasing creep rate. 2. Total movement at the maximum test load exceeds 80 percent of the theoretical elastic elongation of the tendon unbonded length. If the total movement of the ground anchors at the maximum test load does not exceed 80 percent of the theoretical elastic elongation of the tendon unbonded length, the Contractor shall replace the ground anchor at no additional cost to the Contracting Agency. Retesting of a ground anchor will not be allowed. Ground anchors which have a creep rate greater than 0.08 inchestlog cycle of time can be incorporated in the finished work at a load equal to one -half its failure load. The failure load is the load carried by the anchor after the load has been allowed to stabilize for ten minutes. When a ground anchor fails, the Contractor shall modify the design, the construction procedures, or both. These modifications may include, but are not limited to, installing replacement ground anchors, modifying the installation methods, increasing the bond length or changing the ground anchor type Any modification which requires changes to the structure shall have prior approval of the Engineer Any modifications of design or construction procedures shall be at the Contractor's expense_ CITY OF SPOKANE VALLEY 8° AVENUE OVERLAY PROJECT 86 I I li 1 Upon completion of the test, the load shall be adjusted to the lock -off load indicated in the Plans and 2 transferred to the anchorage device. The ground anchor may be completely unloaded prior to lock -off. 3 After transferring the load and prior to removing the jack a lift -off reading shall be made. The lift-off 4 reading shall be within ten percent of the specified lock -off load. 5 6 If the load is not within ten percent of the specified lock -off load, the anchorage shall be reset and 7 another lift -off reading shall be made. This process shall be repeated until the desired lock -off load is 8 obtained. 9 10 6 -17.4 Measurement 11 Permanent ground anchors will be measured per each for each permanent ground anchor installed 12 and accepted. 13 14 Permanent ground anchor performance tests will be measured per each for each anchor performance 15 tested. 16 17 The permanent ground anchor verification testing program will not be measured but will be paid for on 18 a lump sum basis. 19 20 6 -17.5 Payment 21 Payment will be made in accordance with Section 1-04.1 for each of the following bid items when they 22 are included in the proposal: 23 24 `Permanent Ground Anchor', per each. 25 All costs in connection with furnishing and installing permanent ground anchors shall be included 26 in the unit contract price per each for 'Permanent Ground Anchor', including proof testing of the 27 installed anchor as specified. 28 29 'Permanent Ground Anchor Performance Test', per each. 30 'Permanent Ground Anchor Verification Test', lump sum. 31 32 SECTION 6 -18, SHOTCRETE FACING 33 April 5, 2004 34 6 -18.1 Description 35 This work consists of constructing shotcrete facing as shown in the Plans. Shotcrete constructed as 36 concrete slope protection shall be constructed in accordance with Section 8 -16. 37 38 6 -18.2 Materials 39 Materials shall meet the requirements of the following sections: 40 41 Cement 9-01 42 Aggregates for Portland Cement Concrete 9 -03.1 43 Premolded Joint Filler 9- 04.1(2) 44 Steel Reinforcing Bar 9 -07.2 45 Epoxy- Coated Steel Reinforcing Bar 9 -07.3 46 Concrete Curing Materials and Admixtures 9 -23 47 Fly Ash 9 -23.9 48 Water 9 -25 49 50 Other materials required, including materials for shotcrete, shall be as specified in the Special 51 Provisions. CfTY OF SPOKANE VALLEY 8° AVENUE OVERLAY PROJECT 87 2 6 -18.3 Construction Requiremonts 3 4 6- 18.3(1) Submittals 5 The Contractor shall submit the following information to the Engineer at least 14 calendar days prior to 6 beginning construction of the shotcrete facing: 7 8 1. The shotcrete mix design with compressive strength test results. 9 2. Method and equipment used to finish and cure the shotcrete facing. 10 3. Documentation of the experience of the nozzle operators in applying shotcrete. 11 12 The Contractor shall not begin construction of the shotcrete facing until receiving the Engineer's 13 approval of the above submittals. 14 15 6- 18.3(2) Mix Design 16 Shotcrete shall be proportioned to produce a 4,000 psi compressive strength at 28 days. The 17 Contractor shall submit the shotcrete mix design, proposed method of placement, and evidence that 18 the proposed design and placement method will produce the desired compressive strength at 28 days, 19 to the Engineer at least 14 calendar days prior to the anticipated beginning of shotcrete placement. 20 Shotcrete placement will not be allowed until the Engineer has approved the mix design and method of 21 placement. 22 23 Admixture shall be used only after receiving permission from the Engineer. If admixtures are used to 24 entrain air, to reduce water - cement ratio, to retard or accelerate setting time, or to accelerate the 25 development of strength, the admixtures shall be used at the rate specified by the manufacturer and 26 approved by the Engineer 27 28 6- 18.3(3) Testing 29 The Contractor shall make shotcrete test panels for evaluation of shotcrete quality, strength, and 30 aesthetics Both preproduction and production test panels, shalt be prepared_ All cores obtained for 31 the purpose of shotcrete strength testing shall have the following minimum dimensions: 32 33 a. The core diameter shall be at least 3 times the maximum aggregate size. but not less than 2 34 inches. 35 36 b. The core height shall be a minimum of 1,5 times the core diameter. 37 38 The Contractor shall remove at least three cores from each 36 -inch by 36 -inch shotcrete test panel in 39 accordance with AASHTO T 24. Cores removed from the panel shall be immediately wrapped in wet 40 burlap and sealed in a plastic bag. Cores shall be clearly marked to identify from where they were 41 taken and whether they are for pre - production or production testing. If for production testing, the 42 section of the wall represented by the cores shall be clearly marked on the cores. Cores shall be 43 delivered to the Engineer within 2 hours of coring. The remainder of the panels shall remain the 44 property of the Contractor. 45 46 6- 18.3(3)A Pre - production Testing 47 At least one 36 -inch by 36 -inch panel for each mix design shall be prepared for evaluation and testing 48 of the shotcrete quality and strength, One 48 -inch by 4 8-inch qualification panel shall be prepared for 49 evaluation and approval of the proposed method for shotcrete installation, finishing, and curing. Both 50 the 36 -inch and the 48 -inch panels shall be constructed using the same methods and initial curing 51 proposed to construct the shotcrete facing, except that the 36 -inch panel shall not include wire 52 reinforcement_ The 36 -inch panel shall be constructed to the minimum thickness necessary to obtain CITY OF SPOKANE VALLEY 8" AVENUE OVERLAY PROJECT 88 1 the required core samples_ The 4 8-inch panel shall be constructed to the same thickness as proposed 2 for the production facing. Production shotcrete work shall not begin until satisfactory test results are 3 obtained and the panels are approved by the Engineer. 4 5 6- 18.3(3)B Production Testing 6 The Contractor shall make at least one 36 -inch by 36 -inch panel for each section of facing shot, or as 7 many as directed by the Engineer. A section is defined as one day's placement. The production 8 panels shall be constructed using the same methods and initial curing used to construct the shotcrete 9 wall, but without wire reinforcement. The panels shall be constructed to the minimum thickness 10 necessary to obtain the required core samples. If the production shotcrete is found to be unsuitable 11 based on the results of the test panels, the sections) of the wall represented by the test panel(s) shall 12 be repaired or replaced to the satisfaction of the Engineer at no cost to the Contracting Agency. 13 14 6- 18.3(4) Qualifications of Contractor's Personnel 15 All nozzle operators shall have had at least one year of experience in the application of shotcrete. 16 Each nozzle operator will be qualified, by the Engineer, to place shotcrete, after successfully 17 completing one test panel for each shooting position and surface type which will be encountered. 18 19 Qualification will be based on a visual inspection of the shotcrete density, void structure, and finished 20 appearance along with a minimum 7-day compressive strength of 2.500 psi determined from the 21 average test results from two cores taken from each test panel. 22 23 The Contractor shall notify the Engineer not less than 2 days prior to the shooting of a qualification 24 panel. The mix design for the shotcrete shall be the same as that slated for the wall being shot. 25 26 Shotcrete shall be placed only by personnel qualified by the Engineer 27 28 If shotcrete finish Altematrve B or C is specified, evidence shall be provided that all shotcrete crew 29 members have completed at least three projects in the last five years where such finishing, or 30 sculpturing and texturing of shotcrete was performed. 31 32 6- 18.3(5) Placing Wire Reinforcement 33 Reinforcement of the shotcrete shall be placed as shown in the Plans. The wire reinforcement shall be 34 securely fastened to the steel reinforcing bars so that it will be 1 to 1.5 incises from the face of the 35 shotcrete at all locations, unless otherwise shown in the Plans Wire reinforcement shall be lapped 1.5 36 squares in all directions, unless otherwise shown in the Plans. 37 38 6- 18.3 (6) Alignment Control 39 The Contractor shall install non - corroding alignment wires and thickness control pins to establish 40 thickness and plane surface. The Contractor shall install alignment wires at comers and offsets not 41 established by formwork. The Contractor shall ensure that the alignment wires are tight, true to line, 42 and placed to allow further tightening. The Contractor shall remove the alignment wires after facing 43 construction is complete. 44 45 6- 18.3(7) Shotcrete Application 46 A clean, dry supply of compressed air sufficient for maintaining adequate nozzle velocity for all parts 47 for the work and for simultaneous operation of a blow pipe for cleaning away rebound shall be 48 maintained at all times. Thickness, method of support, air pressure, and rate of placement of 49 shotcrete shall be controlled to prevent sagging or sloughing of freshly - applied shotcrete. 50 51 The shotcrete shall be applied from the lower part of the area upwards Surfaces to be shot shall be 52 damp, but free of standing water CITY OF SPOKANE VALLEY 8' AVENUE OVERLAY PROJECT 89 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 The nozzles shall be held at an angle approximately perpendicular to the working face and at a distance that will keep rebound at a minimum and compaction will be maximized. Shotcrete shall emerge from the nozzle in a steady uninterrupted flow. If, for any reason, the flow becomes intermittent, the nozzle shall be diverted from the work until a steady flow resumes_ Surface defects shall be repaired as soon as possible after initial placement of the shotcrete. All shotcrete which lacks uniformity; which exhibits segregation, honeycombing, or lamination; or which contains any dry patches, slugs, voids, or sand pockets, shall be removed and replaced with fresh shotcrete by the Contractor, to the satisfaction of the Engineer at no cost to the Contracting Agency. Construction joints in the shotcrete shall be uniformly tapered over a minimum distance of twice the thickness of the shotcrete layer. The surface of the joints shall be cleaned and thoroughly wetted before adjacent shotcreting is performed. Shotcrete shall be placed in a manner which provides a finish with uniform texture and color across the construction joint The shotcrete shall be cured by applying a clear curing compound in accordance with Section 9 -23.2. The curing compound shall be applied immediately after final gunning, The air in contact with shotcrete surfaces shall be maintained at temperatures above 50F for a minimum of 7 days. Curing compounds shall not be used on any surfaces against which additional shotcrete or other cementitious finishing materials are to be bonded unless positive measures such as sandblasting, are taken to completely remove the curing compounds prior to the application of such additional materials. If field inspection or testing, by the Engineer, indicates that any shotcrete produced, fails to meet the requirements, the Contractor shall immediately modify procedures, equipment, or system, as necessary, and as approved by the Engineer to produce specification material. All substandard shotcrete already placed shall be repaired by the Contractor, to the satisfaction of the Engineer, at no additional cost to the Contracting Agency. Such repairs may include removal and replacement of all affected materials. 6- 18.3(8) Shotcrete Finishing When the shotcrete facing is an interim coating to be covered by a subsequent shotcrete coating or a cast -in -place concrete fascia later under the same contract, the Contractor shall strike off the surface of the shotcrete facing with a roughened surface as specified in Section 6- 02.3(12). The grooves of the roughened surface shall be either vertical or horizontal. When the shocrete facing provides the finished exposed final surface, the shotcrete face shall be finished using the alternative aesthetic treatment shown in the Plans. The alternatives are as follows: Alternative A After the surface has taken its initial set (crumbling slightly when cut), the surface shall be broom finished to secure a uniform surface texture_ Alternative B Shotcrete shall be applied in a thickness a fraction beyond the alignment wires and forms. The shotcrete shall stiffen to the point where the surface does not pull or crack when screeded with a rod or trowel Excess material shall t>e trimmed, sliced, or scraped to true lines and grade. Alignment wires shall be removed and the surface shall receive a steel trowel finish, leaving a smooth uniform texture and color_ Once the shotcrete has cured, pigmented sealer shall be applied to the shotcrete face. The shotcrete surface shall be completed to within a tolerance of inch of true line and grade. CITY OF SPOKANE VALLEY B'k AVENUE OVERLAY PROJECT 90 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 Alternative C Shotcrete shall be hand - sculptured, colored, and textured to simulate the relief. pointing, and texture of the natural backdrop surrounding the facing. The ends and base of the facing shall transition in appearance as appropnate to more nearly match the color and texture of the adjoining roadway fill slopes. This may be achieved by broadcasting fine and coarse aggregates, rocks, and other native materials into the final surface of the shotcrete while it is still wet, allowing sufficient embedment into the shotcrete to become a permanent part of the surface. 6 -18.4 Measurement Shotcrete facing will be measured by the square foot surface area of the completed facing measured to the neat lines of the facing as shown in the Plans. 6 -18.5 Payment Payment will be made in accordance with Section 1 -04.1 for each of the following bid items when they are included in the proposal. `Shotcrete Facing', per square foot. All costs in connection with constructing shotcrete facing as specified shall be included in the unit contract price per square foot for 'Shotcrete Facing' including all steel reinforcing bars, premolded joint filler, polyethylene bond breaker strip, joint sealant, pvc pipe for weep holes, exterior surface finish, and pigmented sealer (when speed). SECTION 7 -05, MANHOLES, INLETS, CATCH BASINS, AND DRYWELLS August 2, 2004 7 -05.5 Payment The sentence following "Catch Basin Type 2_ In. Diam ", per each" is deleted. The following is inserted after "Concrete Inlet ", per each ". All costs associated with furnishing and installing gravel backfill for bedding manholes, inlets and catch basins shall be included in the unit contract price for the item installed. The following is inserted after "Precast Concrete Drywell per each. 'Combination Inlet', per each_ All costs associated with furnishing and installing gravel bacldill for bedding manholes, inlets, and catch basins shall be in the unit contract price for the item installed. SECTION 7 -12, VALVES FOR WATER MAINS April 5, 2004 7 -12.3 Construction Requirements In the third paragraph the reference to Section 7 -10 is revised to Section 7 -09. In the fourth paragraph the reference to Section 7 -11 is revised to Section 7 -09 CITY OF SPOKANE VALLEY b° AVENUE OVERLAY PROJECT 91 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 SECTION 7 -14, HYDRANTS April 5, 2004 7- 14.3(1) Setting Hydrants In the third paragraph the reference to Section 7 -11 is revised to Section 7 -09 7- 14.3(6) Hydrant Extensions The reference to Section 7 -11 is revised to Section 7 -09. SECTION 7 -15, SERVICE CONNECTIONS April 5, 2004 7 -15.3 Construction Requirements In the second paragraph the reference to Section 7 -10 is revised to Section 7 -09. SECTION 7 -17, SANITARY SEWERS April 5, 2004 7- 17.3(2)6 Exfiltration Test In the third paragraph, 'Maximum leakage (in gallons per hour)' = 0.28 x iH x D x L 46 100, 7- 17.3(2)C Infiltration Test In the second paragraph, `Maximum leakage (in gallons per hour)' = 0.16 x 4H x D x L 42 100. 7- 17.3(2)E Low Pressure Air Test for Sanitary Sewers Constructed of Air - Permeable Materials In the seventh paragraph, the statement 'If CT —1, then time = KT' is revised to 'If CT f 1, than time = KT.' In the seventh paragraph, the statement 'If CT • 1.75, then time = KT /1.75' is revised to 'If CT > 135, then time = KT/1.75 " SECTION 8 -01, EROSION CONTROL AND WATER POLLUTION CONTROL August 2, 2004 8 -01.3(1)B Erosion and Sediment Control (ESC) Lead This section is revised to read: The Contractor shall identify the ESC Lead at the preconstruction discussions. The ESC Lead shall have, for the life of the contract, a current Certificate of Training in Construction Site Erosion and Sediment Control from a course approved by WSDOT's Statewide Erosion Control Coordinator. The ESC Lead shall implement the Temporary Erosion and Sediment Control (TESC) plan. Implementation shall include, but is not limited to: 1. Installing and maintaining all temporary erosion and sediment control Best Management Practices (BMPs) included in the TESC plan to assure continued performance of their intended function. Damaged or inadequate TESC BMPs shall he corrected immediately. CrTY OF SPOKANE VALLEY 8"' AVENUE OVERLAY PROJECT 92 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 2. Inspecting all on -site erosion and sediment control BMPs at least once every five working days and each working day there is a runoff event Inspections shall occur within 24 hours of the runoff event, A TESC Inspection Report shall be prepared for each inspection and shall be included in the TESC file. A copy of each TESC Inspection Report shall be submitted to the Engineer no later than the end of the next working day following the inspection The report shall include, but not be limited to. a When, where and how BMPs were installed, maintained, modified, and removed. b. Observations of BMP effectiveness and proper placement: c. Recommendations for improving future BMP performance with upgraded or replacement BMPs when inspections reveal TESC plan inadequacies 3. Updating and maintaining a TESC file on site that includes, but is not limited to: a. TESC Inspection Reports. b. Temporary Erosion and Sediment Control (TESC) plan narrative. c. National Pollutant Discharge Elimination System construction permit (Notice of Intent). d Other applicable permits. Upon request. the file shall be provided to the Engineer for review. SECTION 8 -04, CURBS, GUTTERS, AND SPILLWAYS December 6, 2004 8 -04.3(1)A Extruded Cement Concrete Curb The second and third paragraphs are revised to read: The pavement shall be dry and cleaned of loose and deleterious material prior to curb placement. Cement concrete curbs shall be anchored to the existing pavement by placing steel tie bars 1 foot on each side of every joint. Tie bars shall meet the dimensions shown in the Standard Plans. SECTION 8 -07, PRECAST TRAFFIC CURB AND BLOCK TRAFFIC CURB August 2, 2004 8 -07.1 Description This section is revised to read- This work shall consist of furnishing and installing precast traffic curb, block traffic curb, sloped mountable curb, or dual faced sloped mountable curb of the design and type specified in the plans in accordance with these Specifications and in conformity to the Standard Plans and the locations indicated in the plans or as directed by the Engineer 8 -07.3(1) Installing Curbs This section is supplemented with the following: For sloped mountable curb installed in curves, the units shall be either curved blocks precast to the radii shown in the plans or tangent blocks sawn to the dimensions shown in the Standard Plans to conform to the specified radii, CITY OF SPOKANE VALLEY So AVENUE OVERLAY PROJECT 23 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 38 39 40 41 42 43 44 45 46 47 8 -07.3(2) Painting of Curbs The first sentence is revised to read Concrete cursing shall be painted with two full coats of paint conforming to Section 9 -34.2, as shown in the Plans or as designated by the Engineer. 8 -07.4 Measurement This section is supplemented with the following: Sloped mountable curb will be measured by the linear foot along the front face of the curb. Dual faced sloped mountable curb will be measured by the linear foot of tapered block and nosing block installed. Measurement of both faces shall not be allowed. 8 -07.5 Payment This section is supplemented with the following: 'Precast Sloped Mountable Curb', per linear foot_ 'Precast Dual Faced Sloped Mountable Curb', per linear foot_ SECTION 8 -08, RUMBLE STRIPS April 4, 2005 8 -08.1 Description This section is revised to read: This work shall consist of constructing centerline and shoulder rumble strips by grinding hot mix asphalt or cement concrete pavement. The work shall include cleanup and disposal of cuttings and other resultant debris. The Standard Plans show the patterns and construction details for the centerline rumble strip and the four types of shoulder rumble strips- 8-08.4 Measurement The first sentence is revised to read: Centerline and shoulder rumble strips will be measured to the nearest 0 01 -mile along the mainline roadway for centerline or each shoulder 8 -08.5 Payment The second paragraph is revised to read Layout of the rumble strip pattern on the centerline or shoulders for grinding purposes is the responsibility of the Contractor. All costs involved in this work shall be included in the appropriate bid item. This section is supplemented with the following: 'Centerline Rumble Strip", per mile MY OF SPOKANE VALLEY e AVENUE OVERLAY PROJECT 94 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 SECTION 8 -12, CHAIN LINK FENCE AND WIRE FENCE August 2, 2004 8- 12.3(1)A Posts The seventh paragraph is revised to read: Pullposts shall be spaced at 1,000 -foot maximum intervals for Type 1, 3, and 6 fence, and at 500 - foot maximum intervals for Type 4 fence. SECTION 8 -14, CEMENT CONCRETE SIDEWALKS April 4, 2005 8- 14.3(3) Placing and Finishing Concrete The fourth paragraph is revised to read Sidewalk ramps shall be of the type specified in the Plans. The detectable warning pattern shall have the truncated dome shape shown in the Standard Plans and may be installed using a manufactured material before or after the concrete has cured, or by installing masonry or ceramic tiles. Embossing or stamping the wet concrete to achieve the truncated dome pattern or using a mold into which a catalyst hardened material is applied shall not by allowed. Acceptable manufacturers' products are shown on the Qualified Products List. When masonry or ceramic tiles are used to create the detectable waming pattem, the Contractor shall block out the detectable warning pattern area to the depth required for installation of the tiles and fmish the construction of the concrete ramp. After the concrete has set and the forms have been removed. the Contractor shall install the tiles using standard masonry practices. The two -foot wide detectable waming pattern area on the ramp shall be yellow and shall match Federal Standard 595a, color number 33538. When painting the detectable waming pattern is required, paint shall conform to section 9- 34.2(1) 8- 14.3(5) Ramp Detectable Warning Retrofit This section is supplemented with the following. Where shown in the plans, the Contractor shall retrofit existing cement concrete sidewalk ramps by installing a detectable warning pattern having the truncated dome shape shown in the Standard Plans. The warning pattern shall be the width of the ramp and cover the bottom two feet of the ramp. The truncated dome pattem shall be perpendicular to the long axis of the ramp. The Contractor shall use one of the detectable warning pattern products listed in the Qualified Products List or submit another manufacturer's product for approval by the Engineer The warning pattern shall be capable of being bonded to an existing cement concrete surface The surface of the warning pattern, excluding the domes, shall not be more than 3/8 inch above the surface of the concrete after installation. 8 -14.4 Measurement This section is supplemented with the following: Ramp detectable warning retrofit will be measured by the square foot of truncated dome material installed on the existing ramp. CITY OF SPOKANE VALLEY B"' AVENUE OVERLAY PROJECT 95 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 8 -14.5 Payment The following new bid item is inserted after 'Cement Conc. Sidewalk Ramp Type per each. `Ramp Detectable Waming Retrofit', per square foot. SECTION 8 -15, RIPRAP April 5, 2004 8- 15.3(6) Quarry Spalls The second sentence is revised to read: After placement, the quarry spalls shall be compacted to be uniformly dense and unyielding. 8 -15.5 Payment In the second paragraph, the first sentence is revised to read: The unit contract price per ton or per cubic yard for the class or kind of riprap specified above shall be full pay for fumishing all labor, tools, equipment, and materials required to construct the nprap protection, except for excavation. SECTION 8 -17, IMPACT ATTENUATOR SYSTEMS April 5, 2004 This section is revised to read: 8 -17.1 Description This work shall consist of fumishing, constructing, repainng, and removing permanent and temporary impact attenuator systems selected from the approved list shown in the Plans. 8 -17.2 Materials Sand for inertial barrier systems shall not contain more than 5% water by weight. Commercial grade urea shall be thoroughly mixed with the sand in an amount equal to 5 percent, by weight, of the sand. Undamaged sand barrel impact attenuators that have been previously utilized may be utilized in a temporary impact attenuator array only, if inspected and approved by the Engineer prior to use. 8 -17.3 Construction Requirements The assembly and installation of all attenuator systems, except those utilizing sand barrels, shall be supervised at all times by either a manufacturer's representative or an installer who has been trained and certified by the manufacturer of the system. If the supervision is provided by a trained installer, a copy of the installer certification shall be provided to the Engineer prior to installation. Assembly and installation shall be in accordance with the manufacturer's recommendations This work shall include the connection to a concrete barrier, bridge abutment or a transition section Identified in the Plans, construction of a steel reinforced concrete pad or concrete backup, and anchorage to the pavement, if required by the manufacturer's assembly and installation procedures. CITY OF SPOKANE VALLEY e AVENUE OVERLAY PROJECT 96 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 The Contractor shall have a complete set of replacement parts on the jobsite for each type of temporary impact attenuator in use on the project and shall repair all damaged impact attenuators immediately. When the Engineer determines that a temporary impact attenuator is no longer needed, then the Contractor shall remove that attenuator from the project_ The removed equipment shall remain the property of the Contractor. 8 -17.4 Measurement Temporary and permanent impact attenuators will be measured per each for each installation. Resetting impact attenuators will be measured per each for each installation that is adjusted or reset to a new location on the project. The Contracting Agency will not measure resetting impact attenuators when it is for the benefit of the Contractor's operations. 8 -17.5 Payment Payment will be made in accordance with Section 1 -04.1, for the following bid items when they are included in the proposal: `Temporary ImpactAttenuator', per each_ The unit contract price for `Temporary Impact Attenuator" shall be full pay for all work associated with the installation, maintenance, and the final removal of the temporary impact attenuator. "Permanent Impact Attenuator, per each. The unit contract price for 'Permanent Impact Attenuator' shall be full pay for all work associated with famishing, installing and all other costs involved with installing the impact attenuator in accordance with the manufacturer's recommendations. "Resetting Impact Attenuator, per each. The unit contract price for 'Resetting Impact Attenuator" shall be full pay for all worts associated with the removing, transporting, and resetting an impact attenuator. If an impact attenuator is damaged, it will be repaired in accordance with Section 1 -07.13(4) under the bid item 'Reimbursement For Third Party Damage' No payment will be made for repair of impact attenuators damaged by the Contractor's operations. SECTION 8 -18, MAILBOX SUPPORT August 2, 2004 8 -18.2 Materials This section is revised to read: Materials shall meet the requirements of the following sections: Steel Posts Bracket, Platform, and Anti -Twist Plate Type 2 Mailbox Support Timber Sign Posts Fasteners Snow Guard Concrete Base CtTY OF SPOKANE VALLEY e AVENUE OVERLAY PROJECT 97 9 -32.1 9-32.2 9 -32.7 9- 28.14(1) 9-32.5 9 -32.6 9-32.8 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 Steel pipe 9 -32.9 U- Channel Post 9 -32.10 Mailboxes will be furnished by others. 8 -18.3 Construction Requirements This section is supplemented with the following: 8- 18.3(1) Type 3 Mailbox Support The concrete base shall be constructed using commercial concrete, with the pipe set to the dimensions shown in the Standard Plans. The base shall be crowned so as to shed water. The concrete may be mixed on the jobshe as specified in Section 6- 02.3(4)B. The U- channel post may be driven in place provided the method of driving does not damage the post. With the Engineer's consent, a Type 3 Mailbox Support design, made of steel or other durable material, that meets the NCHRP 350 crash test cntena may be used in place of the design shown in the Standard Plans. In which case, the manufacturer's recommendations concerning installation shall be followed, however, the mailbox itself shall be positioned on the roadway according to the dimensions shown in the Standard Plans SECTION 8 -19, REDIRECTIONAL LAND FORM April 5, 2004 This section is deleted, and the section title is revised to VACANT SECTION 8- 20.1LLUMINATION, TRAFFIC SIGNAL SYSTEMS, AND ELECTRICAL April 5, 2004 8- 20.3(5) Conduit The third sentence in the seventeenth paragraph is revised to read: Grout shall obtain a minimum of 4000 psi compressive strength at 7 days 8- 20.3(6) Junction Boxes, Cable Vaults, and Pull boxes This section is supplemented with the following: Where conduit and junction boxes are placed in barrier, the Prime Contractor shall coordinate the work of the Contractor constructing the barrier and the electrical Contractor so that each function box placed in the barrier is placed in correct alignment with respect to the barrier, with the face of the box flush or uniformly chamfered within % inch of the barrier surface. If any point on the surface of the junction box placed in barrier is recessed more than 112 inch from the surface of the barrier, the Contractor shall install a box extension meeting the Engineer's approval and grout around the extension or remove and replace the entire section of barrier. 8- 20.3(9) Bonding, Grounding The first paragraph is revised to read. All metallic appurtenances containing electrical conductors (luminaires, light standards, cabinets, metallic conduit, non - metallic conduit, etc.) shall be made mechanically and electrically secure to CnY OF SPOKANE VALLEY r AVENUE OVERLAY PROJECT i7 n 1 form a continuous systems which shall be effectively grounded. Where metallic conduit systems 2 are employed, the conduit system constitutes the equipment grounding conductor. Where 3 nonmetallic conduit is installed, the installation shall include an equipment ground conductor, in 4 addition to the conductors noted in the contract. Bonding jumpers and equipment grounding 5 conductors shall be installed in accordance with Section 9 -29.3. The equipment ground conductor 6 between the isolation switch and the sign lighter fixtures may be No. 14 AWG stranded copper 7 conductor. Where parallel circuits are enclosed in a common conduit, the equipment grounding 8 conductor shall be sized by the rating of the largest overcurrent device serving any circuit 9 contained within the conduit. 10 11 8- 20.3(11) Testing 12 The fourth paragraph is revised to read, 13 14 When the project includes a traffic signal system, the Contractor shall conduct tests noted in 15 Section B- 20.3(14)D. The Contractor shalt provide the Engineer a minimum of five days advance 16 written notice of the proposed traffic signal tum-on date and time. The traffic signal tum-on 17 procedure shall not begin until all required channefization, pavement markings, illumination, signs, 18 and sign lights are substantially complete and operational unless otherwise allowed by the 19 Engineer. The Contractor shall provide traffic control to stop all traffic from entering the 20 intersection. The Contracting Agency electronics technician will program the controller and enter 21 the timing data, then tum the traffic signal system to its flash mode to verify proper flash 22 indications. The Contracting Agency electronics technician will then conduct functional tests to 23 demonstrate that each part of the traffic signal system functions as specified. The Contractor 24 shall conduct functional tests to demonstrate that each part of the illumination system, or other 25 electrical system, functions as specified. These demonstration shall be conducted in the 26 presence of a Contracting Agency electronic technician, the Contracting Agency electrical 27 inspector, and Regional Traffic Engineer or his/her designee. The Contracting Agency electronics 28 technician will then turn the traffic signal to stop - and-go operation for no less than one full cycle. 29 Based on the results of the tum -on, the Engineer will direct the Contracting Agency electronics 30 technician to erther tum the traffic signal on to normal stop- and-go operation, to tum the signal to 31 flash mode for a period not to exceed five calendar days, or to turn the signal off and require the 32 Contractor to cover all signal displays and correct all deficiencies. 33 34 SECTION 8 -22, PAVEMENT MARKING 35 April 4, 2005 36 8 -22.1 Description 37 Transverse Markings 38 This section is revised to read 39 40 Crosswalk Line 41 A series of SOLID WHITE lines, 24 inches wide and 8 feet long, conforming to details in the 42 Standard Plans. 43 44 Stop Line 45 A SOLID WHITE line, 18 inches wide unless noted otherwise in the Contract 46 47 Symbol Markings 48 This section is supplemented with the following: 49 CITY OF SPOKANE VALLEY e AVENUE OVERLAY PROJECT 99 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 Access Parking Space Symbol with Background A WHITE marking with, a BLUE background and WHITE border conforming to details in the Standard Plans that is used to a designate restricted parking stall on cement concrete pavement surfaces. Yield Line Symbol A series of WHITE markings conforming to details in the Standard Plans forming a transverse line across a vehicle path and used to designate the point when vehicles shall yield before entering a traffic lane. Yield Ahead Symbol A WHITE marking conforming to details in the Standard Plans that is used in advance of a yield line. Speed Bump Symbol WHITE marking used to identify a speed bump placed in a traffic lane. 8- 22.3(2) Preparation of Roadway Surfaces This section is revised to read: For the application of paint the pavement surface temperature and ambient temperature shall be 50° F and rising. New and existing HMA pavement shall be dry, clean and free of contaminants such as surface oils. Portland cement concrete pavement shall have a minimum compressive strength of 2500 psi and shall be dry, clean and free of contaminants. Contaminants shall be removed by approved mechanical means. For the application of plastic pavement marking material surface temperature and ambient temperature shall be 50° F and rising. New and existing HMA pavement shall be dry, dean, and free of contaminants such as surface oils and existing pavement marking materials. Portland cement concrete pavement shall also be free of contaminants including curing agents. Contaminants shall be removed by approved mechanical means. Pavement surfaces shall be prepared for plastic marking application in accordance with the previous paragraph and the pavement marking material manufacturer's recommendations. Manufacturers of Type D material also require a pavement cure period prior to application, Typically, Type D material applied on hot mix asphalt pavement requires a pavement cure period of 21 days. Typically, Type D material applied on portland cement concrete pavement requires a pavement cure period of 28 days. These cure periods may be reduced if the manufacturer performs a successful bond test. Existing pavement marking material shall be removed, measured, and paid for in accordance with the provisions in this section of the Standard Specifications. 8- 22.3(3) Marking Application The first paragraph is revised to read. Lane line and right edge line shall be white in color. Center line and left edge line shall be yellow in color. All temporary pavement markings shall be retroreflective. Paint and sprayed or extruded plastic material shall be applied with a top dressing of glass breads. Two applications of paint will be required to complete all paint markings. The time period between paint applications will vary depending on the type of pavement and paint (low VOC waterbome, high VOC solvent, or low VOC solvent) as follows: CITY OF SPOKANE VALLEY a" AVENUE OVERIAYPROJECT IN 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 Pavement Type Paint Type Bituminous Surface Treatment Low VOC Waterborne Hot Mix Asphalt Pavement Cement Concrete Pavement Bituminous Surface Treatment Hot Mix Asphalt Pavement Cement Concrete Pavement Low VOC Waterborne Low VOC Waterborne High and Low VOC Solvent High and Low VOC Solvent High and Low VOC Solvent The first sentence of the second paragraph is revised to read Time Period 4 hours min.. 48 hours max. 4 hours min., 30 days max. 4 hours min., 30 days max. 40 min. min., 48 hrs. max. 40 min. min.. 30 days max. 40 min. min., 30 days max. Where paint is applied on centerline on two -way roads with bituminous surface treatment or centerline rumble strips, the second paint application shall be applied in the opposite direction as the first application. The ninth and tenth paragraphs are revised to read: Profiles are defined as that portion of the plastic line that is applied at a greater thickness than the base line thickness Profiles shall be applied using the extruded method in the same application as the base line. See the Standard Plans for details Embossed plastic Ines are defined as a plastic line applied with a transverse groove. Embossed plastic lines may be applied with profiles See the Standard Plans for details The last paragraph is revised to read: When two or more spray applications are required to meet thickness requirements for Type A and Type D materials, top dressing with glass beads is only allowed on the last application. Any loose beads, dirt or other debris shall be swept or blown off the line pnor to application of each successive application. Successive applications shall be applied squarely on top of the preceding application. 8 -22.4 Measurement The sixth paragraph is revised to read: Diagonal and chevron - shaped lines used to delineate medians, gore areas, and parking stalls are constructed of painted or plastic 4 inch and 8 inch wide lines in the color and pattern shown in the Standard Plans. These lines will be measured as painted or plastic line or wide line by the linear foot of line installed. Crosswalk line will be measured by the square foot of marking installed. The seventh paragraph is revised to read- Traffic arrows, traffic letters, access parking space symbols, HOV symbols, railroad crossing symbols, drainage markings, bicycle lane symbols, aerial surveillance full, and 112 markers, yield line symbols, yield ahead symbols, and speed bump symbols will be measured per each Type 1 CnTY OF SPOKANE VALLEY 6" AVENUE OVERLAY PROJECT 101 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 through 6 traffic arrows will be measured as one unit each, regardless of the number of arrow heads. The ninth paragraph is revised to read: Removal of traffic arrows, traffic letters, access parking space symbol, HOV lane symbol, railroad crossing symbol, bicycle lane symbols, drainage markings, aerial surveillance full and 112 markers, yield line symbol, yield ahead symbol, and speed bump symbol will be measured per each. Removal of crosswalk lines will be measured by the square foot of lines removed. 8 -22.5 Payment The following items are deleted: 'Painted HOV Lane Symbol Type 'Plastic HOV Lane Symbol Type. This section is supplemented with the following: 'Painted Access Parking Space Symbol with Background', per each. 'Plastic Access Parking Space Symbol with Background', per each 'Painted HOV Lane Symbol', per each. 'Plastic HOV Lane Symbol', per each. 'Painted Yield Line Symbol', per each. 'Plastic Yield Line Symbol', per each. 'Painted Yield Ahead Symbol', per each. 'Plastic Yield Ahead Symbol', per each. 'Painted Speed Bump Symbol', per each. `Plastic Speed Bump Symbol', per each. SECTION 9 -02, BITUMINOUS MATERIALS August 2, 2004 9 -02.1(3) Rapid - Curing (RC) Liquid Asphalt The column headings MC -70, MC -250, MC -800, and MC -3000 are revised to RC -70, RC -250, RC- 800, and RC -3000 respectively. The RC -250 requirement for 'Residue of 680'F distillation % volumn by difference' is revised from 57 to 65. 9 -02.1(4)A Performance Grade (PG) Asphalt Cement This section including title is revised to read. 9 -02.1(4)A Performance Graded Asphalt Binder -22 1 -28 1 -34 1 -22 1 -28 1 -34 1 -22 1 -23 1 -34 1 -2Z I -28 Original Binder Flash point tm'np, AASHTO TAB Mmirnim 230 'C CRY OF SPOKANE VALLEY S" AVENUE OVERLAY PROJECT 102 PG58 PG64 PG70 PG76 Performance Grade -22 1 -28 1 -34 1 -22 1 -28 1 -34 1 -22 1 -23 1 -34 1 -2Z I -28 Original Binder Flash point tm'np, AASHTO TAB Mmirnim 230 'C CRY OF SPOKANE VALLEY S" AVENUE OVERLAY PROJECT 102 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 Vtscoarty. AASHTO T316 Maximum 3 ?a • a. test 135 tamp. ' C Dynamic shear. AASHTO T315 G*tsv* minr/num 5B 54 70 76 1.00 kPa Test term 10 radix ' c Rolling Thin Film Oven Residue (AASHTO T240) Mass Change, manmum I 1'00 Dynamic ahcar, AASKTO T315 G'/alnb, J3 $4 70 76 tamp 2.20 kPa Test p 10 radii. ' C Pressure Aging Vessel Residue (AASHTO R28) PAV aging wnpsrstum. 100 'C Dynamic shear, AA,a`'}{TO T315 G'sW, maxsnum 5000 kPa Tes! temp. ® 22 19 16 25 22 19 28 25 22 31 28 10 raft, *c Cneep abIfnesa, AASHTO T313 S, maximum 300 _12 -18 .24 -12 -18 -24 -12 -18 -24 -12 -18 MPa, m - value, minirnum 0.300 Tex! temp. gl 60 s, 'c All Performance Grade asphalt binders not included in this chart shall be determined by Table 1- Performance Graded Asphalt Binder Specification in AASHTO M320. SECTION 9 -03, AGGREGATES April 4, 2005 9 -03.1(4)C Grading The third paragraph is revised to read: In individual tests, a variation of four under the minimum percentages or over the maximum percentages will be permitted, provided the average of three consecutive tests is within the specification limits. Coarse aggregate shall contain no piece of greater size than two times the maximum sieve size for the specified grading measured along the line of greatest dimension. 9- 03.8(2) HMA Test Requirements Number 1 is revised to read: Vacant. The last paragraph of this section is revised to read: When material is being produced and stockpiled for use on a specific contract or for a future contract, the fine aggregate angularity, fracture, and sand equivalent requirements shall apply at the time of stockpiling. When material is used from a stockpile that has not been tested as provided above, the specifications for fine aggregate angularity, fracture, and sand equivalents shall apply at the time of its introduction to the cold feed of the mixing plant. CfTY OF SPOKANE VALLEY go AVENUE OVERLAY PROJECT 103 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 9 -03.12(4) Gravel Backfill for Drains The percent Passing for Sieve size 318" square is revised from "10 - 40" to "0 - 40 ". 9 -03.12(5) Gravel Backfill for Drywells The percent passing for sieve size 1" square is revised to "50 -100 ". 9 -03.14 Borrow This section is supplemented with the following- 9 -03.14(1) Gravel Borrow Ballast may be substituted for gravel borrow for embankment construction. 9 -03.14(4) Gravel Borrow for Geosynthetic Retaining Wall All backfill matenal used in the reinforced soil zone of the geosynthebc retaining wall shall conform to requirements of Section 9 -03.14(1) and shall be free draining, free from organic or otherwise deleterious material. The material shall be substantially free of shale or other soft, poor durability particles, and shall not contain recycled materials, such as glass, shredded tires, portland cement concrete rubble, or asphaltic concrete rubble The backfill material shall meet the following requirements: Property Test Method Allowable Test Value Los Angeles Wear, 500 rev. AASHTO T 96 35 percent max. Degradation WSDOT Test Method 113 15 min. pH AASHTO T 289 -91 4.5 to 9 for permanent walls and 3 to 10 for temporary walls Wall backfill material satisfying these gradation, durability and chemical requirements shall be- classified as nonaggressive. 9 -03.21(2) Recycled Hot Mix Asphalt The Maximum Bitumen Content (Percent) for Gravel Borrow is revised from "0" to "1.2" SECTION 9 -04, JOINT AND CRACK SEALING MATERIALS April 5, 2004 9 -04.2(2) Two Component Poured Rubber Joint Sealer The section title is revised to read: 9 -04.2(2) Poured Rubber Joint Sealer SECTION 9 -05, DRAINAGE STRUCTURES, CULVERTS, AND CONDUITS April 5, 2004 9 -05.4(3) Protective Treatment Treatments 3, 4, and 6 are revised to read This treatment is no longer available. CITY OF SPOKANE VALLEY e AVENUE OVERLAY PROJECT 104 P C' 1 9 -05.4{4) Asphalt Coatings and Paved Inverts 2 The second paragraph under item 2 is revised to read: 3 4 The paved invert for Treatment 2 shall consist of bituminous material applied in such a manner 5 that one or more smooth pavements will be formed in the invert filling the corrugations for at least 6 40 percent of the circumference. The pavement shall have a minimum thickness of 1/8 inch above 7 the crest of the corrugations except where the upper edges intercept the corrugation The 8 pavements shall be applied following the coating with asphalt . Treatment 5 may be substituted for 9 Treatment 2, at the option of the Contractor. 10 11 9 -05.10 Steel Storm Sewer Pipe 12 The first sentence is revised to read 13 14 Steel storm sewer pipe shall conform to the requirements of Section 9 -05.4 for steel culvert pipe, 15 except that protective coating shall be Treatment 1 or 5, and be constructed of either helically 16 corrugated lock seam or helically corrugated continuous welded steel pipe. 17 18 9 -05.11 Aluminum Storm Sewer Pipe 19 The first sentence is revised to read 20 21 Aluminum storm sewer pipe shall conform to the requirements of Section 9-05.5 for aluminum 22 culvert pipe, except that the protective coating shall be Treatment 1 or 5, and the pipe shall be 23 constructed of helically corrugated lock seam aluminum pipe. 24 25 9 -05.16 Grate Inlets and Drop Inlets 26 The first and second paragraphs are revised to read 27 28 Steel in grates, angles, and anchors for grate inlets shall conform to ASTM A 36, except structural 29 tube shall conform to ASTM A 500, Grade B, and structural shapes may conform to ASTM A 992. 30 After fabrication, the steel shall be galvanized in accordance with AASHTO M 111, or galvanized 31 with a hot - sprayed (plasma flame applied) 6 mil minimum thickness plasma coating. 32 33 Steel grating shall be fabricated by weld connections. Welds, welding procedures, and welding 34 materials shall conform with the AWS D1 101.1 M, latest edition, Structural Welding Code. 35 36 SECTION 9-06, STRUCTURAL STEEL AND RELATED MATERIALS 37 January 5, 2004 38 9 -06.16 Roadside Sign Structures 39 The third paragraph is revised to read: 40 41 Posts for multiple post sign structures shall conform to either ASTM A 36 or ASTM A 992. Posts 42 conforming to either ASTM A 588 or ASTM A 572 Grade 50 may be used as an acceptable 43 alternate to the ASTM A 36 and ASTM A 992 posts. All steel not otherwise specified shall conform 44 to either ASTM A 36 or ASTM A 992. 45 46 9 -06.18 Metal Railings 47 The first paragraph is revised to read: 48 49 Metal bridge railing shall conform to the type and material specifications set forth in the Plans and 50 Special Provisions. Steel used for metal railings, when galvanized after fabrication in accordance CITY OF SPOKANE VALLEY 5- AVENUE OVERLAY PROJECT 105 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1B 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 with AASHTO M 111, shall have a controlled silicon content of either 0.00 to 0.04 percent or 0.15 to 0.25 percent. Mill test certificates verifying the silicon content of the steel shall be submitted to both the galvanizer and the Engineer prior to beginning galvanizing operations. SECTION 9 -07, REINFORCING STEEL April 4, 2005 9 -07.3 Epoxy Coated Steel Reinforcing Bars This section is revised to read. Epoxy coated rebar shall be coated according to AASHTO M 284 with the additional following modifications. 1. The list of steel reinforcing bars acceptable for coating shall include ASTM A 706. 2. The Contractor shall famish a written certification that properly identifies the material, the number of each batch of coating material used, quantity represented, date of manufacture, name and address of manufacturer, and a statement that the supplied coating material meets the requirements of AASHTO M 284. 3. Prior to coating the bars, the Contractor shall submit to the Engineer for review, the coating material manufacturer's recommendation on the proper use and application requirements of the coating material For Pre Approved Epoxy Coating Facilities this information will be available to the Fabrication Inspector upon request. 4 A certification stating that all bars have been coated in accordance with the coating material manufacturer's recommendations and these Specifications shall be famished with each shipment. This certification shall include for each bar size the preheat temperatures, cure times, thickness Checks, holidays detected, and test results. Two copies of these certifications shall be furnished to the Engineer. 5. The Contractor shall give advance notice to the Engineer of the coating schedule in the coating plant so that Contracting Agency inspection may be provided. The Engineer may inspect the coated bars at the coating plant for approval. 6. The patching material, compatible with the coating material and inert in concrete, shall be supplied with each shipment. 7. For projects where epoxy coated steel reinforcing bars are used in the top mat of bridge decks only, the maximum amount of damage to the coating shall not exceed 0.25 percent of the surface area of each bar. B The thickness of epoxy coating shall be 10 mils plus or minus 2 mils. 9. Samples, when required, shall be shipped to the Washington State Department of - Transportation, Materials Laboratory, 1655 South 2nd Ave, Tumwater, Washington 985D4. 9 -07.10 Prestressing Reinforcement Strand The fourth paragraph is revised to read: CITY OF SPOKANE VALLEY d'" AVENUE OVERLAY PROJECT 105 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 For every 5 reels furnished, one sample, not less than 5 feet long, shall be sent to the Engineer for testing_ Samples of the furnished reels with Manufacturer's Certificate of Compliance, a mill certificate, and test report may be shipped directly by the manufacturer to the Engineer. An independent inspector, approved by the Contracting Agency, shall be present during sampling and shall provide a written certification to the Engineer. 9 -07.11 Prestressing Reinforcement Bar The sixth paragraph is revised to read For each heat of steel for high - strength steel bar, the Contractor shall submit two samples, each not less than 5 feet long, to the Engineer for testing. SECTION 9 -08, PAINTS April 5, 2004 9 -08.2 Paint Formulas — General The following paint formulas and associate specifications are deleted: Formula A-6-86 Zinc Dust Zinc Oxide Primer Formula H -2 -83 -White Masonry Paint for Precast Curbs Formula H -3-83 Yellow Masonry Paint for Precast Curbs SECTION 9 -09, TIMBER AND LUMBER January 5, 2004 9 -09.2 Grade Requirements Under "Structures ". the last sentence is revised to read: Timber lagging for soldier pile walls shall be Douglas Fir - Larch, grade No 2 or better or Hem -Fir No 1. SECTION 9 -10, PILING April 5, 2004 9 -10.5 Steel Piling This section is revised to read: The material for steel piling and pile splices shall conform to ASTM A 36 or ASTM A 992, except the material for steel pipe piling and splices shall conform to the requirements of ASTM A 252, Grade 2. Steel soldier piles, and associated steel bars and plates, shall conform to ASTM A 36 or ASTM A 992, except as otherwise noted in the Plans. All steel piling may be accepted by the Engineer based on the Manufacturer's Certification of Compliance. SECTION 9 -14, EROSION CONTROL AND ROADSIDE PLANTING August 2, 2004 9- 14.4(1) Straw The first sentence is revised to read: All straw material shall be in an air dried condition free of noxious weeds and other materials detrimental to plant life. CITY OF SPOKANE VALLEY 8° AVENUE OVERLAY PROJECT 107 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 9- 14.4(8) Compost The fourth paragraph is revised to read- Compost production and quality shall comply with the Chapter 173 -305 Section 220 WAC. Under the fifth paragraph, item 1 is revised to read: 1. Compost material shall be tested in accordance with AASHTO Test Method T87 and Section 7 of AASHTO T88. Compost Type 1 shall meet the following 100% shall pass through a 2' sieve 90% to 1 DO% shall pass through a 1' sieve. 70% to 100% shall pass through a W sieve. 40% to 75% shall pass through a W sieve Maximum particle length of 6 inches. Compost Type 2 shall meet the following: 100% shall pass through a 3' sieve 90% to 100% shall pass through a 1' sieve. 70% to 100% shall pass through a' /4' sieve 40% to 60% shall pass through a W sieve Maximum particle length of 6 inches. In the seventh paragraph, the first sentence is revised to read: Approval of sources for composted products shall be based on the following submittals by the Contractor This section is supplemented with the following: Acceptance will be based upon a satisfactory Test Report from the State Materials Lab indicating that the lot (or lots) of compost meets the specification requirements. SECTION 9 -15, IRRIGATION SYSTEM January 5, 2004 9 -15.2 Drip Tubing The second sentence is revised to read: Drip tubing shall have a minimum wall thickness of 0.045 inch. SECTION 9 -16, FENCE AND GUARDRAIL April 4, 2005 9 -16.1 Chain Link Fence and Gates All sub - sections under Section 9 -16.1 are deleted and replaced with the following: C(TY OF SPOKANE VALLEY 50 AVENUE OVERLAY PROJECT 108 1 9- 16.1(1) General 2 All material used in the construction of chain link fence and gates shall be new. Iron or steel 3 material shall be galvanized unless specified otherwise Material upon which serious abrasions of 4 galvanong occur shall not be acceptable 5 6 9- 16.1(1)A Post Material for Chain Link Fence 7 Except as noted otherwise, post material shall conform to the requirements of AASHTO M 181, 8 Type I (zinc - coated steel), Grade 1 or 2, and shall be understood to include all round and roll - 9 formed material (brace rails, top rails, line posts, brace posts, end posts, comer posts and pull 10 posts). 11 12 Grade 1 post material shall conform to the weight per linear foot, minimum wall thickness and 13 detail requirements of Standard Plan L -2. Grade 1 post material that exceeds the maximum wall 14 thickness requirement of Standard Plan L -2 may be accepted, provided it does not interfere with 15 the proper construction of the fence. 16 17 Grade 2 post material shall meet the organic exterior coatings requirements of AASHTO M 181 18 (Section 33) and the additional requirement that the interior coated surface shall be capable of 19 resisting 300 hours of exposure to salt fog with a maximum of 5% red rust when tested in 20 accordance with ASTM B 117, 21 22 0 Round Post Material 23 Round post material shall be Grade 1 or 2. 24 25 0 Roll Form Material 26 moll- formed post material shall be Grade 1 Roll- formed end, comer, and pull posts shall 27 have integral fastening loops to conned to the fabric for the full length of each post. Top 28 rails and brace rails shall be open rectangular sections with internal flanges as shown in 29 Standard Plan L -2. 30 31 9- 16.1(1)B Chain Link Fence Fabric 32 Chain rink fabric shall consist of 11 gage wire for Types 3, 4, and 6 fence, and 9 gage wire for 33 Type 1 fence. The fabric shall be zinc - coated steel wire conforming to AASHTO M 181, Class C 34 35 The wire shall be woven into approximately 2 -inch diamond mesh. The width and top and bottom 36 finish of the fabric shall be as specified in AASHTO M 181. 37 38 9- 16.1(1)C Tension Wire 39 Tension wire shall meet the requirements of AASHTO M 181 Tension wine galvanizing shall be 40 Class 1. 41 42 9- 16.1(1)D Fittings and Hardware 43 Except where indicated, fittings shall be malleable cast iron or pressed steel and shall conform to 44 the requirements of ASTM F626 or AASHTO M232, whichever is applicable. Fittings for any 45 particular fence shall be those furnished by the manufacturer of the fence. 46 47 Tension truss rods shall be 318 inch round galvanized rods with drop forged tumbuckles or other 48 approved type of adjustment. Couplings for tubular sections shall be outside sleeve type and 49 shall be at least 6 inches long. 50 51 Eye bolts for attaching tension wire shall be 318 inch diameter and of sufficient length to fasten to 52 the type of post being used CITY OF SPOKANE VALLEY e AVENUE OVERLAY PROJECT 109 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 35 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 Tension bars shall be 3/16 inch by 314 inch nominal and cross sectional area shall be 0.141 in +/- 5%. Hog rings shall be 12 gage galvanized steel wire. Tie wire shall be 9 gage galvanized steel wire or 9 gage aluminum wire meeting the requirements of ASTM F626 9- 16.1(E) Chain Link Gates Gate frames shall be constructed of not less that 11/2 inch (I.D.) hot - dipped galvanized pipe conforming to AASHTO M 181 Type I, Grade 1 or 2 as specified in Section 9- 16.1(1)A. The comers of the gate frame shall be fastened together and reinforced with a malleable iron or pressed steel fitting designed for the purpose, or they may be welded. Welding shall conform to the requirements of Section 6- 03.3(25). All welds shall be ground smooth and painted with an A- 9-73 or A -11 -99 primer meeting the requirements of Section 9 -08.2. The paint shall be applied in one or more coats to provide a minimum dry film thickness of 3 5 mils Chain link fence fabric for filling the gate frame shall meet the requirements of Section 9- 16.1(1)B for the fence type being furnished. Cross trussing shall be 5116 inch steel adjustable rods galvanized in accordance with Section 9- 16.1(1)D. Each gate shall be fumished complete with necessary hinges, latch, and drop bar locking device designed for the type of gate posts and gate used on the project_ Gates shall have positive type latching devices with provisions for padlocking. Hinges, latches, and locking devices shall be galvanized in accordance with Section 9-16- 1 (1)D, Gate frames constructed of steel sections, other than pipe, that are fabricated in such a manner as to form a gate of equal or better rigidity may be used provided they are approved by the Engineer. 9- 16.1(1)F Concrete All concrete for chain link fence shall be as specified in Section 6-02.3(2)6. 9- 16.1(2) Approval Approval of materials for chain link fence shall be by evaluation of independent test results from a certified testing laboratory or by QPL. Independent test results for evaluation shall be submitted to the State Materials Engineer in Tumwater WA. 9 -16.2 Wire Fence and Gates All sub - sections under Section 9 -16.2 are deleted and replaced with the following: 9- 16.2(1) General All materials used in the construction of the wire fence shall be new All iron or steel material shall be galvanized. Material upon which serious abrasions of galvanizing occur will not be acceptable. 9- 16.2(1)A Steel Post Material Round Post Material Round post material shall conform to AASHTO M 181, Type I, Grade 1 Angle Post Material (Channel. T, U, Y, or Other Approved Style) CITY OF SPOKANE VALLEY 80 AVENUE OVERLAY PROJECT 110 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 All angle post material shall be hot- dipped galvanized in accordance with the requirements of AASHTO M 111 grade 75. Galvanizing shall be 1.7 ozlit' of surface area Angle post used for end, comer, gate and pull post and brace shall have a minimum weight of 3.1 lb/ft. Posts shall be not less than 7 feet in length. A tolerance of -5% on the weight of individual posts, braces or anchor plates will be permitted. One type of line post shall be used throughout the project. Line posts shall be studded, slotted, or property adapted for attaching either wire or mesh in a manner that will not damage the galvanizing of posts, wire or mesh during the fastening_ Line posts shall have a minimum weight of 1.33 Ibsfft and shall be provided with a tapered galvanized steel anchor plate. The anchor plate shall be securely attached and have a surface area of 20 +t- 2 in`, a minimum weight of 0.67 pounds and 1.7 oz1ft2 galvanizing. 9- 16.2(1)B Wood Fence Posts and Braces Douglas fir, Western red cedar, hemlock, or larch shall be used in the construction of wood fence posts and braces. The material shall be of good quality and approved by the Engineer before use. Peeler cores shall not be used for round posts. Wood fencing materials shall have sufficient sapwood in the outer periphery to obtain the specified penetration of preservative. Westem red cedar will not require preservative treatment_ Fencing materials shall be cut to the correct length before pressure treatment. Line posts shall be 3 inch minimum diameter round posts or nominal 3 inch by 3 inch square sawed posts. If the posts are to be pointed for driving, they shall be pointed before treatment. Line posts shall be at least 7 feet in length. Pull posts and brace posts shall be 6 inch diameter round posts or nominal 6 inch by 6 inch material not less than 7 feet in length. End, gate, and comer posts, and posts at an intersecting fence shall be 6 inch diameter round posts or nominal 6 inch by 6 inch material not less than 7 feet 10 inches in length All sawed posts and timbers shall meet the requirements in the table under Section 9 -09.2. The preservatives used to pressure treat wood fencing materials shall meet the requirements of Section M9.3 The retention and penetration of the preservative shall be as follows: Minimum Retention In Pounds Per Cubic Foot Preservative Sawed Posts Round Posts Creosote Pentachloro henol 10.00 8.00 0.50 0.40 ACA 0.40 0.40 ACZA 0.40 0.40 CCA 0.40 0.40 Minimum Penetration for material 5' or less - 0,40 inches penetration and 90% of sapwood for material 5' or greater - 0.50 inches penetration and 90°x6 of sapwood CFTY OF SPOKANE VALLEY 80 AVENUE OVERLAY PROJECT 111 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 9- 16.2(1)C Brace Wire Brace wire shah be 9 gage wire galvanized to meet the requirements of AASHTO M 279, Type Z, Class 1 9- 16.2(1)D Staples and Wire Clamps The staples used to attach the wire fencing to wood posts shall be 9 gage wire, 1 112 inches long, galvanized to meet the requirements of AASHTO M 279, Type Z. Class 1. The wire clamps used to attach the wire fencing to steel posts shall be 11 gage wire, galvanized to meet the requirements of AASHTO M 279. Type Z, Class 1, 9- 16.2(1)E Barbed Wire Barbed wire shall conform to the requirements of AASHTO M 280, Type Z and shall consist of two strands of 12 1/2 gage wire, twisted with four point 14 gage barbs with barbs spaced 5 inches apart (Design 12- 4- 5 -14R). Galvanizing shall be Class 3 9- 16.2(1)F Wire Mesh Wire mesh shall conform to the requirements of AASHTO M 279, Type Z and shall consist of eight horizontal wires with vertical stays spaced 6 inches apart The top and bottom wires shall be 10 gage, and the intermediate wires and vertical stays shall be 12 1/2 gage. The mesh shall have a total width of 32 inches (Design 832 -6 -12 1/2). Galvanizing shall be Class 3. The zinc coated wire as represented by the test specimens shall be capable of being wrapped in a close helix at a rate not exceeding 15 turns /minute around a Cylindrical steel mandrel having a diameter the same as the specimen being tested, without cracking or flaking the zinc coating to such an extent that any zinc can be removed by rubbing with the bare fingers. 9- 16.2(1)G Vertical Cinch Stays Vertical cinch stays shall be 10 gage galvanized wire meeting the requirements of AASHTO M 279, Type Z, Class 1 9- 16.2(1)H Miscellaneous Hardware Botts, nuts, hinges, latches and other miscellaneous hardware shall be galvanized in accordance with AASHTO M 232. 9- 16.2(1)1 Wire Gates Gate frames shall be constructed of galvanized pipe with a nominal diameter of not less than 1 inch. The pipe shall conform to the requirements of AASHTO M 181 Type I, Grade 1. Wire gates shall be not less than 48 inches in height and shall be designed to fit openings of the width called for in the Plans or as indicated by the bid items. Each gate shall be provided with two upright braces of the same material as the frame, spaced at 1/3 points in the gate. All gates shall be provided with adjustable 5/16 inch diameter galvanized diagonal truss rods from comer to comer. Galvanizing shall be in accordance with Section 9- 16.2(1)H. The gate frame shall be provided with wire mesh conforming to the requirements specified in Section 9- 16.2(1)F, except that it shall consist of 10 honzontal wires and have a total width of 47 inches. Each gate shall be fumished complete with necessary galvanized hinges and latch designed for use with the type of gate posts used on the project. The hinges shall be so designed as to be securely attached to the gate post and to enable the gate to be swing back against the fence. CITY OF SPOKANE VALLEY Ii" AVENUE OVERLAY PROJECT 112 1 Double gates shall be hinged in the same manner as single gates and shall be provided with an 2 approved galvanized drop bar locking device. Galvanizing for hinges, latches, and locking 3 devices shall be in accordance with Section 9-16 2(1)H. 4 5 9- 16.2(1)J Concrete 6 All concrete for wire fence shall be as specified in Section 6- 02.3(2)B. 7 8 9- 16.2(2) Approval 9 Approval of materials for wire fence shall be by evaluation of independent test results from a 10 certified testing laboratory or by QPL. Independent test results for evaluation shall be submitted 11 to the State Matenals Engineer in Tumwater WA 12 13 9- 16.3(1) Rail Element 14 The third paragraph is revised to read 15 16 The 6-Inch channel rails and splice plates shall conform to ASTM A 36, except that the channel 17 rails may Conform to ASTM A 992. All fabrication shall be complete before galvanizing. 18 19 9- 16.3(2) Posts and Blocks 20 The first sentence of the first paragraph is revised to read: 21 22 Posts and blocks may be of creosote treated timber, pentachlorophenol treated timber, 23 waterborne chromated copper arsenate (CCA), ammoniacal copper arsenate (ACA), or 24 ammoniacal copper zinc arsenate (ACZA), treated timber or galvanized steel; except only treated 25 timber posts and blocks may be used for weathering steel beam guardrail. 26 27 In the second paragraph, the treatment for Pentachlorophenol is revised from 060 lbs pcf to 0.60 lbs. 28 pcf 29 30 The fourth paragraph is revised to read* 31 32 Steel posts, blocks, and base plates, where used, shall conform to either ASTM A 36 or ASTM A 33 992, and shall be galvanized in accordance with AASHTO M 111 Welding shall conform to 34 Section 6-03.3(25). All fabrication shall be completed prior to galvanizing. 35 36 9- 16.3(4) Hardware 37 This section is revised to read: 38 39 Bolts, unless otherwise specified. shall comply with ASTM A 307 Grade A specifications. High 40 strength bolts shall conform to the requirements of AASHTO M 164. Nuts, unless otherwise 41 specified, shall comply with ASTM A 563 Grade A specifications. Washers, unless otherwise 42 specified, shall meet ASTM F 844 specifications. The Contractor shall submit a manufacturer's 43 certificate of compliance for high strength bolts, nuts, and washers prior to installing any of the 44 hardware. A307 Bolts will be accepted by field verification and documentation that bolt heads are 45 stamped 307A- 46 47 9- 16.3(5) Anchors 48 The sixth paragraph is revised to read. 49 50 The anchor plate, W200 x 27 and metal plates shall be fabncated of steel conforming to the 51 specifications of ASTM A 36, except that the W200 x 27 may conform to ASTM A 992. 52 CITY OF SPOKANE VALLEY So AVENUE OVERLAY PROJECT 113 t 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 36 39 40 41 42 43 44 45 46 47 48 SECTION 9 -17, FLEXIBLE GUIDE POSTS January 5, 2004 9 -17.3 Field Tests In the last paragraph, the last sentence is revised to read At least 70 percent of the guide posts must pass each criteria in the 55 miles per hour series of impacts to be acceptable SECTION 9 -23, CONCRETE CURING MATERIALS AND ADMIXTURES April 4, 2005 This section is supplemented with the following new sub - sections* 9 -23.10 Ground Granulated Blast Furnace Slag Ground granulated blast furnace slag shall meet the requirements of AASHTO M 302. Grade 100 or Grade 120. The grade of the ground granulated blast furnace slag, the source, and type of manufacturing facility shall be certi`ied on the cement mill test certificate- 9-23.11 Microsilica Fume Microsilica Fume shall conform to the requirements of AASHTO M 307. The optional physical requirement for Reactivity with Cement Alkalies set forth in Table 3 will be required when Microsilica Fume is being used as an ASR mitigation measure. SECTION 9 -28, SIGNING MATERIALS AND FABRICATION August 2, 2004 9 -28.1 General The third sentence in the first paragraph is deleted- 9-28.8 Sheet Aluminum Signs The sheet thickness chart is revised to read- Maximum Horizontal Dimension Overlay panels Up to 20 inches 20 inches to 36 inches, inclusive Over 36 inches (Permanent Signs) The fourth paragraph is revised to read. Sheet Aluminum Thickness 0.050 inch 0.063 inch 0.080 inch 0.125 inch Before placing aluminum in contact with untreated steel, the steel surfaces shall be protected by proper cleaning and painting with one coat of Zinc Pnmer A -9-73 or A -11 -99 and two coats of aluminum paint D -1 -57. 9 -28.10 Plywood Signs This section is deleted 9 -28.11 Hardware The entry for hardware item "Angle and "Z' Bar" in the table in this section is revised to read: CITY OF SPOKANE VALLEY 8'" AVENUE OVERLAY PROJECT 114 1 Angle and `Z' Bar ASTM B 221 6061 -T6 Aluminum 2 ASTM A 36 or ASTM A 992 Steel 3 4 9- 28.14(2) Steel Structures and Posts 5 This section is revised to read - 6 7 Truss chords, struts, and diagonals, end posts, and end post struts and diagonals for sign bridge 8 structures and cantilever sign structures shall conform to either ASTM A 36 or ASTM A 53 Grade 9 B Type E or S. The nominal pipe diameter and the pipe wall thickness shall be as shown in the 10 Plans or Standard Plans. All other structural steel for sign bridge structures and cantilever sign 11 structures shall conform to either ASTM A 36 or ASTM A 992. Truss member connection 12 hardware shall conform to Section 9- 06.5(3). 13 14 Pipe members for bridge mounted sign brackets shall conform to ASTM A 53 Grade B Type E or 15 S, and shall be Schedule 40 unless otherwise specified All other structural steel for bridge 16 mounted sign brackets shall conform to either ASTM A 36 or ASTM A 992. U bolts, and 17 associated nuts and washers, shall be stainless steel conforming to Section 9- 28.11, and shall be 18 fabricated hot_ 19 20 Anchor rods for sign bridge and cantilever sign structure foundations shall conform to ASTM F 21 1554 Grade 105, including Supplemental Requirements S2, S3, and S5. Nuts and washers for 22 sign bridge and cantilever sign structure foundations shall conform to AASHTO M 291 Grade DH 23 and AASHTO M 293, respectively 24 25 Steel sign structures and posts shall be galvanized after fabrication in accordance with AASHTO 26 M 111, unless noted otherwise in the Plans. All bolts, nuts, and washers shall be galvanized after 27 fabrication in accordance with AASHTO M 232. Unless otherwise specified in the Plans or Special 28 Provisions, metal surfaces shall not be painted 29 30 Except as otherwise noted, steel used for sign structures and posts shall have a controlled silicon 31 content of either 0.00 to 0.04 percent or 0.15 to 0 25 percent. If the Plans or Special Provisions 32 specify painting of the galvanized steel surfaces, then the controlled silicon content requirement 33 does not apply for those steel members. Mill test certificates verifying the silicon content of the 34 steel shall be submitted to both the galvanizer and the Engineer prior to beginning galvanizing 35 operations. 36 37 Minor fabricating and modifications necessary for galvanizing will be allowed if not detrimental to 38 the end product as determined by the Engineer If such modifications are contemplated. the 39 Contractor shall submit to the Engineer, for approval, six copies of the proposed modifications. 40 prior to fabrication. 41 42 SECTION 9 -29, ILLUMINATION, SIGNALS, ELECTRICAL 43 April 4, 2005 44 9 -29.3 Conductors, Cable 45 Under the second paragraph, item 5 is revised to read: 46 47 5. Pole and bracket cable shall be a two - conductor cable rated for 600 volts. The individual 48 conductors shall be one red and one black 19- strand No. 10 AWG copper, assembled 49 parallel. The conductor insulation shall be 45 -mil polyvinyl chloride or a 600 volt rated cross - 50 linked polyethylene_ The Jacketing shall be polyethylene or polyvinyl chloride not less than 51 45 -mils thick. If luminaires with remote ballasts are specified in the contract. this same cable CITY Of SPOKANE VALLEY e AVENUE OVERLAY PROJECT 115 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 shall be used between luminaire and ballast for both timber and ornamental pole construction. If the luminaire requires fixture wire temperatures greater than 75`C, the outer jacket shall be stripped for that portion of the cable inside the luminaire. The single conductors shall then be sheathed with braided fiberglass sleeving of the temperature rating recommended by the luminaire manufacturer. 9 -29.6 Light and Signal Standards The first paragraph is supplemented with the following: Fabrication of light and signal standards shall conform to the applicable requirements of Section 6- 03.3(14). 9- 29.6(1) Light and Signal Standards This section including title is revised to read- 9- 29.6(1) Steel Light and Signal Standards Steel plates and shapes for light and signal standards shall conform to ASTM A 36, except that structural shapes may conform to ASTM A 992. Shafts for light and signal standards, except Type PPB signal standards, shall conform to ASTM A 572 Grade 50. Shafts and caps for Type PPB signal standards, slipfitters for type PS I. FB, and RM signal standards, and all pipes shall conform to ASTM A 53 Grade B. Base plates for light standards shall conform to ASTM A 572, Grade 50, except as otherwise noted In the Standard plans for fixed base light standards. Base plates for signal standards shall conform to ASTM A 36. Connecting bolts shall conform to AASHTO M 164. Fasteners for handhole covers, bands on lighting brackets. and connector attachment brackets shall conform to ASTM F 593 Light and signal standards shall be hot - dipped galvanized in accordance with AASHTO M 111 and AASHTO M 232. Steel used for light and signal standards shall have a controlled silicon content of either 0.00 to 0.04 percent or 0.15 to 0.25 percent Mill test certificates verifying the silicon content of the steel shall be submitted to both the galvanizer and the Engineer prior to beginning galvanizing operations 9- 29.6(2) Slip Base Hardware This section is revised to read: Slip plates and anchor plates for light standards and for Type FB and RM signal standards shall conform to the requirements of ASTM A 572 Grade 50. The keeper plate shall be 28 gage, conforming to ASTM A 653 coating designation G 90 Clamping bolts for slip base assemblies and slip base adapters shall conform to AASHTO M 164. Studs and bolts for slip base adapters shall conform to AASHTO M 164. Nuts shall conform to AASHTO M 291 Grade DH. Hardened washers shall conform to AASHTO M 293. Plate washers shall conform to ASTM A 36. Galvanized bolts shall meet standard specification 9- 06.5(4). 9 -29.10 Luminaires Under the first paragraph, the third sentence in item D is revised to read: All internal luminaire assemblies shall be assembled on or fabricated from either stainless steel or galvanized steel CITY OF SPOKANE VALLEY 8* AVENUE OVERLAY PROJECT 116 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 9 -29.13 Traffic Signal Controllers This section is supplemented with the following. All Traffic Signal Control Equipment Shall be Tested As Follows. The supplier shall: Seven days prior to shipping, arrange appointment for controller cabinet assembly, and testing at the WSDOT Materials Laboratory or the facility designated in the Special Provisions. 2. Assembly shall be defined as but not limited to tightening all screws, nuts and bolts, verifying that all wiring is clear of moving parts and property secured, installing all pluggables, connecting all cables, Verify that all contract required documents are present, proper documentation is provided, and all equipment required by the contract is installed 3. The assembly shall be done at the designated WSDOT facility in the presence of WSDOT personnel, 4. The supplier shall demonstrate that all of the functions required by this specification and the contract Plans and Special Provisions perform as intended Demonstration shall include but not be limited to energizing the cabinet and verifying that all 8 phases, 4 pedestrian movements, 4 overlaps (as required by the Contract Provisions) operate per Washington State Standard Specifications Section 9- 29.13. The supplier shall place the controller in minimum recall with interval timing set at convenient value for testing purposes Upon a satisfactory demonstration the controller assembly will then be accepted by WSDOT for testing. 5. If the assembly, and acceptance for testing is not complete within 5 working days of delivery, the Project Engineer may authorize the return of the assembly to the supplier, with collect freight charges to the supplier. 6. The Contractor will be notified when the testing is complete, and where the assembly is to be picked -up for delivery to the project. 7. The supplier has 5 working days to repair or replace any components that fail during the testing process at no cost to the Contracting Agency. A failure shall be defined as a component that no longer functions as intended under the conditions required or does not meet the requirements of the Contract Specifications and is at the soul discretion of WSDOT, B. Any part or component of the controller assembly, including the cabinet that is rejected shall not be submitted for use by WSDOT or any City or County in the State of Washington 9- 29.13(6) Radio Interference Suppressers In the first paragraph, the second sentence is revised to read: Interference suppressers shall be of a design which will minimize interference in both broadcast and aircraft frequencies, and shall provide a minimum attenuation of 50 decibels over a frequency range of 200 kilohertz to 75 megahertz when used in connection with normal installations CiTY OF SPOKANE VALLEY B'* AVENUE OVERLAY PROJECT 117 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 9- 29.13(7) Traffic - Actuated Controllers In the first paragraph, item 3 is revised to read: 3. A minimum of four overiaps. 9- 29.13(7)B Auxiliary Equipment for NEMA Controllers Under the first paragraph, item 2 is supplemented with the following: The controller cabinet shall have all cabinet wrong installed for eight vehicle phases, four pedestrian phases, four emergency pre- empts, four overlaps (OLA, B, C. D). Under the first paragraph, item 7 is revised to read. 7_ A "Display Panel' when noted in the contract. The display panel shall depict a generic eight - phase operation The panel shall be mounted on the inside of the front cabinet door and the mounting shall be of a design that allows positioning of the panel in four orientations 90 degrees from each other. The mounting shall be removable without use of any tools. Incandescent red, yellow, green, walk and don't walk indicator lights shall be provided for each phase. The indicator lights shall be connected to the associated field terminals. The connecting cable shall be long enough to allow for any mounting orientation. No diodes will be allowed in the display panel. A means of disconnecting all wiring entering the panel shall be provided. Switches shall be provided on the panel with labels and functions as follows: a. Display On — Signal indicator lamps will display the operation of the intersection. b Test —All indicator lamps shall be energized. c. Display Off — all signal indicator lamps shall be de- energized. A 'Detector Panel', as specified in Standard Specification Section 4- 29.12(7)D, shall be installed The panel shall be mounted on the inside of the front cabinet door. The detector panel shall be constructed as a single unit. Detector switches with separate operate, test, and off positions shall be provided for each field detector input circuit. A high intensity light emitting diode (LED) shall be provided for each switch. The lamp shall energize upon vehicle, pedestrian or test switch actuation. The test switch shall provide a spring loaded momentary contact that will place a call into the controller. When in the OFF position, respective detector circuits will be disconnected. In the operate position, each respective detector circuit shall operate normally. Switches shall be provided on the panel with labels and functions as follows: a. Display On — Detector indicator lights shall operate consistent with their respective switches. b. Display Off — detector indicator lights shall be de- energized. A means of disconnecting all wiring entering the panel shall be provided. The disconnect shall include a means to jumper detection calls when the display panel is disconnected. All switches on the panel shall be marked with its associated plan detector number. All markers shall be permanent. CITY OF SPOKANE VALLEY 8" AVENUE OVERLAY PROJECT 118 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 9- 29.13(7)D NEMA Controller Cabinets This section is revised to read: Each traffic - actuated NEMA controller shall be housed in a weatherproof cabinet conforming to the following requirements: Construction shall be of 0.073 -inch minimum thickness series 300 stainless steel or 0.125 minimum thickness 5052 H32 ASTM B209 alloy aluminum The stainless steel shall be annealed or on"- hardness complying with ASTM A666 stainless steel sheet. Cabinets may be finished inside with an approved finish coat of exterior white enamel If no other coating is specified in the Contract Provisions the exterior of all cabinets shall be bare metal. All controller cabinets shall be furnished with front and rear doors. 2. The cabinet shall contain shelving, brackets, racks, etc_, to support the controller and auxiliary equipment All equipment shall set squarely on shelves or be mounted in racks and shall be removable without turning, tilting, or rotating or relocating one device to remove another. A 24 slot rack or racks shall be installed. The rack(s) shall be wired for 2 channel loop detectors and as follows. Slots 1 & 2 phase 1 loop detectors. Slots 3, 4, & 5 phase 2 loop detectors. Slots 6 & 7 phase 3 loop detectors. Slots 8, 9, & 10 phase 4 loop detectors. Slots 11 & 12 phase 5 loop deterctors. Slots 13, 14, & 15 phase 6 loop detectors. Slots 16 & 17 phase 7 loop detectors. Slots 18, 19 & 20 phase 8 loop detectors. Slot 21 upper phase 1 loop detector. Slot 21 lower phase 5 detector. Slot 22 Wired for a 2 channel discriminator channels A, C. Slot 23 wired for a 2 channel discriminator, channels B, D. Slot 24 wired for a 4 channel discriminator. wired for channel A, B, C. D. All loop detector slots shall be wired for presence/ pulse detectiorV extension. If an external power supply is required in order for the entire racks(s) to be powered it shall be installed. All rack(s) slots shall be labeled with engraved identification strips. 3. Additional detection utilizing the `D' connector shall be installed in accordance with the contract. The cabinet shall be of adequate size to properly house the controller and all required appurtenances and auxiliary equipment in an upright position with a clearance of at least 3 inches from the vent fan and fitter to allow for proper air flow. In no case shall more than 70 percent of the cabinet volume be used. There shall be at least a 2- inch clearance between shelf mounted equipment and the cabinet wall or equipment mounted on the cabinet wall_ 4. The cabinet shall have an air intake vent on the lower half of the front door, with a 12 inch by 15 inch by 1 inch removable throw away filter, secured in place with a spring - loaded framework. 5. The cabinet door(s) shall be provided with: a. Spring loaded construction core locks capable of accepting a Best type CX series six segment (core installed by others) shall be installed in each door with the exception of the police panel door. Cabinet doors shall each have a three point latch system. b. A police panel assembly shall be installed in the front door and shall have a stainless steel hinge pin and a police panel lock. Two police keys with shafts a minimum of 1 3/4 inches long shall be provided with each cabinet. CITY OF SPOKANE VALLEY d' AVENUE OVERLAY PROJECT 119 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 All doors and police panel door shall have one piece closed cell, neoprene gaskets. A two position doorstop assembly. Front and rear interior light control switches. 9- 29.13(7)E Type 170E, 170E- HC -11, 2070, 2070 Lite, ATC Controller Cabinets This section is revised to read The above controllers shall be housed in a Models 332, Double 332, 336, 336S, 303 ITS /ATC cabinets, or as specified in the contract. Each door shall be furnished with a construction core lock conforming to Standard Specifications 9 -29.13 (7)D 5a, b and c above A police panel with door, stainless steel hinge pin and lock shall be provided. Two police keys with shafts a minimum of 1 3/4' long shall be provided with each cabinet. Each of these cabinets shall be furnished with auxiliary equipment described in Standard Specification 9- 29.13(7)C. Type 334 cabinets for traffic data station controller fumished shall meet current Caltrans 170E specifications. as stated in Standard Specification 9- 29.13(7) and as follows. Camera control and DMS local control cabinets shall contain the equipment shown in the Plans. The cabinet shall have the same extemal physical dimensions and appearance of Model 334 cabinets. The cabinet shall be fabncated of stainless steel or sheet aluminum in accordance with Section 9- 29.13(7)D, item number 1. Painted steel, painted or anodized aluminum is not allowed. 2 Cabinet doors shall have a three -point latch and two- position stop assembly with spring loaded construction core lock capable of accepting a Best lock company type, with 6 -pin CX series core. The Contractor shall supply construction cores. Upon contract completion, the Contractor shall deliver two master keys to the Engineer 3. Field wire terminals shall be labeled in accordance with the Field Wiring Chart. 4. A shatterproof fluorescent interior cabinet lights with self- starting ballast shall be , furnished, one fixture mounted on the rear rack near the top and the second mounted at the top of the front rack. Door switches shall automatically turn on both lights when either door is opened. 5- One controller unit shelf, which attaches to the front rails of the EIA rack, shall be provided in lieu of the two controller unit support angles The shelf shall be fabricated from aluminum and shall be installed such that it does not interfere with access to any terminal block. The shelf shall contain a rollout flip -top drawer for storage of wiring diagrams and manuals. A disposable paper filter element of at least 180 square inches shall be provided in lieu of a metal filter. All traffic data and ramp meter cabinets shall include the following accessories: Each cabinet shall be equipped with a fully operable controller equipped as specked in the Contract Provisions. 2. Two input files, except on Type 303 and 336 cabinet shall be supplied, each using 133 millimeters of rack height. CITY OF SPOKANE VALLEY 0" AVENUE OVERLAY PROJECT 120 1 2 3 4 5 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 3. Power Distribution Assembly shall be PDA #3 as detailed in the January 1989 Caltrans 170 specification. with all current amendments The PDA #3 shall contain three Model 200 Load Switches_ A transient voltage protection device shall be provided, which plugs into the controller unit receptacle and in tum accepts the controller plug and meets the electrical requirements of Section 9- 29.13(7)B(3) item e. A second transfer relay. Model 430, shall be mounted on the rear of the PDA #3 and wired as shown in the Plans. 4. Police Panel shall contain only one DPDT toggle switch. The switch shall be labeled POLICE CONTROL, ON -OFF. 5. Display Panel A. General Each cabinet shall be famished with a display panel. The panel shall be mounted, showing and providing detection for inputs and specified controller outputs, at the top of the front rack above the controller unit The display panel shall be fabricated from brushed aluminum and constructed according to the detail in the Plans. B. Text All text on the display panel shall be black in color and silk screened directly to the panel except the Phenolic detector and cabinet nameplates. A nameplate for each loop shall be engraved with a 1/4 inch nominal text according to the ITS Field Wiring Charts The nameplates shall be permanently affixed to the display panel. C. LEDs The LEDs for the display panel shall meet the following specifications: Case size Viewing angle Brightness T 1 -314 50° minimum 8 Milli candelas LEDs with RED, YELLOW or GREEN as part of their labels shall be red, yellow or green in color. All other LEDs shall be red. All LEDs shall have tinted diffused lenses. D. Detector Display Control Switch Each display panel shall be equipped with one detector display control switch on the panel with labels and functions as follows: ON Detector display LEDs shall operate consistent wrth their separate switches OFF All detector indicator LEDs shall be de- energized Detector calls shall continue to reach the controller. CITY OF SPOKANE VALLEY B* AvENUE OVERLAY PROJECT 1211 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 TEST All detector indicator LEDs shall illuminate and no calls shall be placed to the controller. E. Advance Warning Sign Control Switch Each display panel shall be equipped with one advance warning sign control switch on the panel with labels and functions as follows: AUTOMATIC Sign Relay shall energize upon ground true call from controller. SIGN OFF Sign Relay shall de- energize SIGN ON Sign Relay shall energize. F, Sign Relay The sign relay shall be plugged into a socket installed on the rear of the display panel. The relay shall be wired as shown in the Plans. The relay coil shall draw (or sink) 50 milliamperes t 10% from the 170E controller and have a DPDT contact rating not less than 10 amperes. A 1 N4004 diode shall be placed across the relay coil to suppress voltage spikes. The anode terminal shall be connected to terminal #7 of the relay as labeled in the Plans The relay shall energize when the METERING indicator LED is lit G Detector Input Indicators One display LED and one spring - loaded two- position SPST toggle switch shall be provided for each of the 40 detection inputs. These LEDs and switches shall function as follows_ TEST When the switch is in the test position, a call shall be placed to the controller and energize the associated LED. The switch shall automatically return to the run position when it is released. RUN In the run position the LEDs shall Illuminate for the duration of each call to the controller. H. Controller Output Indicators The display panel shall contain a series of output indicator LEDs mounted below the detection indicators. The layout shall be according to the detail in the Plans. These LEDs shall illuminate upon a ground true output from the controller via the C5 connector. The output indicator LEDs shall have resistors in series to drop the voltage from 24 volts DC to their rated voltage and limit current below their rated current The anode connection of each LED to +24 VDC shall be wired through the resistor, I. Connectors CITY OF SPOKANE VALLEY e'AVENUE OVERLAY PROJECT f 22 ' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 Connection to the display panel shall be made by three connectors. one pin (labeled P2) and one socket (labeled P1) and one labeled C5. The P1 and P2 connectors shall be 50 -pin cannon D series, or equivalent 50 pin connectors and shall be compatible such that the two connectors can be connected directly to one another to bypass the input detection. wring for the P1. P2 and C5 connectors shall be as shown in the Plans. The Contractor shall install wire connectors P1, P2, C1P, C2, C4, C5 and C6 according to the pin assignments shown in the Plans. 6. Model 204 Flasher Unit Each Model 334 ramp meter cabinet shall be supplied with one Model 204 sign flasher unit mounted on the right rear side panel. The flasher shall be powered from T1 -2. The outputs from the flasher shall be wired to T1 -5 and T1-6. 7. Fiber Optic Patch Panel The Contractor shall provide and install a rack- mounted fiber optic patch panel as identified in the Plans. Cabinet tiring 1. Terminal blocks TB1 through TB9 shall be installed on the Input Panel. Layout and position assignment of the terminal blocks shall be as noted in the Plans Terminals for field wiring in traffic data and/or ramp metering controller cabinet shall be labeled, numbered and connected in accordance with the following; Terminal Block Pos. TBS T1 -2 T1-4 T1 -5 T1-6 T4-1 T4 -2 T4-3 T4-4 T4 -5 T4-6 T4-7 T4 -8 T4 -9 Terminal and Wire Numbers 501 -502 641 643 644 645 631 632 633 621 622 623 611 612 613 Connection Identification AC Power, Neutral Sign on Sign off Flasher Output NC Flasher Output NO Lane 3 - Red Lane 3 - Yellow Lane 3 - Green Lane 2 - Red Lane 2 - Yellow Lane 2 - Green Lane 1 - Red Lane 1 - Yellow Lane 1 - Green Loop lead -in cables shall be labeled and connected to cabinet terminals according to the ITS Feld Wiring Chart. This chart will be provided by the Engineer within 20 days of the Contractors request. 9- 29.16(2)A Optical Units Under the first paragraph, number 4 (warranty) is deleted 9 -29.19 Pedestrian Push Buttons The third paragraph is deleted CrTY OF SPOKANE VALLEY 8'" AVENUE OVERLAY PROJECT 123 1 2 9 -29.21 Flashing Beacon 3 This section is revised to read: 4 5 Flashing beacons shall be installed as detailed in the Plans, as specified in the Special Provisions, 6 and as described below. 7 8 Controllers for flashing beacons shall be as specrfied in Section 9- 29.15. 9 10 Beacons shall consist of single section. 8 -inch or 12 -inch traffic signal heads, three or four - 11 way adjustable, meeting all of the applicable requirements of Section 9- 29.16. Displays (red 12 or yellow) may be either LED type or incandescent. 12 inch yellow displays shall be dimmed 13 50% after dark- 14 15 Mounting brackets, mountings, and installation shall meet all applicable requirements of 16 Section 9- 29.17. 17 18 Lenses shall be either red or amber, glass or polycarbonate as noted in the Plans or as 19 determined by the Engineer. 20 21 9 -29.24 Service Cabinets 22 Under the first paragraph, item F is revised to read 23 24 F. The minimum size of control circuit conductors used in service cabinets shall be No. 14 AWG 25 stranded copper. 26 27 All electrical contactors shall have the loadside terminals toward the front (door side) of the 28 service cabinet. 29 30 Under the first paragraph, the fourth sentence of item I is revised to read: 31 32 No electrical devices shall be connected to the dead front panel. 33 34 9 -29.25 Amplifier, Transformer, and Terminal Cabinets 35 Under the first paragraph, the fourth sentence of item 3 is revised to read: 36 37 The Contractor shall supply construction cores with two master keys. The keys shall be delivered 38 to the Engineer. 39 40 SECTION 9 -30, WATER DISTRIBUTION MATERIALS 41 August 2, 2004 42 9- 30.6(1) Saddles 43 The first sentence is revised to read: 44 45 Saddles shall be ductile iron, bronze, brass, or stainless steel. 46 47 9- 30.6(2) Corporation Stops 48 The first sentence is revised to read: 49 50 Corporation stops shall be made of bronze or, brass alloy. 51 CITY OF SPOKANE VALLEY Do AVENUE OVERLAY PROJECT 124 1 9- 30.6(4) Service Fittings 2 The first sentence is revised to read. 3 4 Fittings used for service connections shall be made of bronze or brass alloy. 5 5 SECTION 9 -32, MAILBOX SUPPORT 7 August 2, 2004 8 9-32.2 Bracket, Platform and Anti-Twist Plata 9 This section is revised to read: 10 11 The bracket, platform, and anti -twist plate shall be 16 gage sheet steel, conforming to ASTM A 36. 12 13 9 -32.4 Wood Posts 14 This section is revised to read: 15 16 Wood posts shall meet the requirements of Section 9- 28.14(1) or western red cedar. 17 18 Section 9-32 is supplemented with the following: 19 20 9 -32.8 Concrete Base 21 The concrete in the concrete base shall meet or exceed the requirements of Section 6- 02.3(2)B. 22 23 9 -32.9 Steel pipe 24 The requirements for commercially available, Schedule 40, galvanized steel pipe, elbows, and 25 couplings shall be met for all parts not intended to be bent or welded. Welded and bent parts shall 26 be galvanized after fabrication in accordance with AASHTO M 111. 27 28 9 -32.10 U- Channel Post 29 U- channel posts shall meet the requirements of ASTM A 29, weigh a minimum of 3 pounds per 30 linear foot and shall be galvanized according to AASHTO M 111. 31 32 SECTION 9 -33, CONSTRUCTION GEOTEXTILE 33 April 5, 2004 34 This section including We is revised to read: 35 36 SECTION 9 -33, CONSTRUCTION GEOSYNTHETIC 37 April 5, 2004 38 9 -33.1 Geosynthetic Material Requirements 39 The term geosynthetic shall be considered to be inclusive of geotextiles, geogrids, and 40 prefabricated drainage mats. 41 42 Geotextiles, including geotextiles attached to prefabricated drainage core to form a prefabricated 43 drainage mat, shall consist only of long chain polymeric fibers or yams formed into a stable 44 network such that the fibers or yams retain their position relative to each other during handling, 45 placement, and design service life. At least 95 percent by weight of the material shall be 46 polyolefins or polyesters. The material shall be free from defects or tears. The geotextile shall 47 also be free of any treatment or coating which might adversely alter its hydraulic or physical 48 properties after installation. Cr Y OF SPOKANE VALLEY B" AVENUE OVERLAY PROJECT IZ5 1 2 Geogrids shall consist of a regular network of integrally connected polymer tensile elements with 3 an aperture geometry sufficAent to permit mechanical interlock with the surrounding backfill. The 4 long chain polymers in the geogrid tensile elements, not including coatings, shall consist of at 5 least 95 percent by mass of the material of polyolefins or polyesters. The material shall be free of 6 defects, cuts, and tears. 7 8 Prefabricated drainage core shall consist of a three dimensional polymeric material with a 9 structure that permits flow along the core laterally, and which provides support to the geotextiles 10 attached to it. 11 12 The geosynthetic shall conform to the properties as indicated in Tables 1 through 8 in Section 9- 13 33.2, and additional tables as required in the Special Provisions for each use specified in the 14 Plans. Specifically, the geosynthetic uses included in this section and their associated tables of 15 properties are as follows. 16 17 Applicable 18 Geotextile Application Property Tables 19 Underground Drainage, Low Survivability, 20 Classes A, B, and C Tables 1 and 2 21 22 Underground Drainage, Moderate Survivability, 23 Classes A, B, and C Tables 1 and 2 24 25 Separation Table 3 26 27 Soil Stabilization Table 3 28 29 Permanent Erosion Control, Moderate Survivability, 30 Classes A, B. and C Tables 4 and 5 31 32 Permanent Erosion Control, High Survivability 33 Classes A, B. and C Tables 4 and 5 34 35 Ditch Lining Table 4 36 37 Temporary Silt Fence Table 6 38 39 Permanent Geosynthetic Retaining Wall Tables 7 and 9 40 41 Temporary Geosynthetic Retaining Wall Tables 7 and 10 42 43 Prefabricated Drainage Mat Table 8 44 45 Tables 9 and 10 will be included in the Special Provisions. 46 47 Geogrid and geotextile reinforcement in geosynthetic retaining walls shall conform to the 48 properties specked in Table 9 for permanent walls, and Table 10 for temporary walls. 49 50 For geosynthetic retaining walls that use geogrid reinforcement, the geotextile material placed at 51 the wall face to retain the ball material as shown in the Plans shall conform to the properties 52 for Construction Geotextile for Underground Drainage, Moderate Survivability, Class A. CITY OF SPOKANE VALLEY 80' AVENUE OVERLAY PROJECT 126 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 Thread used for sewing geotextiles shall consist of high strength polypropylene, polyester, or polyamide. Nylon threads will not be allowed. The thread used to sew permanent erosion control geotextiles, and to sew geotextile seams in exposed faces of temporary or permanent geosynthetic retaining walls, shall also be resistant to ultraviolet radiation The thread shall be of contrasting color to that of the geotextile itself 9 -33.2 Geosynthetic Properties 9- 33.2(1) Geotextile Properties Table 1: Geotextile for underground drainage strength properties for survivability Grab Failure Strain, in ASTM D4632 <50%/ >50% machine and x- machine direction Seam Breaking Strength ASTM D4632' 160 lbs./100 lbs. min Puncture Resistance Tear Strength, min. in machine and x- machine direction Ultraviolet (U1) Rediabon stability ASTM D4833 67 lbs. /40 lbs. min ASTM D4533 ASTM D4355 67 lbs/40 lbs. min 50% strength retained min.. after 500 hrs. in weatherometer Table 2- Geotextile for underground drainage filtration properties <50 %/ >50% 220 lbs. /140 lbs. min, 80 lbs. /50lbs min. 80 lbs./50 lbs. min. 50% strength retained min., after 500 hrs. in weatherometer Geotextile Property Requirements' Geotextile Property Test Method' Class A Class B Class C AOS ASTM D4751 .43 mm max .25 mm max. .18 mm max. (#40 sieve) (#60 sieve) (#80 sieve) Water Permittivity ASTM D4491 .5 sec" min. .4 sec' min. .3 sec'' min. Table 3: Geotextile for separation or soil stabilization Geotextile Property Requirements' Separation Soil Stabilization Geotextile Property Test Method I Woven/Nonwoven Woven/Nonwovan AOS ASTM D4751 60 mm max. 43 mm max. CiTY OF SPOKANE VALLEY e AVENUE OVERRIAY PROJECT 127 Geotextile Property Requirements' Low Moderate Survivability Survivability Geotextile Property Test Method' Woven/Nonwoven Woven/Nonwovan Grab Tensile Strength, ASTM D4632 180 lbs. /115 Ibs. min. 250 lbs. /160 lbs. min min. in machine and x- machine direction Grab Failure Strain, in ASTM D4632 <50%/ >50% machine and x- machine direction Seam Breaking Strength ASTM D4632' 160 lbs./100 lbs. min Puncture Resistance Tear Strength, min. in machine and x- machine direction Ultraviolet (U1) Rediabon stability ASTM D4833 67 lbs. /40 lbs. min ASTM D4533 ASTM D4355 67 lbs/40 lbs. min 50% strength retained min.. after 500 hrs. in weatherometer Table 2- Geotextile for underground drainage filtration properties <50 %/ >50% 220 lbs. /140 lbs. min, 80 lbs. /50lbs min. 80 lbs./50 lbs. min. 50% strength retained min., after 500 hrs. in weatherometer Geotextile Property Requirements' Geotextile Property Test Method' Class A Class B Class C AOS ASTM D4751 .43 mm max .25 mm max. .18 mm max. (#40 sieve) (#60 sieve) (#80 sieve) Water Permittivity ASTM D4491 .5 sec" min. .4 sec' min. .3 sec'' min. Table 3: Geotextile for separation or soil stabilization Geotextile Property Requirements' Separation Soil Stabilization Geotextile Property Test Method I Woven/Nonwoven Woven/Nonwovan AOS ASTM D4751 60 mm max. 43 mm max. CiTY OF SPOKANE VALLEY e AVENUE OVERRIAY PROJECT 127 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 ( #30 sieve) (#40 sieve) Water Permittivity ASTM D4491 .02 sec'' min. 10 sec' min. Grab Tensile Strength, ASTM D4632 250 lbs. /160 lbs. min. 315 Ibs.1200 lbs. min. min. in machine and x- machine direction Grab Failure Strain, in ASTM D4632 <50 0lo/ >50% <50 % / >50% machine and x- machine direction Seam Breaking Strength ASTM D46322 220 lbs. /140 lbs. min. 270 lbs. /180 lbs, min. Puncture Resistance ASTM D4833 80 Ibs.150 lbs min Tear Strength, min in machine and x- machine direction Ultraviolet (UV) Rediation stability ASTM D4533 80 lbs/50 lbs. min ASTM D4355 50% strength retained min., after 500 hrs. in weatherometer Table 4: Geotextile for permanent erosion control and ditch lining. 112lbs./79lbs min. 112 Ibs.n9 lbs. min. 50% strength retained min., after 500 him. in weatherometer Table 5: Filtration properties for geotextile for permanent erosion control CITY OF SPOKANE VALLEY 8" AVENUE OVERLAY PROJECT 1128 Geotextile Property Requirements' Permanent Erosion Control Ditch Lining Moderate High Sorvicablltty Servitablllty Geotaxtite Property Test Mathod WoverdNonwwen Wovert/Nonwwan Woven/Norwwan ACS ASTM D4751 See Table 5 See Tabie 5 50 mm max (i30 sieve) Water Permtttivtly ASTM D4491 See Table 5 See Table 5 C2 sec' min Grab Tensile Strength, ASTM D4632 250 tbs.1190 ba min 315 IbsJ200 lbs min. 250 U.11 60 Its min. min. in machine and x- machuie direahn Grab Failure Strain, in ASTM D483.' 1596.50%6 :50% 15`iU- 50%1 -e5D% <50%r >50% machine and .- machine direction Seam Brea" Strength ASTM D463e 220 lbsJ140 Ibe. min. 270 lbs-180 In, min. 220 b*1140 Iba nun. Burst Strength ASTM D37a5 400 pse/190 psi min. 500 PSIM0 psi min. Puncture Resistance ASTM D4833 80 UJ50 lbs min 112 baJ79 lbs min. 80 Ibs150 be. min. Tear Strength. min in ASTM D4533 BO lbs/50 Its min 112 bs179 lbs. min 50 IbsJ50 be. rrdn. mactime and x- machine dhadion Uttraviolei (UV) ASTM D4355 70% strength 70% strength 70% strength Radiation stability retained min, retainsd min., retained min. after 500 his in after 500 hrs. in after 500 hot. in weatherometer weatherometer weatherometer Table 5: Filtration properties for geotextile for permanent erosion control CITY OF SPOKANE VALLEY 8" AVENUE OVERLAY PROJECT 1128 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 Geotextile Property Requirements' Geotextile Property Test Method2 Class A Class B Class C AOS ASTM D4751 .43 mm max. .25 mm max. .22 mm max. (#40 sieve) (#60 sieve) ( #70 sieve) Water Permittivity ASTM D4491 .7 sec' min. .4 sec'' min. .2 sec'' min. Table 6: Geotextile for temporary sift fence. Geotextile Property AOS Water Permittivity Grab Tensile Strength, min. in machine and x- machine direction Grab Failure Strain, in machine and x- machine direction Ultraviolet (UV) Rediation stability Test Method ' ASTM D4751 ASTM D4491 ASTM D4632 Geotextile Prope Unsupported Between Posts 60 mm max. for slit film wovens ( #30 sieve) 30 mm max. for all other geotextile types ( #50 sieve) .15 mm min. ( #100 sieve) rty Requirements' Supported Between Posts with Wire or Polymeric Mesh .60 mm max for slit film wovens ( #30 sieve) 30 mm max. for all other geotextile types ( #50 sieve) .15 mm min ( #100 sieve) 02 sec" min. .02 sec' min. 180 Ibs, min. in machine direction, 100 lbs. min. in x- machine direction ASTM D4632 30% max. at 180 lbs. ASTM D4355 or more 70% strength retained min., after 500 hrs. in weatherometer 100 lbs. min 70% strength retained min., after 500 hrs. in weatherometer 'All geotextile properties in Tables 1 through 6 are minimum average roll values (i.e., the test result for any sampled roll In a lot shall meet or exceed the values shown in the table). 2The test procedures used are essentially in conformance with the most recently approved ASTM geotextile test procedures, except for geotextile sampling and specimen conditioning, which are in accordance with WSDOT Test Methods 914 and 915, respectively Copies of these test methods are available at the State Materials Laboratory in Tumwater. 'vVdh seam located in the center of 8 -inch long specimen oriented parallel to grip faces. 9- 33.2(2) Geosynthetic Properties For Retaining Walls and Reinforced Slopes All geotextile properties provided in Table 7 are minimum average roll values. The average test results for any sampled roll in a lot shall meet or exceed the values shown in the table. The test CITY OF SPOKANE VALLEY 8° AVENUE OVERLAY PROJECT 129 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 procedures specified in the Table are in conformance with the most recently approved ASTM geotextile test procedures, except for geotextile sampling and specimen conditioning, which are in accordance with WSDOT Test Methods 914 and 915, respectively Table 7: Minimum properties required for geotextile reinforcement used in geosynthetic reinforced slopes and retaining walls. Geotextile Property Requirements Geotextile Property Test Method Woven/Nonwoven Water Permittivity ASTM D4491 .02 sec. -1 min AOS ASTM D4751 84 mm max. (No. 20 Sieve) Grab Tensile Strength, min. in ASTM D4632 200 Ibs/120 Ibs min. machine and x- machine direction Grab Failure Strain, ASTM D4632 < 50% / > 50% in machine and x- machine direction Seam Breaking Strengthl ASTM D4632 160 Ibs/100 Ibs min. Puncture Resistance ASTM D4833 63 Ibs/50 Ibs min. Tear Strength, min. ASTM D4533 63 Ibs/50 Ibs min. in machine and x- machine direction Ultraviolet (UV) Radiation ASTM D4355 70% (for polypropylene Stability and polyethyelene) and 50% (for polyester) Strength Retained min.. after 500 Hr. in weatherometer 1Applies only to seams perpendicular to the wall face. The ultraviolet (UV) radiation stability, ASTM D4355, shall be a minimum of 70% strength retained after 500 hours in the weatherometer for polypropylene and polyethylene geogrids and geotextiles, and 50% strength retained after 500 hours in the weatherometer for polyester geognds and geotextiles. 9- 33.2(3) Prefabricated Drainage Mat Prefabricated drainage mat shall have a single or double dimpled polymeric core with a geotextile attached and shall meet the following requirements Table 8: Minimum properties required for prefabricated drainage mats. CITY OF SPOKANE VALLEY e AVENUE OVERLAY PROJECT 130 1 Property Test Method Prefabricated Drainage 2 MatenallGeotextile 3 Property Requirements 4 5 Width 12 inches min. 6 Thickness ASTM D 5199 0 4 inches min. 7 8 Compressive Strength at 9 Yield ASTM D 1621 100 psi min. 10 11 In Plan Flow Rate ASTM D 4716 12 Gradient = 0. 1. 13 Pressure = 5.5 psi 5.0 gal. /min.At 14 15 Gradient = 1.0, 16 Pressure = 14.5 psi 15.0 gal, /min./ft. 17 18 Geotextile - AOS ASTM D 4751 #60 US Sieve max. 19 20 Geotextile - Permittivity ASTM D 4491 > 0.4 SEC -1 21 22 Geotextile - Grab Strength ASTM D 4632 Nonwoven - 110 lb. min. 23 24 Prefabricated drainage mats will be accepted based on the manufacturers certificate of 25 compliance that the matenal fumished conforms to these specifications The Contractor shall 26 submit the manufacturer's certificate of compliance to the Engineer in accordance with Section 1- 27 06.3. 28 29 9 -33.3 Aggregate Cushion of Permanent Erosion Control Geotextile 30 Aggregate cushion for permanent erosion control geotextile, Class A shall meet the requirements 31 of Section 9 -03.9(2). Aggregate cushion for permanent erosion control geotextile, Class B or C 32 shall meet the requirements of Section 9- 03.9(3) and 9- 03.9(2). 33 34 9 -33.4 Geosynthetic Approval and Acceptance 35 36 9- 33.4(1 ) Source Approval 37 The Contractor shall submit to the Engineer the following information regarding each geosynthetic 38 proposed for use- 39 40 Manufacturer's name and current address, 41 Full product name, 42 Geotextile structure, including fiber /yam type, 43 Geosynthetic polymer type(s) (for temporary and permanent geosynthetic retaining walls). 44 and 45 Proposed geotextile use(s). 46 47 If the geosynthetic source has not been previously evaluated. or is not listed in the current 48 WSDOT Qualified Products List (QPL), a sample of each proposed geosynthetic shall be 49 submitted to the State Materials Laboratory in Tumwater for evaluation. After the sample and 50 required information for each geosynthetic type have arrived at the State Matenals Laboratory in 51 Tumwater, a maximum of 14 calendar days will be required for this testing. Source approval will 52 be based on conformance to the applicable values from Tables 1 through 8 in Section 9 -33.2 and CfTY OF SPOKANE VALLEY e AVENUE OVERLAY PROJECT 131 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 additional tables as specified in the Special Provisions Source approval shall not be the basis of acceptance of specific lots of material unless the lot sampled can be clearly identified and the number of samples tested and approved meet the requirements of WSDOT Test Method 914. Geognd and geotextile products that are qualified for use in permanent geosynthetic retaining walls and reinforced slopes (Classes 1, 2, or both) are listed in the current WSDOT QPL. For geogrid and geotextile products proposed for use in permanent geosynthetic retaining walls or reinforced slopes that are not listed in the current QPL, the Contractor shall submit test information and the calculations used in the determination of T. performed in accordance with WSDOT Standard Practice T925 to the State Materials Laboratory in Tumwater for evaluation, The Contracting Agency will require up to 30 calendar days after receipt of the information to complete the evaluation. 9- 33.4(3) Acceptance Samples Samples will be randomly taken by the Engineer at the job site to confirm that the geosynthetic meets the property values specified Approval will be based on testing of samples from each lot. A `lot' shall be defined for the purposes of this specification as all geosynthetic rolls within the consignment (i.e., all rolls sent the project site) that were produced by the same manufacturer during a continuous period of production at the same manufactunng plant and have the same product name. After the samples have arrived at the State Materials Laboratory in Tumwater, a maximum of 14 calendar days will be required for this testing. If the results of the testing show that a geosynthetic lot, as defined, does not meet the properties required for the specified use as indicated in Tables 1 through 8 in Section 9 -33.2, and additional tables as specified in the Special Provisions, the roll or rolls which were sampled will be rejected. Geognds and geotextiles for temporary geosynthetic retaining walls shall meet the requirements of Table 7, and Table 10 in the Special Provisions. Geogdds and geotextiles for permanent geosynthetic retaining wall shall meet the requirements of Table 7, and Table 9 in the Special Provisions, and both geotextile and geogrid acceptance testing shall meet the required ultimate tensile strength T,, as provided in the current QPL for the selected product(s). If the selected product(s) are not listed in the current QPL, the result of the testing for T. shall be greater than or equal to T,, as determined from the product data submitted and approved by the State Materials Laboratory during source approval. Two additional rolls for each roll tested which failed from the lot previously tested will then be selected at random by the Engineer for sampling and retesting If the retesting shows that any of the additional rolls tested do not meet the required properties, the entire lot will be rejected. If the test results from all the rolls retested meet the required properties, the entire lot minus the roll(s) that failed will be accepted. All geosynthetic that has defects, deterioration, or damage, as determined by the Engineer, will also be rejected. All rejected geosynthetic shall be replaced at no additional expense to the Contracting Agency. 9- 33.4(4) Acceptance by Certificate of Compliance When the quantities of geosynthetic proposed for use in each geosynthetic application are less than or equal to the following amounts, acceptance shall be by Manufacturer's Certificate of Compliance: Application Geotextile Quantity Underground Drainage 600 sq. yards CITY OF SPOKANE VALLEY e AVENUE OVERLAY PROJECT 132 P. [ ; r] 1 Soil Stabilization and Separation 1,800 sq. yards 2 Permanent Erosion Control 1,200 sq. yarns 3 Temporary Silt Fence All quantities 4 Temp. or Perm Geosynthetic Retaining Wall Not required 5 Prefabricated Drainage Mat All quantities 6 7 The Manufacturers Certificate of Compliance shall include the following information about each 8 geosynthetic roll to be used: 9 10 Manufacturer's name and current address, 11 Full product name, 12 Geosynthetic structure, including fiber/yam type, 13 Polymer type (for all temporary and permanent geosynthetic retaining walls only). 14 Geosynthetic roll number, 15 Proposed geosynthetic use(s), and 16 Certified test results. 17 18 9. 33.4(5) Approval of Seams 19 If the geotextile seams are to be sewn in the field, the Contractor shall provide a section of sewn seam 20 which can be sampled by the Engineer before the geotextile is installed. 21 22 The seam sewn for sampling shall be sewn using the same equipment and procedures as will be used 23 to sew the production seams. If production seams will be sewn in both the machine and cross - 24 machine directions, the Contractor must provide sewn seams for sampling which are oriented in both 25 the machine and cross- machine directions. The seams sewn for sampling must be at least 2 yards in 26 length in each geotextile direction If the seams are sewn in the factory, the Engineer will obtain 27 samples of the factory seam at random from any of the rolls to be used. The seam assembly 28 description shall be submitted by the Contractor to the Engineer and will be included with the seam 29 sample obtained for testing. This description shall include the seam type, stitch type, sewing thread 30 type(s), and stitch density. 31 32 SECTION 9 -34, PAVEMENT MARKING MATERIAL 33 August 2, 2004 34 9-34.6 Temporary Pavement Marking Tape 35 This section is supplemented with the following: 36 37 Pavement marking masking tape shall conform to ASTM D 4592 Type 1 (removable), except that 38 material shall be black, non- retroreflective and non -glanng 39 40 SECTION 9 -35, TEMPORARY TRAFFIC CONTROL MATERIALS 41 August 2, 2004 42 Temporary traffic control materials in this section consist of various traffic communication, 43 channelization and protection items described in Section 1 -10 and listed below. 44 45 Stop/Slow Paddles 46 Construction Signs 47 Wood Sign Posts 48 Sequential Arrow Signs 49 Portable Changeable Message Signs 50 Barricades CITY OF SPOKANE VALLEY 8* AVENUE OVERLAY PROJECT 133 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 Traffic Safety Drums Barrier Drums Traffic Cones Tubular Markers Warning Lights and Flashers Truck- Mounted Attenuator The basis for acceptance of temporary traffic control devices and materials shall be visual inspection by the Engineer's representative. No sampling or testing will be done except that deemed necessary to support the visual inspection. Requests for Approval of Material and Qualified Products List submittals are not required. Certification for crashworthiness according to NCHRP 350 will be required as described in Section 1- 10.2(3). 'MUTCD,' as used in this section, shall refer to the current edition of the Manual on Uniform Traffic Control Devices for Streets and Highways. In the event of conflicts between the MUTCD and the contract provisions, then the provisions shall govern 9 -35.1 Stop /Slow Paddles Paddles shall conform to the requirements of the MUTCD, except that the minimum width shall be 24 inches. 9 -35.2 Construction Signs Construction signs shall conform to the requirements of the MUTCD and shall meet the requirements of NCHRP Report 350 for Category 2 devices. Except as noted below, any signtsign stand combination that satisfies these requirements will be acceptable Where aluminum sheeting is used to fabricate signs, it shall have a minimum thickness of 0 060 inches and a maximum thickness of 0.125 inches. All orange background signs shall be fabricated with Type X reflective sheeting. All post - mounted signs with Type X sheeting shall use a nylon washer between the tvinst fasteners (screw heads, bolts or nuts) and the reflective sheeting. Soft, fabric, roll -up signs will not be acceptable. Any fabric sign which otherwise meets the requirements of this section and was purchased prior to July 1, 2004, may be utilized until December 31, 2007. If a fabric sign is used, it shall have been fabricated with Type VI reflective sheeting. 9 -35.3 Wood Sign Posts Use the charts below to determine post size for construction signs_ One Post Installation Post Site 4x4 46 6x6 6x8 Min. Sign Sq. Ft Max. Sign Sq. Ft Two Post Installatio (For signs 5 feet or gi CM OF SPOKANE VALLEY e'" AVENUE OVERLAY PROJECT 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 Post Size Min. Sign Sq. Ft. Max. Sign Sq. FL 4x4 - 16.0 4x6 17.0 36.0 6x6 37.0 46.0 6x8 470 75.0 The Engineer shall determine post size for signs greater than 75 square feet. Sign posts shall conform to the grades and usage listed below. Grades shall be determined by the current standards of the West Coast Lumber Inspection Bureau (WCLIB) or the Western Wood Products Association (WWPA). 4 x 4 Construction grade (Light Framing, Section 122 -b WCLIB) or (Section 40.11 WWPA) 4 x 6 No. 1 and better, grade (Structural Joists and Planks. Section 123 -b WCLIB) or (Section 62.11 WWPA) 6 x 6, 6 x 8, 8 x 10 No. 1 and better, grade (Posts and Timbers, Section 131•b WCLIB) or (Section 80.11 WWPA) 6 x 10, 6 x 12 No. 1 and better, grade (Beams and Stnngers, Section 130-b WCLIB) or (Section 70.11 WWPA) 9 -35.4 Sequential Arrow Signs Sequential Arrow Signs shall meet the requirements of the MUTCD supplemented wrth the following: Sequential arrow signs furnished for this project shall be Type C. The color of the light emitted shall be yellow. The dimming feature shall be automatic, reacting to changes in light without a requirement for manual adjustment. 9 -35.5 Portable Changeable Message Signs Portable Changeable Message Signs (PCMS) shall meet the requirements of the MUTCD and the following: The PCMS shall employ one of the following technologies: 1. Fiber optic/shutter 2. Light emitting diode 3. Light emitting diode/shutter 4. Flip disk Regardless of the technology, the PCMS shall meet the following general requirements. • Be light emitting and must not rely solely on reflected light. The emitted light shall be generated using fiber optic or LED technology. • Have a display consisting of individually controlled pixels no larger than 2 1/2 inch by 2 1/2 inch. If the display is composed of individual character modules, the space between modules C(TY OF SPOKANE VALLEY 8` AVENUE OVERLAY PROJEc'r 135 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 must be minimized so alphanumeric characters of any size specified below can be displayed at any location within the matrix. • When activated, the pixels shall display a yellow or orange image When not activated, the pixels shall display a flat black image that matches the background of the sign face. • Be capable of displaying alphanumeric characters that are a minimum of 18 inches in height_ The width of alphanumeric characters shall be appropriate for the font. The PCMS shall be capable of displaying three lines of eight characters per line with a minimum of one pixel separation between each line. • The PCMS message, using 1 &inch characters, shall be legible by a person with 20120 comec:ted vision from a distance of not less than 800 feet centered on an axis perpendicular to the sign face • The sign display shall be covered by a stable, impact resistant polycarbonate face. The sign face shall be non -glare from all angles and shall not degrade due to exposure to ultraviolet light. • Be capable of simultaneously activating all pixels for the purpose of pixel diagnostics. Any sign that employs flip disk or shutter technology shall be programmable to activate the disks/shutters once a day to clean the electncal components. This feature shall not occur when the sign is displaying an active message. • The light source shall be energized only when the sign is displaying an active message. The PCMS panels and related equipment shall be permanently mounted on a trailer with all controls and power generating equipment. The PCMS shall be operated by a controller that provides the following functions: 1. Select any preprogrammed message by entering a code. 2. Sequence the display of at least five messages. 3. Blank the sign. 4. Program a new message, which may include animated arrows and chevrons. 5. Mirror the message currently being displayed or programmed. 9 -35.6 Barricades Barricades shall conform to the requirements of the MUTCD supplemented by the further requirements of Standard Plan H -2. 9-35.7 Traffic Safety Drums Traffic safety drums shall conform to the requirements of the MUTCD and the following: The drums shall have the following additional physical characteristics: Material Fabricated from low- density polyethylene that meets the requirements of ASTM D 4976 and is UV stabilized. Overall Width 18 -inch minimum in the direction(s)of traffic flow Shape Rectangular, hexagonal, circular, or flat -sided semi - circular. CITY OF SPOKANE VALLEY 8'° AVENUE OVERLAY PROJECT 136 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 Color The base color of the drum shall be fade resistant safety orange The traffic safety drums shall be designed to accommodate at least one portable light unit. The method of attachment shall ensure that the light does not separate from the drum upon impact. Drums and light units shall meet the crashworthiness requirements of NCHRP 350 as described in Section 1- 10.2(3). When recommended by the manufacturer, drums shall be treated to ensure proper adhesion of the reflective sheeting. 9 -35.8 Barrier Drums Barrier drums shall be small traffic safety drums, manufactured specifically for traffic control purposes to straddle a concrete barrier and shall be fabricated from low - density polyethylene that meets the requirements of ASTM D 4976 and is UV stabilized. The barrier drums shall meet the following general specifications: Total height Cross - section Formed support legs length Space between legs (taper to ft conc. barrier) Weight Color 22 in., ±- 1 in. hollow oval 10 in. X 14 in., t 1 in. 13 in.. + 1 in. 6 1/4 in. min. 33 lb -_ 4 lb. with legs filled with sand. Fade resistant safety orange. Barrier drums shall have three 4 -inch reflective white stripes, (one complete and two partial). Stripes shall be fabricated from Type III or Type IV reflective sheeting. When recommended by the manufacturer, barrier drums shall be treated to ensure proper adhesion of the reflective sheeting. 9 -35.9 Traffic Cones Cones shall conform to the requirements of the MUTCD, except that the minimum height shall be 28 inches. 9 -35.10 Tubular Markers Tubular markers shall conform to the requirements of the MUTCD. except that the minimum height shall be 28 inches. Pavement - mounted tubular markers shall consist of a surface - mounted assembly which uses a separate base with a detachable tubular marker held in place by means of a locking device. 9 -35.11 Warning Lights and Flashers Warning lights and flashers shall conform to the requirements of the MUTCD. CITY OF SPOKANE VALLEY 12`" AVENUE OVERLAY PROJECT 137 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 9 -35.12 Truck - Mounted Attenuator The Truck - Mounted Attenuator (TMA) shall be selected from the approved units listed on the Qualified Products List. The TMA shall be mounted on a vehicle with a minimum weight of 15.000 pounds and a maximum weight in accordance with the manufacturer's recommendations. Ballast used to obtain the minimum weight requirement, or any other object that is placed on the vehicle shall be securely anchored such that it will be retained on the vehicle during an impact. The Contractor shall provide certification that the unit complies with NCHRP 230 or 350 requirements. Units fabricated after 1998 must comply with NCHRP 350 requirements_ The TMA shall have an adjustable height so that it can be placed at the correct elevation during usage and to a safe height for transporting If needed, the Contractor shall install additional lights to provide fully visible brake lights at all times. The TMA unit shall have a chevron pattern on the rear of the unit. The standard chevron pattern shall consist of 4-inch yellow stripes, alternating non - reflective black and reflective yellow sheeting, slanted at 45 degrees in an inverters "V' with the 'V' at the center of the unit. CITY OF SPOKANE VALLEY 8°' AVENUE OVERLAY PROJECT 138 CITY OF SPOKANE VALLEY r AVENUE OVERLAY PROJECT 139 1 SPECIAL PROVISIONS 2 3 The following Special Provisions are made a part of this contract and supersede any conflicting 4 provisions of the 2004 Standard Specifications for Road, Bridge and Municipal Construction, and the 5 foregoing Amendments to the Standard Specifications. i 6 7 Several types of Special Provisions are included in this contract; General, Region, Bridges and 8 Structures, and Project Speck. Special Provisions types are differentiated as follows: _I 9 10 (date) General Special Provision 11 ("*""') Notes a revision to a General Special Provision 12 and also notes a Project Specific Special 13 Provision. 14 (Regions' date) Region Special Provision 15 (BSP date) Bridges and Structures Special Provision 16 17 General Special Provisions are similar to Standard Specifications in that they typically apply to many 18 projects, usually in more than one Region. Usually, the only difference from one project to another is 19 the inclusion of variable project data, inserted as a `fill -in ". 20 21 Region Special Provisions are commonly applicable within the designated Region. Region 22 designations are as follows: 23 24 Regions' 25 ER Eastern Region 26 NCR North Central Region 27 NWR Northwest Region r 28 OR Olympic Region 29 SCR South Central Region 30 SWR Southwest Region ' 31 32 WSF Washington State Ferries Division 33 34 Bridges and Structures Special Provisions are similar to Standard Specifications in that they r 35 typically apply to many projects, usually in more than one Region. Usually, the only difference from 36 one project to another is the inclusion of variable project data, inserted as a "fill-in'. 37 38 Project Specific Special Provisions normally appear only in the contract for which they were 39 developed. 40 41 DIVISION 1 i 42 GENERAL REQUIREMENTS 43 44 DESCRIPTION OF WORK 45 47 This contract provides for the improvement of Bid No. 05 -005 — 8t' Avenue Overlay Project from 1� 48 Farr Road to University Road by grinding and overlaying the asphalt surface, and other work, all in 49 accordance with the attached Contract Plans, these Contract Provisions, and the Standard 50 Specifications. s 51 CITY OF SPOKANE VALLEY r AVENUE OVERLAY PROJECT 139 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 DEFINITIONS AND TERMS Definitions Section 1 -01.3 of Division 1 -99 APWA Supplement is made a part of this Contract. BID PROCEDURES AND CONDITIONS Prequalification of Bidders Delete Section 1 -02.1 and replace with Section 1 -02.1 of Division 1 -99 APWA Supplement. Plans and Specifications Section 1 -02.2 of Division 1 -99 APWA Supplement is made a part of this Contract and supplemented with the following: After award of the Contract, the plans and specifications will be issued without charge on the following basis: Contract Provisions and Plans (11° x 17") 6 sets Public Opening Of Proposal Section 1 -02.12 is supplemented with the following: Date Of Opening Bids Sealed bids are to be received at one of the following locations prior to the time Specified: At 11707 E Sprague, Suite 106, Spokane Valley, WA 99206 until 11:00 A.M. of the bid closing date. The City of Spokane Valley will consider notification of bid receipt by the Post Office as the actual receipt of the bid. 2. In the Council chambers at City Hall, located at 11707 E. Sprague, Spokane Valley, WA 99206, until 11:00 A.M. of the bid closing date. Bids delivered in person will be received only in the Council chambers on the bid closing date. The bid closing date for this project is Friday June 24th, 2005. AWARD AND, EXECUTION OF CONTRACT Execution of Contract Section 1 -03.3 of Division -1 -99 APWA Supplement is made part of this contract. SCOPE OF WORK Coordination of Contract Documents, Plans, Special Provisions, Specifications and Addenda Section 1 -04.2 of Division 1 -99 APWA Supplement is made part of this contract. CITY OF SPOKANE VALLEY 8`' AVENUE OVERLAY PROJECT 140 FJ Ili 1 2 CONTROL OF MATERIAL 3 4 Foreign Made Materials 5 Section 1 -06 is supplemented with the following: 6 7 (March 13, 1995) 8 The major quantities of steel and iron construction material that is permanently incorporated into 9 the project shall consist of American -made materials only. 10 11 The Contractor may utilize minor amounts of foreign steel and iron in this project provided the cost 12 of the foreign material used does not exceed one -tenth of one percent of the total contract cost or 13 $2,500.00, whichever is greater. 14 15 American -made material is defined as material having all manufacturing processes occur in the 16 United States. The action of applying a coating to steel or iron is deemed a manufacturing 17 process. Coating includes epoxy coating, galvanizing, aluminizing, painting, and any other 18 coating that protects or enhances the value of steel or iron. Any process from the original 19 reduction from ore to the finished product constitutes a manufacturing process for iron. The 20 following are considered to be steel manufacturing processes: 21 22 1. Production of steel by any of the following processes: 23 24 a. Open hearth furnace. 25 26 b. Basic oxygen. 27 28 c. Electric furnace. 29 30 d. Direct reduction. 31 32 2. Rolling, heat treating, and any other similar processing. 33 34 3. Fabrication of the products. 35- 36 a. Spinning wire into cable or strand. 37 38 b. Corrugating and rolling into culverts. 39 40 c. Shop fabrication. 41 42 A certification of materials origin will be required for any items comprised of, or containing, steel or 43 iron construction material's prior to such items being incorporated into the permanent work. The 44 certification shall be' on DOT Form 350 -109 provided by the Engineer, or such other form the 45 Contractor chooses, provided it contains the same information as DOT Form 350 -109. 46 47 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC 48 49 State Taxes 50 Section 1 -07.2 is supplemented with the following: 51 52 (March 13, 1995) CITY OF SPOKANE VALLEY 80 AVENUE OVERLAY PROJECT 141 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 The work on this contract is to be performed upon lands whose ownership obligates the Contractor to pay Sales tax. The provisions of Section 1- 07.2(1) apply. Permits And Licenses Section 1 -07.6 is supplemented with the following: (March 13, 1995) No hydraulic permits are required for this project unless the Contractor's operations use, divert, obstruct, or change the natural flow or bed of any river or stream, or utilize any of the waters of the State or materials from gravel or sand bars, or from stream beds. Contractor's Responsibility for Work (August 6, 2001) Repair of Damage Section 1- 07.13(4) is revised to read: The Contractor shall promptly repair all damage to either temporary or permanent work as directed by the Engineer. For damage qualifying for relief under Sections 1- 07.13(1), 1- 07.13(2) or 1- 07.13(3), payment will be made in accordance with Section 1 -04.4. Payment will be limited to repair of damaged work only. No payment will be made for delay or disruption of work. Utilities And Similar Facilities Section 1 -07.17 is supplemented with the following: Locations and dimensions shown in the Plans for existing facilities are in accordance with available information obtained without uncovering, measuring, or other verification. Public and private utilities, or their contractors, will furnish all work necessary to adjust, relocate, replace, or construct their facilities unless otherwise provided for in the Plans or these Special Provisions. Such adjustment, relocation, replacement, or - construction will be done during the prosecution of the work for this project. The following addresses and telephone numbers of utility companies known or suspected of having facilities within the project limits are supplied for the Contractor's convenience: Comcast Butch White PO Box 7237 Spokane, WA 99207 (509) 484 -4931 Qwest Don Hartzog 904 N. Columbus Spokane, WA 99202 (509) 455 -2711 CITY OF SPOKANE VALLEY 8*'AVENUE OVERLAY PROJECT Spokane Water District #3 Ty Wick, George Deacon PO Box 11187 Spokane, WA 99211 (509).536-0121 Avista Utilities Jim Mark 1411 East Mission Spokane, WA 99220 (509) 995 -1317 142 Spokane County Utilities Kevin Cooke 1026 W. Broadway Ave. Spokane, WA 99260 (509) 477 -7436 Avista Utilities Tim Mair 1411 East Mission Spokane, WA 992.20 (509) 495 -8946 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 Public Liability And Property Damage Insurance Section 1 -07.18 "Public Liability and Property Damage Insurance" is replaced by Section 1 -07.18 of the APWA Supplement Section 1 -99. Public Convenience And Safety' Section 1 -07.23 is supplemented with the following: The Contractor shall notify the affected fire districts and Law Enforcement Office before closing of any lane or portion of 8'' Avenue. Construction Under Traffic Section 1- 07.23(1) is supplemented with the following: (April 5, 2004) The construction safety zone will be determined as follows: When the posted speed is 35 MPH or under, the safety zone will be 10 feet from the outside edge of traveled way or 2 feet beyond the outside edge of the sidewalk. When the posted speed is from 40 to 55 MPH the safety zone will be 15 feet from the outside edge of traveled way. When the posted speed is 60 MPH or over the safety zone will be 30 feet from the outside edge of traveled way. During nonworking hours equipment or materials shall not be within the safety zone unless it is protected by permanent guardrail or temporary concrete barrier. The use of temporary concrete barrier shall be permitted only if the Engineer approves the installation and location. During the actual hours of work, unless protected as described above, only materials absolutely necessary to construction shall be within the safety zone and only construction vehicles absolutely necessary to construction shall be allowed within the safety zone or allowed to stop or park on the shoulder of the roadway. The Contractor's nonessential vehicles and employees private vehicles shall not be permitted to park within the safety zone at any time unless protected as described above. Deviation from the above requirements shall not occur unless the Contractor has requested the deviation in writing and the Engineer has provided written approval. PROSECUTION AND PROGRESS Preliminary Matters Section 1 -08.0 is supplemented with the following: Preconstruction Conference Section 1- 08.0(1) of Division 1 -99 APWA Supplement is made part of this contract. CITY OF SPOKANE VALLEY 8'" AVENUE OVERLAY PROJECT i 143 1 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 Hours of Work Section 1- 08.0(2) 'Hours of Work" of Division 1 -99 APWA Supplement is made part of this contract. Prosecution of Work Weekly Meetings Section 1- 08.4(1) is made part of these special provisions. Weekly progress meetings will be held at a location selected by the Engineer. The Contractor's on site superintendent shall be in attendance. Representatives of The City of Spokane Valley and other affected agencies may also be present. Time For Completion Section- 1 -06.5 "Time for Completion" of Division 1 -99 APWA Supplement is made a part of this contract. Section 1 -08.5 is supplemented with the following: This project shall be physically completed within 20 working days TEMPORARY TRAFFIC CONTROL Traffic Control Management - General - (August 2, 2004) Section 1- 10.2(1) is supplemented with the following: The Traffic Control Supervisor shall be certified by one of the following: The Northwest Laborers- Employers Training Trust 27055 Ohio Ave. Kingston, WA 98346 (360) 297 -3035 Evergreen Safety Council 401 Pontius Ave. N. Seattle, WA 98109 1- 800 -521 -0778 or (206) 382 -4090 CITY OF SPOKANE VALLEY r AVENUE OVERLAY PROJECT 144 CITY OF SPOKANE VALLEY r AvENkJE OVERLAY PROJECT 145 �j 1 DIVISION 2 r -. 2 EARTHWORK 3 4 REMOVAL OF STRUCTURES AND OBSTRUCTIONS 5 6 Description 7 Section 2 -02.1 is supplemented with the following: f 8 9 Add the following now Section; — 10 11 Measurement 12 Section 2.02-4 13 14 'Planing Bituminous Pavement' will be measured by the square yard, 15 16 "Pavement Saw Cutting° will be the field measured length in linear feet for the limits shown on the 17 plans or as requested by the Engineer. The Engineer may request increases or decreases of the 18 limits shown on the plans_ 19 20 All measurements will be time limits of removal authorized by the Engineer. � 2 22 Payment 23 Section 2-02.5 is supplemented with the fallowing, 4 5 26 Delete the second paragraph and add the following; 28 Payment wiII be rnade for each of the following bid items that are included in the proposal: 29 0 "Planing Bituminous Pavement", per square yard. i 1 dPavemeni Saw Gutting ", per linear foot. 32 33 Payment for contract bid items specified above shall be full pay for fumishing 211 labor, tools, 34 and equipment required to complete the work in accordance with the standard specifications, El, 35 these special provisions and the standard plans. 36 37 ROADWAY EXCAVATION AND EMBANKMENT 39 39 Construction Requirements 49 41 Disposal Of Surplus Material 4 43 Section 2- 03,3(7) is supplemented with the following: 44 46 No waste site has been provided by the City for the disposal of excess materials and debris. 47 48 When waste sites obtained by the Contractor require grading, excavation or embankment on 49 private property, the Contractor shall obtain all required grading permits. 50 CITY OF SPOKANE VALLEY r AvENkJE OVERLAY PROJECT 145 I Signed permission Agreements to use private or public property as waste sites shall be 2 submitted to the Engineer in writing by the Contractor at least 48 hours in advance of use of the site - 4 5 SUBCRADE PREPARATION 6 7 Measurement l . 8 Section - 06 -5(1) is supplemented vAh the following 9 10 ° ubgrade Preparation" shall be measured per square yard - 11 12 Payment 13 Section - 0 6.5(1) is supplemented with the following: 14 15 Payment will be made for each of the following bid items that are included in the proposal: 1S 'S ubgrade Preparation' per square yard. 17 - 1s DIVISION 4 - 19 BASES 0 21 BALLAST AND CRUSHED SURFACING 2 3 Measurerrrenf 24 Section 4 -04 -4 is supplemented with the following: 25 25 Crushed Surfaoing Top Course shall be measured per cubic yard, compacted in place, as l 27 directed by the engineer - 28 29 gushed S urf acing-Top Course for S houlders shall be measured per cubic yard, compacted 30 in place, as directed by the engineer. 31 32 Payment I - 33 Section 4 -05- is supplemented with the following: 34 35 Payment will be made for each of the following bid items that are included in the proposaf' ; 36 37 'Crushed Surfacing Top Course' per cubic yard - 38 3 39 F gushed Surfacing Top Course for Shoulders ", per cubic yard- 40 41 42 DIVISION 5 43 SURFACE TREATMENTS AND PAVEMENTS 44 45 HOT MIX ASPHALT 46 47 Construction Requirements 48 49 Surface Smoothness 50 51 (January 5, 2004) CITY OF SPOKANE VALLEY Bn' AVENUE OVERLAY PROJECT 146 I The second sentence of Section 5- 04.3(13) is revised to read: 2 _ 3 The completed surface of the wearing course shall not vary more than 1/4 inch from the lower 4 edge of a 10 -foot straightedge placed on the surface parallel to centerline. 5 r 6 Measurement ! 7 Section 5 -04.4 is supplemented with the following: 8 9 10 HMA Class A will be measured by the square yard. 11 � 12 Payment 13 Section 5 -04.5 is supplemented with the following: 14 15 16 °HMA CL. A PG 64 -28, 0.33 FT. DEPTH', per square yard. ` 17 18 DIVISION 7 19 DRAINAGE STRUCTURES, STORMSEWERS, ' 20 SANITARY SEWERS, WATER MAINS, AND CONDUITS 21 22 MANHOLES, INLETS, CATCH BASINS, AND DRYWELLS " 23 24 li Adjusting Manholes and Catch Basins to Grade 25 26 27 28 Section 7 -05.3(1) is supplemented to include valve boxes. 29 Measurement 30 Section 7 -05.4 is supplemented with the following: 32 The third paragraph of Section 7 -05.4 is supplemented to include valve boxes. 33 34 Payment 35 Section 7 -05.5 is supplemented with the following: 36 38 "Adjust Valve Box", per each. 39 - 40 The unit contract price for manhole, catch basin and valve box adjustments shall be full pay C 41 for the pre - adjustment made prior to asphalt removal and final adjustment to grade prior to 42 the final lift of asphalt. - 43 44 DIVISION 8 45 MISCELLANEOUS CONSTRUCTION 46 47 ILLUMINATION, TRAFFIC SIGNAL SYSTEMS, AND ELECTRICAL 48 Induction Loop Vehicle Detectors 49 50 - CITY OF SPOKANE VALLEY r AVENUE OVERLAY PROJECT 147 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 Section 8- 20.3(14)C is supplemented with the following: Preformed, Type 2, induction loops shall be constructed as follows: 1. In areas of new roadway construction, all loops shall be installed in the crushed surfacing base course immediately prior to the installation of the paving material. 2. In existing pavement, all loops shall be installed in six -foot diameter sawcut after the grinding operation and prior to the overlay. A. The loop and lead -in slot shall be minimum of 0.75 inches wide and a maximum of 1.5 inches wide. (If a NFLS F38 is used, the slot is 0.375 inches wide to 0.75 inches wide.) B. The slot shall provide a minimum of three inches cover after backfilling with sealant and final overlay. C. The slot shall be sealed with high polymer rubber asphalt sealant. 3. The lead -in shall be spliced to two conductors in the shielded cable in accordance With the requirements of Standard Plan J -8a. 4. The loops shall have minimum four turns. The loops and loop lead -in shall be continuous (unspliced). 5. The loop lead -in shall be twisted a minimum of two turns per foot. 6. The loops shall be from one of the vendors listed or constructed as detailed below: Never -Fail Loop Systems (NFLS) Model A (placed in base rock) Model F, or F -38 (placed in slot in existing pavement) De -Tech Manufacturing C/O Capital Enterprises Pre - Formed loop assembly Salem, Oregon A. The loops shall have a minimum of four turns. The loops and loop lead -in shall be continuous (unspliced). B. Loop wire shall be No. 16 stranded wire, single conductor with TFFN insulation. C. The loop and the loop lead -in shall be preformed and shall be enclosed in polypropylene conduit and/or 250 -psi hydraulic base andlor 2250 -psi non - conductive flex hose. The loop and loop lead -in hose and /or conduit shall be injected with a hot rubber- asphalt sealant. D. The loop lead -in shalt be twisted a minimum of two turns per foot. Measurement Section 8 -20.4 is supplemented with the following: Induction Loop Vehicle Detectors will be measured per each. Payment Section 5 -04.5 is supplemented with the following: CITY OF SPOKANE VALLEY 8"' AVENUE OVERLAY PROJECT 148 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 "Induction Loop Vehicle Detectors*, per each. STANDARD PLANS April 4, 2005 The State of Washington Standard Plans for Road, Bridge and Municipal Construction M21 -01 transmitted under Publications Transmittal No. PT 05-012, effective April 4, 2005 is made a part of this contrail. The Standard Plans are revised as follows: All Standard Plans All references in the Standard Plans to "Asphalt Concrete Pavement" shall be revised to read "Hot Mix Asphalt ". All references in the Standard Plans to the abbreviation "ACP" shall be revised to read "HMA ". C -1 Sheet 2 The SNOW LOAD RAIL WASHER dimensions are revised to 1 3/4" from 2 ", and to 718" from 1 ". C-1115 Sheets 1 and 2 In the PRECAST FOOTING, ELEVATION view (Sheet 1) and in the CAST -IN -PLACE FOOTING, ELEVATION view (Sheet 2), COMMERCIAL CONCRETE is revised to CONCRETE CLASS 4000. In the BREAKAWAY ANCHOR ANGLE, ELEVATION view (Sheet 2), the welding symbols are revised to indicate that the 1/4" Inside Gussets have 1/4" fillet weld joints, and the 1/2" End Gussets have 1/2" fillet weld joints. C -14f In SECTION "A ", the reference to SEE STD. PLAN C-14b is revised to SEE STD. PLAN C -14e. C -14Q In SECTION "A" and SECTION "B ", the reference to SEE STD. PLAN C -14b is revised to SEE STD. PLAN C -14e. ,D-2k Sheet 2 In the "BAR B" detail, all references to "button head" are revised to read "cone head ". D =2n Sheet 2 In DETAIL A, the specification for 1/4" Anchor bolt is revised to 1 1/4" Anchor bolt. In the BASE PLATE DETAIL the reference to AASHTO M 183 is revised to ASTM A 36. 0 In the "BAR B" detail, all references to "button head" are revised to read "cone head ". K -1 through K -27 These plans shall not be used on projects administered by WSDOT. The following are the Standard Plan numbers applicable at the time this project was advertised. The date shown with each plan is the publication approval date shown in the lower right -hand comer of that plan. Standard Plans not having this date shall not be used in this contract. CITY OF SPOKANE VALLEY B" AVENUE OVERLAY PROJECT 149 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 A- 1 .....................5 /13/02 A-3 .................... 5/30/02 A- 5 .................. 2 /24/03 A- 2 .....................5 /09/02 A-4 .................... 3/07/97 A- 6 .................. 2 /24103 B -1 ..................... 7/21/03 B -1 a ................... 6/23/04 B -1 b ................... 6/23/04 B -1 a ................... 5120/04 B -1 z .................... 6/23/04 B-2 ..................... 2/25/05 B -2a ...................2 /25/05 B-2b ...................6 /17/02 B- 2c .................... 6/17/02 B -2d ...................6 /17/02 B -2e ...................2 /25/04 B -3 .....................1 /28/02 B -3a ...................5 /09/97 B-4b ...................2 /09/05 B- 4c .................... 2/09/05 B-4d ...................9 /16/02 B-4f ....................5 /09/97 C -1 ...................10 /31 /03 C -1 a ................... 7/31/98 C -1 b .................10 /31 /03 C -1 c ................... 5130197 C -1 d .................10 /31103 C -2 .....................1 /06 /00 C -2a ...................7 /17/98 C -2b ...................6 /12/98 C -2c ...................2 /20/03 C -2d ................... 5122/98 C -2e ...................3107 /97 C -2f .................... 3/14/97 C -2g ...................7 /27/01 C -2h ................... 3/28/97 C -2i ....................3 /28/97 C -2j .....................6 /12/98 C -2k ...................7 /27/01 C -2n ................... 7 /27/01 C -2o ...................7 /13/01 C -2p .................10131 103 C -2q ...................3 /03 /05 C -2r .................... 3/03/05 C -2s ...................3 /03/05 D -1a ...................1 /23/02 D -1 b .................10 /06/99 D -1 c .................10 /06/99 D -1 d .................10106 /99 D -1 a ...................1123 /02 D -1f ..................10 /06/99 D -2a ................... 3/14/97 CITY OF SPOKANE VALLEY B" AVENUE OVERLAY PROJECT B -4g ................... 7/18/97 B- 4h ................... 5/09/97 B -7 ..................11 /23/04 B- 7a ................... 2/09105 B-8 .................... 6123/04 B- 8a ................... 6/23/04 B -9 ..................11 /23/04 B- 9a .................11 /23/04 B- 9b .................11 /23/04 B- 9c .................11 /23/04 B- 9d .................11 /23104 B- 11 ...................2125 /05 B- 13 ................... 2125/05 B -18 ................... 2/25/05 B -18 a ................. 5/09197 B- 18b .................7/18/97 ..................5 /30197 B- 19 ................... 5 /30/97 C -2t ...................3 /03/05 C -3 ..................10 /31 /03 C -3a ................10 /31103 C -3b ................10 /31 /03 C- 3c .................10131 /03 C -3d ..................3103 /05 C-4 .................... 7 /13/01 C-4a ..................2 /25/05 C-4b ..................6 /23 /00 C-4e ..................2 /20103 C-4f ...................6 /30 /04 G -5 ..................10 /31 /03 C-6 .................... 5/30/97 C-6a ..................3 /14197 "C ...................1 /06 /00 C-6d ..................5 /30197 C-6f ...................7 /25/97 C -7 ..................10 /31 /03 C -7a ................10 /31/03 C -8 ....................4 /27/04 C -8a ..................7 /25/97 C -8b ..................7 /17/98 C- 8c ................... 5/30/97 D -2 i .................... 3114/97 D -2j .................... 3/14/97 D -2 k ................... 3/14/97 D- 21 .................... 3/14/97 D -2m .................3 /14/97 D -2n ..................3 /14/97 B -20d .............. 6/30104 B- 21 ................ 7/18/97 B -21 a .............. 8/10/98 B -22 ................ 7121/03 B -22a .............. 8101/97 B -23a .............. 2/25/05 B -23b .............. 2/25105 B -23c .............. 5/20/04 B -23d .............. 5/09/97 B-25 ................ 6/30/04 B- 26 ................ 7/18/97 B -27 ................ 8/01197 B -28 ..............10 /06199 B -29 ................ 4/24/98 B- 30 ................ 8/10/98 B -34 ................ 3/03/05 C -8d ...............5120104 C -8e ...............6 /24/02 C-8f ................6 /30 /04 C -10 ...............7 /31196 C- 11 ................ 5/20104 C -11 a .............. 5/20104 C -11 b .............. 5/20104 C -12 ...............7 /27101 C -13 ...............4116 /99 C-1 3a ..............4/16199 C-1 3b ..............4/ 16199 C- 14a .............. 7/26102 C- 14b .............. 7/26102 C- 14c .............. 7/26/02 C -14d .............. 7/25/02 C-1 4e .............. 7/26/02 C-1 4f ............... 7/26102 C- 148 ............ 10 /31 /03 C- 14h ............ 12/02/03 C -14 i .............12-102J03 C -14 j .............12 /02/03 D -2w ............... 3/07/97 D -2x ................ 3/07/97 D -2y ................ 9/12/97 D -3 ................. 6/30/04 D -3a ...............6 /30/04 D -3b ...............6 /30104 D -2o ..................3 /14/97 D- 3c ................ 6/30/04 ISO i i S 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 D -2b ................... 3/14/97 D -2c ...................3 /14/97 D-2d ................... 3/14/97 D -2e ................... 3/14/97 D-2f .................... 3114/97 D-2g ...... :............ 3/14/97 D -2h ...................3 /14/97 D -2P ......... .........3/14/97 D -2q ..................3 /14/97 D -2r ................... 3/14/97 D -2 s ................... 3/14/97 D -2t ...................3 /14/97 D -2u ..................3 /07/97 D- 2v ................... 3/07/97 E- 1 .....................7 /25/97 E-4 .................... 8/27/03 E- 2 .....................5 /29/98 E- 4a ................... 8/27/03 F- 1 ....................12/17/02 F -1 a .............:....12/17/02 F- 2 ...................... 8/27/99 F- 2a .................... 6/23/04 F -2 b .................... 2/09/05 G -1 ..................... 9/12/01 G-2 ..................... 6/04/02 G -2a ................... 6/04/02 G-3 ..................... 6/04/02 G -3a ................... 6/04/02 G4a ................... 5/20/04 G-4b ................... 6/30/04 G -6 ..................... 8/27/03 H -1 .....................1 /10 /02 H -1 a ...................4114 /00 H -1 b ................... 3104/05 H -1 c ................... 3/04/05 H -1 d ...................1 /10 /02 H -1e ...................4 /14/00 H -2 ..................... 3/04/05 1- 1 ....................... 7 /18/97 1 -2 ....................... 4/23/99 1 -3 ....................... 8/20/99 I-4 ....................... 7/17/03 1 -5 ....................... 7/17/03 J -1 b ..................10 /08/99 J -1 c ....................4 /24/98 J -1 a .................... 8/01/97 J -1 f ..................... 6 /23/00 J -3 ...................... 8/01/97 J -3b .................... 3/04/05 J -3c .................... 6/24/02 J -3d ..................11 /05/03 J -5 ...................... 8/01/97 K -1 ...................12120102 K -2 ...................12 /20/02 CITY OF SPOKANE VALLEY 6" AVENUE OVERLAY PROJECT F -2c ................... 6/23/04 F -2d ................... 6/23/04 F- 3 .....................1 /13/03 F -3a ................... 2/09/05 F -3b ................... 2/09/05 G -6a ..................8127 /03 G -6b ..................8 /27/03 G -7 .................... 7 /18/97 G -8a .............:..12115104 /29/03 G -8b ..................8 /18/04 G -8c ..................8 /18/04 G -Sd ................12 /15/04 G -8e ..................8 /18/04 H-4 .................... 8/18/04 H-4a ..................2 /25/05 H-4b ......... x.......2/25/05 H -6 ..................10 /29/03 H -7 .................... 8/10/98 H -8 .................... 9/18/98 H -9 ....................4 /18/97 1 -6 ......................7 /17103 1 -7 ......................7 /17/03 1 -8 ......................7 /17/03 1 -9 ...................... 7/17/03 1 -10 ....................7 /17/03 J -6c ...................4 /24/98 J -6f ....................4 /24/98 J -6g .................12 /12/02 J -6h ...................4 /24/98 J -7a ...................9 /12/01 J -7c ...................6 /19/98 J -7d ...................4 /24/98 J-8a ...................5 /20/04 J -8b ...................5 /20 /04 D-4 ...............12111 /98 D -6 ................. 6/19/98 D-7 ...............10 /06/99 D -7a .............10 /06/99 D -9 ............... 12/11/98 E- 5 .................. 5/29/98 F -3c ................ 2/09/05 F -3d ................ 2/09/05 F -3e ................ 2/09/05 F-4 ..................1 /13/03 G -8f ................ 6 /30/04 G-8g ...............6 /30/04 G -9a ...............6125102 G -9b ...............2 /09 /05 G -9c .............11 /23/04 G -9e ...............2 /09105 H -10 ............... 5129/98 H -12 ............... 2/25/05 H-1 2a .............. 2/25/05 H -12 b .............. 2J25/05 H -13 ............... 2t25/05 H-1 3a .............. 2/25/05 H-14 ............... 2/09/05 1 -11 ................. 9/11/03 1 -12 ................. 7117/03 1 -13 ................. 7 /17/03 1 -14 ................. 7 /17/03 J -8c ................5 /20/04 J -8d ................5120 /04 J -9a ................4 /24/98 J -10 ................ 7/18/97 J -11 a ...............9/12JOl J -12 ................ 5/20/04 J -16a ..............3 /04/05 J -16b ..............3 /04/05 K- 10 .................12 /20 /02 K- 19 .............. 12 /20/02 K- 11 .................12120 /02 K- 20 .............. 12120102 151 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 K -3 ...................12 /20/02 K-4 ...................12 /20 /02 K -5 ...................12 /20/02 K -6 ...................12 /20102 K -7 ...................12 /20/02 K -8 ...................12 /20102 K -9 ...................12 /2 0 /02 L- 1 ...................... 7/18/97 L -2 ...................... 7/18/97 M- 1.20 -00 ........... 2/25105 M-1.40-00 ........... 2/25/05 M- 1.60 -00 ........... 2/25105 M- 1.80 -00 ........... 2/25/05 M- 2.20 -00 ........... 2/25/05 M- 2.40 -00 ........... 2/25/05 M- 2.60 -00 ........... 2125/05 M- 3.10 -00 .........12/ 15/04 M- 3.20 -00 .........12/ 15/04 CITY OF SPOKANE VALLEY 6"' AVENUE OVERLAY PROJECT K- 12 .................12 /2 0 /02 K- 13 .................12 /2 0/02 K- 14 .................12 /20/02 K- 15 .................12 /2 0102 K- 16 .................12 /20/02 K -17 .................12/20/02 K- 18 .................12120102 L -3 ..................... 7 /18/97 L -5 ..................... 7/31/98 M- 3.30 -00 ........12/ 15/04 M- 3.40 -00 ........12/ 15/04 M- 3.50 -00 ........12/ 15/04 M- 5.10 -00 ........12/ 15104 M- 7.50 -00 .......... 3/04105 M- 9.50 -00 .......... 3/04105 M- 11.10 -00 ........ 3104/05 M- 15.10 -00 ........ 2/25/05 M- 17.10 -00 ........ 3/04/05 152 K- 21 ..............12 /2010 2 K -22 ..............12 /20102 K -23 ..............12 /20102 K -24 ..............12 /2 0 /02 K- 25 ..............12 /20102 K -26 ..............12 /20/02 K -27 ..............12 /20102 L -5a ................ 7/31198 L -6 .................. 7/25/97 M- 20.10 -00 ..... 3/04/05 M- 20.20 -00 ..... 3/04/05 M- 20.30 -00 ..... 3104105 M- 20.40 -00 ..... 3/04/05 M- 20.50 -00 ..... 3/04/05 M- 24.20 -00 ..... 3/04/05 M-24.40-00 ..... 3104/05 M- 24.60 -00 ..... 3/04/05 APPENDIX A Wage Rates f_. 0 1 ' State of Washington DEPARTMENT OF LABOR AND INDUSTRIES Prevailing Wage Section - Telephone (360) 902 -5335 PO Box 44540, Olympia, WA 985044540 Washington State Prevailing Wage Rates For Public Works Contracts The PREVAILING WAGES listed here include both the hourly wage rate and the hourly rate of fringe benefits. On public works projects, warkers' wage and benefit rates must add to not less than this total. A brief description of overtime calculation requirements is provided on the Benefit Code Key. SPOKANE COUNTY Effective 03-03-05 !-!!tl tot!!! t! ltttlt i3!! llNrrNr Afll4N �Y!!! f* R!! f* l�tXl4l�!!! t!! t!!! fr!!!!!! f! ltklfttlMl� !llM+RlrIfRYMt�FRt!!!! k!!!!�!! (See Benefit Code Key) Over PREVAILING Time Holiday Note Classification WAGE Code Code Code ASBESTOS ABATEMENT WORKERS JOURNEY LEVEL $26.31 1M 5D BOILERMAKERS JOURNEY LEVEL $44.97 1B 5N BRICK AND MARBLE MASONS JOURNEY LEVEL CABINET MAKERS ON SHOP) JOURNEY LEVEL CARPENTERS CARPENTER MILLWRIGHT AND MACHINE ERECTORS P ILEDRIVER/CARPENTER PILEDRIVEWDRIVING, PULLING, CUTTING. PLACING COLLARS, SETTING, WELDING, OR CREOSOTE TREATED MATERIAL ON ALL CEMENT MASONS JOURNEY LEVEL DIVERS & TENDERS DIVER DIVER TENDER DIVING MASTER SURFACE RCV & ROV OPERATOR SURFACE RCV & ROV OPERATOR TENDER DREDGE WORKERS ASSISTANT ENGINEER ASSISTANT MATE (DECKHAND) BOATMEN ENGINEER WELDER LEVERMAN, HYDRAULIC MAINTENANCE MATES OILER DRYWALL TAPERS JOURNEY LEVEL ELECTRICIANS - INSIDE JOURNEY LEVEL ELECTRICIANS - POWERLINE CONSTRUCTION CABLE SPLICER CERTIFIED LINE WELDER GROUNDPERSON HEAD GROUNDPERSON HEAVY LINE EQUIPMENT OPERATOR JACKHAMMER OPERATOR JOURNEY LEVEL LINEPERSON LINE EQUIPMENT OPERATOR POLE SPRAYER POWDERPERSON ELECTRONIC & TELECOMMUNICATION TECHNICIANS JOURNEY LEVEL ELEVATOR CONSTRUCTORS MECHANIC MECHANIC IN CHARGE FENCE ERECTORS FENCE ERECTOR Page 1 $33.02 $14.75 530.66 $31.76 $30.65 $30.92 529.76 564.95 $34.75 $41.95 $34.75 $32.54 $32.22 $31.85 $32.22 $31.85 $32.64 $31.75 $32.22 $31.85 $27.84 $35.96 $50.84 $46.37 $33.64 $35.46 S46.37 535.46 546.37 $39.50 546.37 $35.46 $12.07 $52.27 $57.41 $12.80 1M 5A 1 1B 5A 8N 1B 5A 8N 16 SA 8N 1B 5A 8N 1N 1B 1B 1B 1B 1113 1N 1N 1N 1N 1N 1N 1N 1N 1P 1J 4A 4A 4A 4A 4A 4A 4A 4A 4A 4A 1 5D 5A 5A 5A 5A 5A 5D 5D SD 5D 5D 5D 5D 5D 5A SA 5A 5A 5A 5A 5A 5A 5A 5A 4A 60 4A 60 . 1 Revised 5/27/2005 8A 8D 8D 8D 8D 8D 8D 8D 8D SPOKANE COUNTY Effective 03-03 -05 ♦w rw�rww* ww* twws�www�rrsrwww, r+ rrw+ wwwwwww+ wwwtt: ww�:{- rwww+ www�rwwaw�wwww�rwww +ww�rww�wwwww *twwttw tttwtk *wwwfrwww,errw (See Ben.eih Code Key) Over PREVAILING Time Holiday Note Cla_ ific tion WAGE Q2k z2ft Code FLAGGERS JOURNEY LEVEL $24.21 1M 5D GLAZIERS JOURNEY LEVEL $20.08 1 HEAT & FROST INSULATORS AND ASBESTOS WORKERS MECHANIC $20.09 1 HOD CARRIERS & MASON TENDERS JOURNEY LEVEL $27.80 1 M 5D INSULATION APPLICATORS JOURNEY LEVEL $14.85 1 IRONWORKERS JOURNEY LEVEL $40.17 1B 5A LABORERS ASPHALT RAKER $26.85 1M 5D ASPHALT ROLLER, WALKING $26.58 1M 5D BRUSH HOG FEEDER $26.31 1M 5D BRUSH MACHINE $26.85 1M 5D CARPENTER TENDER $26.31 1M 5D CASSION WORKER $26.85 1M 5D CEMENT FINISHER TENDER $26.58 1M 50 CEMENT HANDLER $26.31 1M 5D CHAIN SAW OPERATOR AND FALLER $26.85 IM 5D CLEAN -UP LABORER $26.31 IM 5D CONCRETE CREWMAN $26.31 1M 5D CONCRETE SAW, WALKING $26.58 1M 5D CONCRETE SIGNALMAN $25.31 1M 5D CONCRETE STACK $26.85 IM 5D CRUSHER FEEDER $25.31 1M 5D DEMOLITION $26.31 1M 5D DEMOLITION TORCH $25.58 1M 5D DOPE POT FIREMAN $26.58 1M 50 DRILL HELPER. WHEN REQUIRED TO MOVE AND POSITON $26.58 1M 5D DRILL WITH DUAL MASTS $27.13 1M 5D DRILL, AIR TRACT $26.85 1 M 5D DRILLS, WAGON $26.58 1M 5D DUMPMAN $26.31 1M 5D EROSION CONTROL WORKER $25.31 1M 5D FINAL DETAIL CLEANUP (i.e., dusting, vacuuming, window cleanIng; NOT $24.21 1M 50 construction debris cleanup) FIRE WATCH $26.31 1M 5D FORM CLEANING MACHINE FEEDER, STACKER $26.31 1M 5D FORM SETTER, PAVING $26.58 1M 5D GENERAL LABORER $26.31 1M 5D GRADE CHECKER USING LEVEL, OPTIONAL $26.5$ 1M 5D GROUT MACHINE HEADER TENDER $26.31 1M 5D GUARDRAIL ERECTOR $26.31 1M 5D GUNITE NOZZLEMAN $26.85 IM 5D HAZARDOUS WASTE WORKER LEVEL A $27.13 1M 5D HAZARDOUS WASTE WORKER LEVEL B $26.85 1 M 5D HAZARDOUS WASTE WORKER LEVEL C $26.58 1 M 50 HAZARDOUS WASTE WORKER LEVEL D $26.31 1 M 5D HIGH SCALER $26.85 IM 5D JACKHAMMER $26.58 1M 5D LASER BEAM OPERATOR $26.85 1M 5D MINER, CLASS 'A" $26.31 1M 5D MINER, CLASS "B" $26.58 1M 5D MINER, CLASS "C" $26.85 1M 5D MINER, CLASS "D" $27.13 1M 5D Page 2 0, 11 SPOKANE COUNTY Effective 03-03-05 rw�rrtw* wrrwwwwrww:y ttrr* �r« te+ rwrwwwt r�rtt:*: �rwwwwwwrrrrwwwrrw: rrw�rwt rrrtrww: wwwwrrww werrwrrrww+rrwww +wrw�rwwrrww (See Benefit Code Key) Over PREVAILING Time Holiday Note r Classification WAGE Q21k Qlk Code ` MONITOR OPERATOR, AIR TRACK, OR SIMILAR $26.85 IM 5D MORTAR MIXER $26.85 SM 5D NIPPER $26.31 IM 50 NOZZLEMAN, TO INCLUDE JET BLASTING $26.85 SM 5D NOZZLEMAN, TO INCLUDE SQUEEZE AND FLOW -CRETE $26.58 IM 5D NOZZLEMAN, WATER, AIR OR STEAM $26.58 I M 5D ( PAVEMENT BREAKER, 90 LBS & OVER $26.85 IM 5D J PAVEMENT BREAKER, UNDER 90 LEIS $26.58 1M 5D -- PIPE, WATER LINER $26.58 1 M 5D PIPELAYER, CORRUGATED METAL CULVERT $26.58 1 M 5D PIPELAYER, MULTI PLATE $26.58 1M 5D PIPELAYER, TO INCLUDE WORKING TOPMAN $26.85 IM 5D PIPEWRAPPER $26.85 IM 5D PLASTERER TENDER $26.85 IM 5D POT TENDER $26.58 iM 50 POWDERMAN $28.50 SM 5D POWDERMAN HELPER $26.58 SM 5D POWER BUGGY OPERATOR $26.58 IM 5D POWER TOOL OPERATOR (GAS, ELECTRIC OR PNEUMATIC) RAILROAD POWER SPIKER OR PULLER, DUAL MOBILE $26.58 $26.58 IM IM 5D 5D I RIPRAP PERSON $26.31 SM SO RODDER & SPREADER $26.58 SM 5D SCAFFOLD ERECTOR, WOOD OR STEEL $26.31 IM 5D STAKE JUMPER $26.31 1 M 5D STRUCTURAL MOVER $26.31 1 M 5D TAILHOSEMAN, SANDBLAST $26.31 1M 5D TAILHOSEMAN, WATER NOZZLE $26.31 IM 5D TAMPER $26.58 IM 5D TIMBER BUCKER & FALLER (BY HAND) $26.31 IM 5D TRACK LABORER $26.31 IM 5D TRENCHER, SHAWNEE $26.58 IM 50 TRUCK LOADER $26.31 I M 50 D TUGGER OPERATOR $26.58 IM 5D VIBRATOR $26.85 1M SO WELDER (ELECTRIC, MANUAL OR AUTOMATIC) $27.13 IM 5D WELL -POINT MAN $26.31 IM 5D WHEELBARROW POWER DRIVEN $26.58 IM SO LANDSCAPE CONSTRUCTION IRRIGATION OR LAWN SPRINKLER INSTALLERS $7.35 1 LANDSCAPE EQUIPMENT OPERATORS OR TRUCK DRIVERS $7.35 I LANDSCAPING OR PLANTING LABORERS $7.35 1 LATHERS JOURNEY LEVEL $30.66 1B 5A 8N PAINTERS JOURNEY LEVEL $26.32 1W 5A PLASTERERS JOURNEY LEVEL $16.79 1 PLUMBERS & PIPEFITTERS � I JOURNEY LEVEL $38.50 IB 5A L POWER EQUIPMENT OPERATORS A -FRAME TRUCK (2 OR MORE DRUMS) $30.44 IN 5D 8D A -FRAME TRUCK (SINGLE DRUM) $29.83 IN 5D 8D All ASPHALT PLANT OPERATOR $31.04 IN 5D 8D ASSISTANT PLANT FIREMAN OR PUGMIXER $29.83 IN 5D 80 - ASSISTANT REFRIGERATION PLANT & CHILLER (OVER 1000 TONS) $30.44 IN 5D 80 ASSISTANT REFRIGERATION PLANT (UNDER 1 DOD TON) $29.83 IN 5D 8D AUTOMATIC SUBGRADER (DITCHES & TRIMMERS) $31.04 IN 50 8D BACKFILLERS (CLEVELAND & SIMILAR) $30.44 IN SD 8D Page 3 SPOKANE COUNTY Effective 03-03-05 (See Benefit Code Key) Over PREVAILING Time Holiday Note Classification WAGE Code Code QQ& BACKHOE & HOE RAM ( UNDER 314 YARD) $30.76 IN 50 8D BACKHOE & HOE RAM (T4 - 3 YD) $31.04 IN 50 8D BACKHOE (45,000 GW & UNDER) $30.76 1N 5D 8D BACKHOE (45,000 GW TO 110,000 GW) $31.04 1 N 5D 8D BACKHOE (OVER 110,0D0 GW) $31.31 1 N 50 8D BACKHOE, (3 YD & OVER) $31.31 1 N 5D 8D BATCH & WET MIX (MULTIPLE UNITS) $31.04 1 N 5D 8D BATCH PLANT & WET MIX (SINGLE UNIT) $30.44 1N 5D 8D BATCH PLANT (OVER 4 UNITS) $31.04 1 N 5D 8D BELT FINISHING MACHINE $29.83 1N 5D 8D BELT -CRETE CONVEYORS WITH POWER PACK $30.44 1 N 5D 8D BENDING MACHINE: 530.44 IN 5D 8D BIT GRINDERS $29.51 IN 5D 8D BLADE (FINISH & BLUETOP) (AUTOMATIC, CMI, ABC) $31.31 IN 5D BD BLADE (FINISH ATHEY & HUBER) $31.31 IN 50 8D BLADE (MOTOR PATROL & ATTACHMENTS) $31.04 IN 5D SO BLOWER OPERATOR (CEMENT) $29.63 IN 5D 8D BOAT OPERATORS $28.9$ 1N 5D 8D BOBCAT (SKID STEER) $30.44 1 N 5D 8D BOLT THREADING MACHINE $29.51 1N 5D 8D BOOM CATS (SIDE) $31.04 1 N SD 8D BORING MACHINE (EARTH) $30.44 1 N 5D BD BORING MACHINE (ROCK) $30.44 IN 5D BD BUMP CUTTER (WAYNE. SAGINAU OR SIMILAR) $30.44 1 N 50 8D CABLEWAY CONTROLLER (DISPATCHER) $31.04 IN 5D 8D CABLEWAY OPERATORS $31.31 IN 5D 8D CANAL LINING MACHINE (CONCRETE) $30.44 IN 50 8D CARRYDECK & BOOM TRUCK $30.76 IN 5D 8D CEMENT HOG $29.83 IN 5D 8D CHIPPER (WITHOUT CRANE) $30.44 IN 5D 8D CLEANING & DOPING MACHINE (PIPELINE) $30.44 IN 5D 8D COMPACTOR, SELF PROPELLED WITH BLADE $31.04 IN 5D 80 COMPRESSORS (OVER 2000 CFM, 2 OR MORE) $29.83 IN 5D 80 COMPRESSORS (UNDER 2000 CFM, GAS, DIESEL) $29.51 1 N 5D 8D CONCRETE CLEANING/DECONTAMINATION MACHINE OPERATOR $31.31 IN 5D 8D CONCRETE PUMP BOOM TRUCK $31.04 IN 50 8D CONCRETE PUMPS (SQUEEZE- CRETE, FLOW - CRETE) $30.60 IN 5D 8D CONCRETE SAW (MULTIPLE CUT) $29.83 IN 5D 8D CONCRETE,SLIP FORM PAVER $31.04 1N 5D 8D CRANES, 25 TON & UNDER $30.76 1 N 5D 8D CRANES, OVER 25 TON, TO 8 INCLUDING 45 TON, ALL ATTACHMENTS $31.04 1 N 5D 80 INCL CLAMSHELL AND DRAGLINE CRANES, OVER 25 TON, TO & INCLUDING 45 TON, ALL ATTACHMENTS $31.34 1 N 5D 8D INCL CLAMSHELL AND DRAGLINE (180' TO 250' BOOM) CRANES, OVER 25 TON, TO & INCLUDING 45 TON, ALL ATTACHMENTS $31.64 1 N 5D BD INCL CLAMSHELL AND DRAGLINE (OVER 251' BOOM) CRANES, OVER 45 TON, TO & INCLUDING 85 TON, ALL ATTACHMENTS $31.31 1 N 5D BD INCL. CLAMSHELL AND DRAGLINE CRANES, OVER 45 TON, TO & INCLUDING 85 TON, ALL ATTACHMENTS $31.61 1N 5D 8D INCL. CLAMSHELL AND DRAGLINE (180' TO 250' BOOM) CRANES, OVER 45 TON, TO & INCLUDING 85 TON, ALL ATTACHMENTS $31.91 1 N 5D 8D INCL. CLAMSHELL AND DRAGLINE (OVER 250' BOOM) CRANES, 85 TON & OVER AND ALL CLIMBING, OVERHEAD, RAIL & $32.41 1 N 5D BD TOWER, ALL ATTACHMENTS INCL CLAMSHELL AND DRAGLINE CRANES, 85 TON & OVER AND ALL CLIMBING, OVERHEAD, RAIL & $32.71 1 N 5D 8D TOWER, ALL ATTACHMENTS INCL CLAMSHELL AND DRAGLINE (160' TO 250' BOOM) CRANES, 85 TON & OVER AND ALL CLIMBING, OVERHEAD, RAIL & $33.01 1 N 50 BD Page 4 P, SPOKANE COUNTY Effective 03-03-05 (See Bene% Code Key) Over PREVAILING Time Holiday Note Classification WAGE Code Code Code TOWER, ALL ATTACHMENTS INCL. CLAMSHELL AND DRAGLINE (OVER 250' BOOM) CRUSHER FEEDERMAN $28.96 IN 5D 8D CRUSHER, GRIZZLE & SCREENING PLANT $31.04 IN 5D 8D DECK ENGINEER $30.44 IN 5D 8D DECK HAND $29.51 IN 5D 8D DERRICKS & STIFFLEGS ( UNDER 65 TON) $30.76 IN 5D 8D DERRICKS & STIFFLEGS (65 TON & OVER) $31.31 IN 5D 8D DISTRIBUTOR LEVERMAN $29.83 IN SD 8D DITCH WITCH OR SIMILAR $29.83 IN 5D 8D DOPE POTS (POWER AGITATED) $29.83 IN 5D 8D DOZER, 834 R/T & SIMILAR $31.04 IN 50 8D DOZER, MULTIPLE UNITS WITH SINGLE BLADE $31.04 IN 5D 8D DRILL DOCTOR $31.04 1 N 5D 8D DRILLERS HELPER $29.51 IN 5D 8D DRILLING EQUIPMENT (8 INCH BIT & OVER) $30.76 IN SD 8D DRILLS (CHURN, CORE, CALYX OR DIAMOND) $30.60 IN SD 8D ELEVATING BELT (HOLLAND TYPE) $31.31 1 N 5D 8D ELEVATOR HOISTING MATERIALS $29.83 1N 5D 8D EQUIPMENT SERVICEMAN, GREASER AND OILER $30.60 IN 5D 8D FIREMAN & HEATER TENDER $29.51 IN 5D 8D FORK LIFT OR LUMBER STACKER, HYDRA -LIFT $29.83 1 N 5D 8D GENERATOR PLANT ENGINEERS (DIESEL, ELECTRIC) $30.44 IN 5D 80, GIN TRUCKS (PIPELINE) $29.83 1N 5D 8D GRADE CHECKER $29.51 IN 5D 8D GUNITE COMBINATION MIXER & COMPRESSOR $30.44 IN 5D 8D H.D. MECHANIC $31.04 IN 5D 8D H.D. WELDER $31.04 IN 5D 8D HEAVY EQUIPMENT ROBOTICS OPERATOR $31.31 IN 5D 8D HELICOPTER PILOT $32.41 IN 5D BD HELPER, OF H.D. MECHANIC & H.D. WELDER $28.96 IN 5D 813 HOE RAM $30.76 IN 50 80 HOIST (2 OR MORE DRUMS OR TOWER HOIST) $30.60 IN 5D 8D HOIST (SINGLE -DRUM) $29.83 IN 5D BD HYDRO SEEDER, MULCHER, NOZZLEMAN • $29.51 IN 50 8D LOADER (380 DEGREES REVOLVING KOEHRING) $31.31 IN 5D 8D LOADER, BELT (KOCAL OR SIMILAR) $30.44 IN 5D 8D LOADER, ELEVATING BELT -TYPE (EUCLID, BARBER) $30.44 IN 5D BD LOADER, ELEVATING GRADER TYPE (DUMOR, ADAMS) $30.44 IN 50 BD LOADERS (BUCKET, ELEVATOR & CONVEYORS) S29.83 IN 50 BD LOADERS, OVERHEAD/FRONT -END ( UNDER 4 YD) 530.60 IN 50 8D LOADERS, OVERHEADIFRONT -END (4 - 8 YD) $31.04 IN 5D 80 LOADERS, OVERHEADIFRONT -END (8 - 10 YD) $31.31 IN 50 8D LOADERS, OVERHEAD/FRONT -END (10 YD & OVER) $32.41 IN 5D 8D LOCOMOTIVE ENGINEER $30.44 IN 5D 8D LONGITUDINAL FLOAT $29.83 IN 5D 8D MASTER ENVIRONMENTAL MAINTENANCE TECHNICIAN $31.31 IN' 5D 8D MIXER (PORTABLE - CONCRETE) $29.83 IN 5D 80 MIXERMOBILE $30.44 IN 5D 80 MUCKING MACHINE $30.44 IN 50 8D OILER $28.96 IN 50 8D OILER DRIVER & CABLE TENDER, MUCKING MACHINE $29.51 IN 5D 8D PAVE OR CURB EXTRUDER ASPHALT & CONCRETE $30.60 IN 5D 8D PAVEMENT BREAKER, HYDRAHAMMER & SIMILAR $29.83 IN 5D 8D PAVING (DUAL DRUM) $30.76 IN 50 8D PAVING MACHINE (ASPHALT OR CONCRETE) $31.04 1N 50 BD PiLEDRIVING ENGINEERS $30.76 IN 50 8D Page 5 SPOKANE COUNTY Effective 03 -03-05 t** 1r* f# k* *1rM***M **H**t* *f4tt! **!! * *!! *! ***! t*** •!t **R* ***fr **tt*t!** *!t! *!!*f **l k�i -t *!!!fr!!*IrR ****! * *M� * **tt**H (See Benefit Code Key) Over PREVAILING Time Holiday Note Classification WAGE Code Code Q29 POSTHOLE AUGER OR PUNCH $30.44 IN 5D 8D POWER BROOM $29.83 1 N 5D 8D PROBE TENDER (ROTO -MILL) $29.63 1 N 5D 8D PUMP (GROUT OR JET) $3D.44 1 N 5D 8D PUMP OPERATOR (WATER) $29.51 1 N 50 8D QUAD -TRACK OR SIMILAR EQUIPMENT $31.04 1 N 5D 80, RAILROAD BALLAST REGULATION SELF- PROPELLED $29.83 1 N 51) 8D RAILROAD POWER TAMPER (SELF - PROPELLED) $29.83 1 N 5D 8D RAILROAD POWER TAMPER JACK (SELF - PROPELLED) $29.83 1 N 5D 8D RAILROAD TRACK LINER OPERATOR (SELF - PROPELLED) $30.76 1 N 50 80 REFRIGERATION PLANT ENGINEER (1000 TONS & OVER) $30.76 IN 5D 8D REFRIGERATION PLANT ENGINEERS (UNDER 1000 TONS) $30.60 IN 5D 80 ROLLER OPERATOR (FINISHING PAVEMENT) $31.04 IN 5D 80 ROLLERS, ALL TYPES ON SUBGRADE (FARM TYPE) $29.51 IN 5D 80 ROTO -MILL PAVEMENT PROFILER $31.D4 IN 50, 8D SCRAPER, BAGLEY OR STATIONARY $29.83 1 N 5D 81) SCRAPERS, ALL, RUBBER -TIRED $31.D4 I 5D 80, SCRAPERS, RUBBER -TIRED (MULTI - ENGINE WITH 3 OR MORE $31.31 1 N 5D 8D SCRAPERS) SCREED OPERATOR $31.D4 IN 5D 8D SHOVELS, (3 YD & OVER) $31.31 IN 50 8D SHOVELS, (UNDER 3 YD) $31.04 IN 5D 8D SIGNALMEN (WHIRLEYS, HIGHLINE, HAMMERHEADS) $30.76 IN 5D 8D SKIDDER, RUBBER -TIRED (R/T, WITH OR WITHOUT ATTACHMENTS) $30.60 IN 5D 8D SOIL STABILIZER (P & H OR SIMILAR) $30.44 IN 5D 8D SPRAY CURING MACHINE- CONCRETE $29.83 IN 5D 8D SPREADER BOX (SELF - PROPELLED) $29.83 IN 5D 8D SPREADER MACHINE $30.44 IN 5D 8D STEAM CLEANER $28.96 IN 5D 8D STRADDLE BUGGY (ROSS & SIMILAR) $29.83 IN 5D 8D SURFACE HEATER & PLANNER MACHINE $30.60 IN 5D SD TRACTOR. FARM -TYPE Rif WITH ATTACHMENTS $29.83 IN 5D SD TRACTOR, TO D-6 OR EQUIVALENT & OVER $31.04 IN 5D 8D TRACTOR. TO D-6 OR EQUIVALENT & TRAXCAVATOR $30.44 IN 5D 8D TRAVERSE FINISHING MACHINE $30.44 IN 5D 6D TRENCHING MACHINES (7 FT DEPTH & OVER) $31.04 IN 5D 8D TRENCHING MACHINES (UNDER 7 FT DEPTH) $30.60 IN 5D 8D TUG BOAT OPERATOR $31.04 IN 5D 8D TUGGER OPERATOR $29.63 IN 5D 8D TURNHEAD (WITH RE- SCREENING) $30.60 IN 5D 8D TURNHEAD OPERATOR $30.44 IN 5D 8D ULTRA HIGH PRESSURE WATERJET CUTTING TOOL SYSTEM $31.31 IN 5D 8D OPERATOR (30,000 PSI) VACTOR GUZZLER, SUPER SUCKER $31.04 IN 5D 8D VACUUM BLASTING MACHINE OPERATOR $31.31 IN 5D 8D VACUUM DRILL (REVERSE CIRCULATION DRILL) $30.60 IN 5D 8D WELDING MACHINES $29.51 IN 5D 8D WHIRLEYS & HAMMERHEADS, ALL $31.31 IN 5D 8D POWER LINE CLEARANCE TREE TRIMMERS JOURNEY LEVEL IN CHARGE $33.06 4A 5A SPRAY PERSON $31.34 4A 5A TREE EQUIPMENT OPERATOR $31.76 4A 5A TREE TRIMMER $29.48 4A 5A TREE TRIMMER GROUNDPERSON $21.94 4A 5A REFRIGERATION & AIR CONDITIONING MECHANICS MECHANIC $38.50 1B 5A ROOFERS JOURNEY LEVEL $27.72 1 M 51 Page 6 D`► Page 7 SPOKANE COUNTY Effective 03 -03-05 M� VYwMM kf***ll ftti-!l fl tt tttWr� rrIMMMAt * *lttt4ltftffttNM VRFRl tff !!llf+� #ltlNtlt4Mtr7tl/rltltlrt (See Benefit Code Key) Over PREVAILING Time Holiday Note Classification WAGE Cade Code Code i '. USING IRRITABLE BITUMINOUS MATERIALS 529.72 1M 51 SHEET METAL WORKERS JOURNEY LEVEL (FIELD OR SHOP) $33.72 1B 5A SOFT FLOOR LAYERS JOURNEY LEVEL $22.07 IN 5A SOLAR CONTROLS FOR WINDOWS JOURNEY LEVEL $7.35 1 SPRINKLER FITTERS (FIRE PROTECTION) JOURNEY LEVEL S36,20 1R 51 SURVEYORS CHAIN PERSON $9.25 y INSTRUMENT PERSON $12.05 S PARTY CHIEF $15.05 1 TELEPHONE LINE CONSTRUCTION - OUTSIDE CABLE SPLICER $28.31 2B 5A HOLE DIGGERIGROUND PERSON $15.92 2B 5A ! INSTALLER (REPAIRER) $27.16 2B 5A JOURNEY LEVEL TELEPHONE UNEPERSON $26.34 2B 5A SPECIAL APPARATUS INSTALLER 1 $28.31 2B 5A -• SPECIAL APPARATUS INSTALLER II $27.74 28 5A TELEPHONE EQUIPMENT OPERATOR (HEAVY) $28.31 23 5A TELEPHONE EQUIPMENT OPERATOR (LIG" $26.34 2B 5A TELEVISION GROUND PERSON $15.12 2B 5A TELEVISION LINEPERSONANSTALLER TELEVISION SYSTEM TECHNICIAN S20.05 523.82. 26 26 5A 5A TELEVISION TECHNICIAN 521.45 2B 5A TREE TRIMMER $26.34 2B 5A TERRAZZO WORKERS 11 TILE SETTERS JOURNEY LEVEL $25.91 2M 5A O TILE, MARBLE & TERRAZZO FINISHERS FINISHER $24.36 S TRAFFIC CONTROL STRIPERS e(� JOURNEY LEVEL $31.90 1K 5A TRUCK DRIVERS ASPHALT MIX (TO 20 YARDS) $30.64 IN 5D BM ASPHALT MIX (OVER 20 YARDS) 530.81 IN 5D am DUMP TRUCK S30.64 IN 5D am DUMP TRUCK & TRAILER S30.81 IN 5D am OTHER TRUCKS 530.53 IN 5D am TRANSIT MIXER $23.42 2G 61 - WELL DRILLERS & IRRIGATION PUMP INSTALLERS IRRIGATION PUMP INSTALLER $11.15 1 _ OILER $9.20 1 WELL DRILLER $17.68 t I Page 7 BENEFIT CODE KEY - EFFECTIVE 03 -03 -05 tfttt tttR itttt ttRt♦• ffff ftffftRftf•ttttttttttttttttt *R RR * *Rtffffffttff tt•tt ►itttttRtttitttf RRtRtttttttf Rtf•ftf Rttttttt•t OVERTEWE CODES OVERTI311E CALCULATIONS ARE BASED ON THE HOURLY RATE ACTUALLY PAID TO THE WORKER ON PUBLIC WORKS PROJECTS, THE HOURLY RATE ATUST 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 T%4F_S THE HOURLY RATE OF WAGE. A ALL HOURS WORKED ON SATURDAYS, SUNDAYS AND HOLIDAYS SHALL ALSO BE PAID AT ONE AND ONE -HALF i 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. ALL HOURS WORKED OAT SUNDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. D. THE FIRST EIGHT (8) HOURS ON SATURDAYS OF A FIVE - EIGHT HOUR WORK WEEK AND THE FIRST EIGHT (8) HOURS WORKED OA' A FIFTH CALENDAR. DAY, EXCLUDING SUNDAY, IN A FOUR - TEAT HOUR SCHEDULE, SHALL BE PAID AT ONE AND ONE -HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS PER DAY ON SATURDAY; ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS IN A FIFTH CALENDAR WEEKDAY OF A FOUR - TEN HOUR'SCHEDULE; ALL HOURS WORKED IN EXCESS OF TEN (10) HOURS PER DAY MONDAY THROUGH FRIDAY, AND ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. E. ALL HOURS WORKED IN EXCESS OF 10 PER DAY SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. THE FIRST EIGHT (8) HOURS ON'' 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 SATURDAY, AND ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. F. THE FIRST EIGHT (8) HOURS ON 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 SATURDAY, AND ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS (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 WORT: IS LOST DUE TO INCLEMEFI R'EATHER CONDITIONS OR EQUMMENT BREAKDOWN) 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. L ALL HOURS WORKED ON SATURDAY SHALL BE PAID AT ONE AND ONE -HALF THE HOURLY RATE OF WAGE. WORK PERFORMED ON SUNDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. WORK PERFORMED ON A HOLIDAY SHALL BE PAID ONE AND ONE -HALF TIIviES THEIR HOURLY RATE FOR ACTUAL HOURS WORKED PLUS EIGHT (8) HOURS OF STRAIGHT TIME FOR THE HOLIDAY. J. THE FIRST EIGHT (8) HOURS ON 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 SATURDAY, AND ALL HOURS WORKED ON 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, L. ALL HOURS WORKED ON SATURDAYS, 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 f THANKSGIVING DAY AND CHRISTMAS DAY SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. M ALL HOURS WORKED ON SATURDAYS (EXCEPT MAKEUP DAYS IF WORK IS LAST DUE TO INCLEMENT WEAT17MRR 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. BENEFIT CODE KEY - EFFECTIVE 03-03-05 -2- I. P. ALL HOURS WORKED ON SATURDAYS (EXCEPT MAKEUP DAYS) 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. ALL HOURS WORKED ON SATURDAYS SHALL BE PAID AT ONE AND ONE -HALF TINES THE HOURLY RATE OF WAGE. 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 T-rIE HOURLY RATE OF WAGE. T. ALL HOURS WORKED ON SATURDAYS, EXCEPT MAKE -UP DAYS, SHALL BE PAID AT ONE AND ONE -HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED AFTER 6 ;00FM SATURDAY TO 6:00AM MONDAY AND ON HOLIDAYS 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 ON SUNDAYS AND HOLIDAYS (EXCEPT LABOR DAY) SILkLL 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 W. ALL HOURS WORKED ON SATURDAYS AND SUNDAYS (EXCEPT MAKE-UP DAYS) SHALL BE PAID AT ONE AND ONE - HALF 77MES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON HOLIDAYS SHALL BE PAID AT TWO TIMES THE HOURLY RATE OF WAGE. 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. A. THE FIRST SIX (6) HOURS ON SATURDAY SHALL BE PAID AT ONE AND ONE -HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED IN EXCESS OF SIX (6) HOURS ON SATURDAY AND ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT TWO TIMES THE HOURLY RATE OF WAGE. B. ALL HOURS WORLD ON HOLIDAYS SHALL BE PAID AT ONE AND ONT -HALF TiNv s 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. D. ALL HOURS WORKED ON SATURDAYS AND SUNDAYS SHALL BE PAID AT ONE AND ONE -HALF TIMES THE HOURLY RATE OF WAGE, THE FIRST EIGHT (8) HOURS WORKED ON HOLIDAYS SHALL BE PAID AT STRAIGHT TIME IN ADDITION TO THE HOLIDAY PAY. ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS ON HOLIDAYS SHALL BE PAID AT ONE AND ONE -HALF MISS THE HOURLY RATE OF WAGE. E. ALL HOURS WORKED ON SATURDAYS OR HOLIDAYS (EXCEPT LABOR DAY) SHALL BE PAID AT ONE AND ONE- f� HALF TIMES THE HOURLY RATE OF 'WAGE- ALL HOURS WORKED ON SUNDAYS OR ON LABOR DAY SHALL BE LI( 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 N 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 f -, WORKED ON PAID HOLIDAYS SHALL BE PAID AT TWO AN'D ONE - HALF TIMES THE HOURLY. RATE OF WAGE INCLUDING HOLIDAY PAY_ H. ALL HOURS WORKED ON SUNDAY SHALL BE PAID AT TWO TDVMS THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON HOLIDAYS SHALL BE PAID AT ONE AND ONE -HALF TIMES THE HOURLY RATE OF WAGE. I. ALL HOURS WORKED ON SATURDAYS AND HOLIDAYS (EXCEPT LABOR DAY) SHALL BE PAID AT ONE AND ONE - HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON SUNDAYS AND ON LABOR DAY SHALL BE PAID AT TWO TIMES THE HOURLY RATE OF WAGE. i I. ALL HOURS WORKED ON SUNDAYS SHALL BE PAID AT TWO TIMES THE HOURLY RATE OF WAGE. ALL HOURS L ' WORKED ON PAID HOLIDAYS SHALL BE PAID AT TWO AND ONE -HALF T1 IES THE HOURLY RATE OF WAGE, INCLUDING THE HOLIDAY PAY. ALL HOURS WORKED ON UNPAID HOLIDAYS SHALL BE PAID AT TWO TIMES THE HOURLY RATE OF WAGE. K. ALL HOURS WORKED ON HOLIDAYS SHALL BE PAID AT TWO TIMES THE HOURLY RATE OF WAGE IN ADDITION TO THE HOLIDAY PAY. M. ALL HOURS WORKED ON SATURDAYS, SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. BENEFIT CODE KEY - EFFECTIVE 03-03 -05 � -3- 2. 0. ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT ONE AND ONE -HALF TIMES THE HOURLY RATE OF WAGE. 4. 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. 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, IN 3EPE_NDEN!CE 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 ANM SATURDAY AFTER THANKSGIVING DAY, AND CHRISTMAS DAY (8). E. HOLIDAYS: NEW YEAR'S DAY, PRESIDENTS' DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, PRESIDENTIAL ELECTION DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, AND CHRISTMAS DAY (9). G. HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE LAST WORK DAY BEFORE CHRISTMAS DAY, AND CHRISTMAS DAY (7). H. HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, THANKSGIVING DAY, THE DAY AFTER THANKSGIVING DAY, AND CHRISTMAS (6). 1. HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, AND CHRISTMAS DAY (6). 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). O. PAID HOLIDAYS: NEW YEAR'S DAY, WASHINGTON'S BIRTHDAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, AND CHRISTMAS DAY (6). 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). Q. PAID HOLIDAYS: N'EW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, AIND CHRISTMAS DAY (6). _ R PAID HOLIDAYS: NTW 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 12). S. PAID HOLIDAYS: NEW YEAR'S DAY, PRESIDENTS' DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, AND CHRISTMAS DAY (7). T. PAID HOLIDAYS: SEVEN' (7) PAID HOLIDAYS. V. PAID HOLIDAYS: SIT{ (6) PAID HOLIDAYS. W. PAID HOLIDAYS: NINE (9) PAID HOLIDAYS. X HOLIDAYS: AFTER 520 HOURS - NEW YEAR'S DAY, THANKSGIVING DAY AND CHRISTMAS DAY. AFTER 2080 HOURS - NEW YEAR'S DAY, WASHINGTON'S BIRTHDAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGTVDJG DAY, CHRISTMAS DAY AND A FLOATING HOLIDAY (8). Y. HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, PRESIDENTIAL ELECTION DAY, THANKSGIVING DAY, THE FRIDAY FOLLOWING T HANK.SGINTNG DAY, AND CHRISTMAS DAY (8), j 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). i BENEFIT CODE KEY - EFFECTIVE 03 -03-05 -a- 6. A. PAID HOLIDAYS: NNEW YEAR'S DAY, PRESMENTI'S' DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THAINKSGIVLNG DAY, THE FRIDAY AFTER THANKSGIVING DAY, AND CHRISTMAS DAY (8). _ B. PAID HOLIDAYS: NEW YEAR'S EVE DAY, NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, i THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, CHRISTMAS EVE'S DAY, AND CHRISTMAS DAY (9). C. HOLIDAYS: NEW YEAR'S DAY, PRESIDENTS' DAY, MEMORIAL DAY, INDEPEINTENCE DAY, LABOR DAY, THANKSGIVING DAY, THE DAY AFTER THANKSGIVING DAY, THE LAST WORK DAY BEFORE CHRISTMAS DAY, AND i CHRISTMAS DAY (9). D. PAID HOLIDAYS: NEW YEAR'S DAY, PRESIDENTS' DAY, MEMORIAL DAY. INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, CHRISTMAS DAY, THE DAY BEFORE OR THE DAY AFTER CHRISTMAS DAY (9). H. 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). L PAID HOLIDAYS: NEW YEAR'S DAY, MEMORIAL. DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, FRIDAY AFTER THANKSGIVING DAY, AND CHRISTMAS DAY (7). _ L. 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) Q. PAID HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE DAY AFTER THANKSGIVING DAY AND CHRISTMAS DAY. UNPAID HOLIDAY: PRESIDENTS' DAY. S. PAID HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY. THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, CHRISTMAS EVE DAY, AND CHRISTMAS DAY (8). T. PAID HOLIDAYS: NEW YEAR'S DAY, PRESIDENTS' DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR 1 _ DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, THE LAST WORKING DAY BEFORE CHRISTMAS DAY, AND CHRISTMAS DAY (9). �I U. HOLIDAYS: NEW YEAR'S DAY, DAY BEFORE NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, THE DAY BEFORE CHRISTMAS DAY, CHRISTMAS DAY (9).. V. PAID HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, DAY AFTER THANKSGIVING DAY, CHRISTMAS EVE DAY, CHRISTMAS DAY, EMPLOYEES BIRTHDAY, AND ONE DAY OF THE EMPLOYEE'S CHOICE (10). W. PAID HOLIDAYS: NEW YEAR'S DAY, DAY BEFORE NEW YEAR'S DAY, PRESIDENTS DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, DAY AFTER THANKSGIVING DAY, CHRISTMAS DAY, DAY BEFORE CHRISTMAS DAY (10). x PAID HOLIDAYS: NEW YEAR'S DAY, DAY BEFORE OR AFTER NEW YEAR'S DAY, PRESIDENTS DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, DAY AFTER THANKSGIVING DAY, CHRISTMAS DAY, DAY BEFORE OR AFTER CHRISTMAS DAY, EMPLOYEE'S BIRTHDAY (11). _ NOTE COIFS 8. A. THE STANDBY RATE OF PAY FOR DIVERS SHALL BE ONE -HALF TIMES THE DIVERS RATE OF PAY. IN ADDITION TO THE HOURLY WAGE AND FRINGE BENEFITS, THE FOLLOWING DEPTH PREMIUMS APPLY TO DEPTHS OF FIFTY FEET OR MORE. t OVER 50' TO 100'- S1.00 PER FOOT FOR EACH FOOT OVER 50 FEET OVER 100' TO 175'- S2.25 PER FOOT FOR EACH FOOT OVER 100 FEET '- OVER 175' TO 250' - S5.50 PER FOOT FOR EACH FOOT OVER 175 FEET OVER 250'- DIVERS MAY NAME THEIR OWN PRICE, PROVIDED IT IS NO LESS MAN; THE SCALE LISTED �- FOR 250 FEET !- C. THE STANDBY RATE OF PAY FOR DIVERS SHALL BE ONE -HALF TIMES THE DIVERS RATE OF PAY. IN ADDITION TO THE HOURLY WAGE AND FRINGE BENEFITS, THE FOLLOWING DEPTH PREMIUMS APPLY TO DEPTHS OF FIFTY FEET - OR MORE: OVER 50' TO 100'- S 1.00 PER FOOT FOR EACH FOOT OVER 50 FEET OVER 100' TO 150' - $1.50 PER FOOT FOR EACH FOOT OVER 100 FEET OVER l 50' TO 200'- $2.00 PER FOOT FOR EACH FOOT OVER 150 FEET OVER 200'- DIVERS MAY NAME THEIR OWN PRICE BENEFIT CODE KEY - EFFECTIVE 03 -03 -05 -5- B. D. WORKI~RS WORKING WITH SUPPLIED AIR ON HAZMAT PROJECTS RECEIVE AN ADDMONAL 51.00 PER HOUR- L. WORKERS ON HAZMAT PROJECTS RECEIVE ADDITIONAL HOURLY PREI%v U AS FOLLOWS - LEVEL A: $0.75, LEVEL B: 50.50, AND LEVEL C: 50.25. M. WORKERS ON HAZMAT PROJECTS RECEIVE ADDITIONAL HOURLY PREMIUMS AS FOLLOWS: LEVELS A & B: S1.00, LEVELS C & D: $0.50. N. WORKERS ON HAZMAT PROJECTS RF.CVVT- ADDITIONAL HOURLY PREMIUMS AS FOLLOWS - LEVEL A: 51.00, LEVEL B: 50.75, LEVEL C: $0.50, AND LEVEL D: $0.25. i `J APPENDIX B Washington State Department of Labor and Industries Policy Statement I 0 0 0 SD 9 L STATE OF WASHINGTON DEPARTMENT OF LABOR AND INDUSTRIES June 18, 1999 TO: Kerry S. Radcliff, Editor Washington State Register FROM: Gary Moore, Director Department of Labor and Industries SUBJECT: Notice re WAC 296- 127 -018, Coverage and exemptions of workers involved in the production and delivery of gravel, concrete, asphalt, or similar materials The department wishes to publish the following Notice in the next edition of the Washington State Register. NOTICE Under the current material supplier regulations, WAC 296 -127 -018, the department takes the position that prevailing wages do not apply to the delivery of wet concrete to public works sites, unless the drivers do something more than just deliver the concrete. Drivers delivering concrete into a crane and bucket, hopper of a pump truck, or forms or footings, are not entitled to prevailing wages unless they operate machinery or use tools that screed, float, or put a finish on the concrete. This position applies only to the delivery of wet concrete. It does not extend to the delivery of asphalt, sand, gravel, crushed rock, or other similar materials covered under WAC 296 -127 -018. The department's position applies only to this regulation. If you need additional information regarding this matter, please contact Greg Mowat, Program Manager, Employment Standards, at P.O. Box 44510, Olympia, WA 98504 -4510, or call (360) 902 -5310. Please publish the above Notice in WSR 99 -13. If you have questions or need additional information, please call Selwyn Walters at 902 -4206. Thank you. Cc: Selwyn Walters, Rules Coordinator Patrick Woods, Assistant Director Greg Mowat, Program Manager $$1$$ Supplemental to Wage Rates $$2$$ 18 ESAC DIVISION - TELEPHONE (206) 586 -6887 PO BOX 44540, OLYMPIA, WASHINGTON 98504-4540 August 18, 1992 TO: All Interested Parties FROM: Jim P. Christensen Acting Industrial Statistician SUBJECT: Materials Suppliers - WAC 296 - 127 -018 This memo is intended to provide greater clarity regarding the application of WAC 296 - 127 -018 to awarding agencies, contractors, subcontractors, material suppliers and other interested parties. The information contained herein should not be construed to cover all possible scenarios which might require the payment of prevailing wage. The absence of a particular activity under the heading "PREVAILING WAGES ARE REQUIRED FOR" does not mean that the activity is not covered. Separate Material Supplier Equipment Operator rates have been eliminated. For those cases where a production facility is set up for the speck purpose of supplying materials to a public works construction site, prevailing wage rates for operators of equipment such as crushers and batch plants can be found under Power Equipment , Operators. PREVAILING WAGES ARE REQUIRED FOR: 1. Hauling materials away from a public works project site, including excavated materials, demolished materials, etc. 2. Delivery of materials to a public works project site using a method that involves incorporation of the delivered materials into the project site, such as spreading, leveling, rolling, etc. 3. The production of materials at a facility that is established for the specific, but not necessarily exclusive, purpose of supplying materials for a public works project. 4. Delivery of the materials mentioned in #3 above, regardless of the method of ? delivery. PREVAILING WAGES ARE NOT REQUIRED FOR: 1. The production of materials by employees of an established materials supplier, in a permanent facility, as well as the delivery of these materials, as long as delivery does not include incorporation of the materials into the job site. 2. Delivery of materials by a common or contract carrier, as long as delivery does not include incorporation of the materials into the job site. 3. Production of materials for unspecified future use. $$1$$ Supplemental To Wage Rates $$Z$$ Page 17 Washington State Department of Labor and Industries Policy Statements (Regarding Production and Delivery of Gravel, Concrete, Asphalt, etc.) The following two letters from the State Department of Labor and Industries (State LSI) dated August 18, 1992 and June 18, 1999, clarify the intent and establish policy for administrating the provisions of WAC 296- 127 -018 COVERAGE AND EXEMPTIONS OF WORKERS INVOLVED IN THE PRODUCTION AND DELIVERY OF GRAVEL, CONCRETE, ASPHALT, OR SIMILAR MATERIALS. Any firm with questions regarding the policy, these letters, or for determinations of i covered and non - covered workers shall be directed to State L&I at (360) 902 -5330. Effective September 1, 1993, minimum prevailing wages for all work covered by WAC 296 -127 -018 for the production and /or delivery of materials to a public works contract will'be found under the regular classification of work for Teamsters, Power Equipment Operators, etc. $$1$$ Supplemental To Wage Rates $$2$$ Page 16 WASHINGTON STATE PREVAILING WAGE RATES - EFFECTIVE 03/03/05 FABRICATED PRECAST CONCRETE PRODUCTS Classification All Classifications Craftsman Laborer All Classifications $$1$$ $$2$$ over PREVAILING fT�im,�e H�oi',odtaay code WAGE 9ade Code code Counties Covered: Spokane Counties Covered: Yakima Counties Covered: Whatcom Supplemental To Wage Rates Page 15 20.23 1 8.65 1 7.35 1 13.67 1 �V I' I'. i I � j -- :f LJ' �1 I\� I i _j I' WASHINGTON STATE PREVAILING WAGE RATES - EFFECTIVE 03/03/05 FABRICATED PRECAST CONCRETE PRODUCTS Over PREVAILING Time Holiday (dote Classification WAGE Code Code Code Counties Covered: Adams, Asotin, Benton, Columbia, Douglas, Ferry, Garfield, Grant, Lincoln, Okanogan, Pend Oreille, Stevens, Walla Walla, and Whitman All Classifications 9.96 1 Counties Covered: Franklin All Classifications 11.50 1 Counties Covered: King All Classifications 11.90 2K 6S Counties Covered: Pierce All Classifications 9,28 1 Counties Covered: Chelan, Kittitas, Klickitat and Skamania All Classifications 8.61 1 Counties Covered:. Clallam, Clark, Cowlitz, Grays Harbor, Island, Jefferson, Kitsap, Lewis, Mason, Pacific, San Juan, Skagit, Snohomish, Thurston, Wahkiakum All Classifications 13.50 1 $$1$$ $$Z$$ Supplemental To Wage Rates Page 14 METAL FABRICATION (IN SHOP) 03/03tO5 Over PREVAILING Time Holiday Note Classification WAGE Code Code Code Counties Covered: Klicidtat, Skamania and WahMakum FiitterAVelder 15.99 1 Machine Operator 17.21 1 Painter 17.03 1 Laborer 10.44 1 Counties Covered: Pierce Fitter 15.25 1 Welder 13.98 1 Machine Operator 13.98 1 Laborer 9.25 1 I $$1$$ Supplemental To Wage Rates $$2$$ Page 13 METAL FABRICATION (IN SHOP) owwm5 Over PREVAILING Time Holiday Note Classification WAGE Code Code Code Counties Covered: Yakima Fitter 12.00 1 Welder 11.32 1 Machine Operator 11.32 1 Painter 12.OD 1 Laborer 1011 1 Counties Covered: Cowlitz Fitter 23.72 1 B 6V Weider 23.72 1 B 6V Machine Operator 23.72 16 6V Laborer 15.87 1113 6V Counties Covered: Grant Fitter 10.79 1 Welder 10.79 1 Painter 7.45 1 Counties Covered: King Fitter 15.86 1 Welder 15.48 1 Machine Operator 13.04 1 Painter 11.10 1 Laborer 9.78 1 Counties Covered: Ktsap Fitter Welder Machine Operator Laborer $$1$$ Supplemental To Wage Rates $$2$$ Page 12 26.96 1 13.83 1 13.83 1 7.35 1 METAL FABRICATION (IN SHOP) owwm5 over PREVAILING Time Holiday Mote Classification WAGE Code Code C_ odp- Counties Covered: Clark Layerout 26.12 1.1 6B Fitter ' 25.76 1.1 68 Welder 25.22 1.1 613 Painter 22.64 11 6B Machine Operator 20.04 1.1 613 Laborer 19.50 11.1 613 Counties Covered: Snohomish Fitter 15.38 1 Welder 15.38 1 Machine Operator 8.64 1 Painter 9.98 1 Laborer 9.79 1 Counties Covered: Spokane Fitter 12.59 1 Welder 10.80 1 Machine Operator 13.26 1 Painter 10.27 1 Laborer 7.98 1 Counties Covered: Thurston Layerout 25.07 1R 6T Fitter 23.02 i R 6T Welder 20.99 1R 6T Machine Operator 18.74 1R 6T Laborer 14.88 1R 6T Counties Covered: Whatoom Fitter/Welder 13.81 1 Machine Operator 13.81 1 Laborer 9.00 1 $$1$$ Supplemental To Wage Rates $$2$$ Page 11 J� WASHINGTON STATE PREVAILING WAGE RATES - EFFECTIVE 03/03/05 t METAL FABRICATION (IN SHOP) f Over PREVAILING Time Holliday Note Classification WAGE Code Code Code Counties Covered: Adams, Asotin, Columbia, Douglas, Ferry, Franklin, Garfield Kittitas, Lincoln, Okanogan, Pend Oreille, Stevens, Walla Walla and Whitman Fitter 12.76 1 ` — Welder 12.76 1 Machine Operator 12.66 1 Painter 10.20 1 Laborer 8.13 1 Counties Covered: l Benton Welder 16.7D 1 Machine Operator 10.53 1 i L_ Painter 9.76 1 Counties Covered: t ' Chelan Fitter 15.04 1 Welder 12.24 1 Machine Operator 9.71 1 Painter 9.93 1 Laborer 6.77 1 Counties Covered: Clallam, Grays Harbor, Island, Jefferson, Lewis, Mason, Pacific, San Juan and Skagit Fitter 15.16 1 Welder Machine Operator 15.16 10.66 1 1 Painter 11.41 1 Laborer 11.13 1 r—i i $$1$$ Supplemental To Wage Rates $$2$$ Page 10 I� u 51. Standard Dimension lumber YES NO X 52. Irrigation components X 53. Fencing materials X 54. Guide Posts X 55. Traffic Buttons X 56. Epoxy X 57. Cribbing X 58. Water distribution materials X 59. Steel "H" piles X 60. Steel pipe for concrete pile casings X 61. Steel pile tips, standard X 62. Steel pile tips, custom X $$1$$ Supplemental To Wage Rates $$2$$ Page 9 42. Traffic Signs - Prior to approval of a Fabricator of Traffic Signs, the sources of the following signing materials must be submitted and approved for reflective sheeting, legend material, and aluminum sheeting. NOTE: ' Fabrication inspection required. Only signs tagged "Fabrication Approved" by WSDOT Sign Fabrication Inspector to be installed. 43. Cutting & bending reinforcing steel 44. Guardrail components 45. Aggregates/Concrete mixes 46. Asphalt YES NO X X custom std. msg msg I X X custom standard end sect. sect. Covered by WAC 296 - 127 -018 Covered by WAC 296 - 127 -018 47. Fiber fabrics X 48. Electrical wiringlcomponents X 49. treated or untreated timber piles X 50. Ginter pads (elastomeric bearing) $$1$$ Supplemental To Wage Rates $$2$$ Page 8 R 36. Steel Sign Bridges - Steel Sign Bridges fabricated X from steel tubing meeting AASHTO -M -138 for Aluminum Alloys. See Std. Plans G-2, G2a, G -2b, and Contract Plans for details. The steel structure shall be galvanized after fabrication in accordance with AASHTO -M -111. 37. Steel Sign Post - Fabricated steel sign posts as detailed X in Std. Plan G-8. Shop drawings for approval are to be provided prior to fabrication. 38. Light Standard - Prestressed - Spun, prestressed, hollow, X concrete poles. 39. Light Standards - Lighting Standards for use X on highway illumination systems, poles to be fabricated to conform with methods and materials as specified on Std. Plan J -1, J -1 a, and J -1 b. See Special Provisions for pre - approved drawings. 40. Traffic Signal Standards - Traffic Signal Standards for X use on highway and/or street signal systems. Standards to be fabricated to conform with methods and material as specified on Std. Plans J -1, J -7a, J -7c, and J -8. See Special Provisions for pre - approved drawings. 41. Traffic Curb, Type A or C Precast - Type A or C X Precast traffic curb, for use in construction of raised channelization, and other traffic delineation uses such as parking lots, rest areas, etc. NOTE: Acceptance based on inspection of Fabrication Plant and an advance sample of curb section to be submitted for approval by Engineer. $$1$$ Supplemental To Wage Rates $$2$$ Page 7 D YES NO 35. Mono -tube Sign Structures - Mono-tube Sign Bridge X j fabricated to details shown in the Plans. Shop drawings l for approval are required prior to fabrication. t . $$1$$ Supplemental To Wage Rates $$2$$ Page 6 29. Prestressed Concrete Girder Series 4-14 - X Prestressed Concrete Girders for use in structures. Fabricator plant has annual approval of methods and materials to be used. Shop Drawing to be provided for approval prior to casting girders. See Std. Spec. Section 6- 02.3(25)c. 30. Prestressed Tri -Beam Girder - Prestressed Th -Beam X Girders for use in structures. Fabricator plant has f annual approval of methods and materials to be used. Shop Drawing to be provided for approval prior to casting girders. See Std. Spec. Section 6 -02.3(25)c. 31, Prestressed Precast Hollow -Core Slab - Precast X -- Prestressed Hollow -core slab for use in structures. Fabricator plant has annual approval of methods and _. materials to be used. Shop Drawing to be provided for approval prior to casting girders. See Std. Spec. Section 6- 02.3(25)c. 32. Prestressed -Bulb Tee Girder - Bulb Tee Prestressed X Girder for use in structures. Fabricator plant has annual approval of methods and materials to be used. Shop Drawing to be provided for approval prior to casting girders. See Std. Spec. Section 6- 02.3(26)A. 33. Monument Case and Cover - To meet AASHTO -M -105 class X 30 gray iron casting. See Std. Plan H -7. 34. Cantilever Sign Structure - Cantilever Sign Structure X fabricated from steel tubing meeting AASHTO -M -183. See Std. Plans G -3, G-3a, and Contract Plans for details. The steel structure shall be galvanized after fabrication in accordance with AASHTO -M -111. 35. Mono -tube Sign Structures - Mono-tube Sign Bridge X j fabricated to details shown in the Plans. Shop drawings l for approval are required prior to fabrication. t . $$1$$ Supplemental To Wage Rates $$2$$ Page 6 YES NO 22. Vault Risers - For use with Valve Vaults and Utilities X Vaults. 23. Valve Vault - For use with underground utilities. See Contract Plans for details. X 24. Precast Concrete Barrier - Precast Concrete Barrier for X use as new barrier or may also be used as Temporary Concrete Barrier. Only new state approved barrier may be used as permanent barrier. 25. Reinforced Earth Wall Panels - Reinforced X Earth Wall Panels in size and shape as shown in the Plans. Fabrication plant has annual approval for methods and materials to be used. See Shop Drawing. Fabrication at other locations may be approved, after facilities inspection, contact HQ. Lab. 26. Precast Concrete Walls - Precast Concrete Walls - X tilt -up wall panel in size and shape as shown in Plans. ; Fabrication plant has annual approval for methods and materials to be used. 27. Precast Railroad Crossings - Concrete Crossing Structure X Slabs: 28. 12, 18 and 26 inch Standard Precast Prestressed X Girder - Standard Precast Prestressed Girder for use in structures. Fabricator plant has annual approval of methods and materials to be used. Shop Drawing to be provided for approval prior to casting girders. See Std. Spec. Section 6- 02.3(25)c. $$1$$ Supplemental To Wage Rates $$2$$ Page 5 li YES NO r� r13. Concrete Piling— Precast - Prestressed concrete piling for X use as 55 and 70 ton concrete piling. Concrete to conform to Section 9 -19.1 of Std. Spec.. Shop drawings for approval shall be provided per Section 6- 05.3(3) of the Std. Spec. s 14. Manhole Type 1, 2, 3 and 4 - Precast Manholes with risers X and flat top slab andlor cones. See Std. Plans. 15. Drywell - Drywell as specified in Contract Plans. X 16. Catch Basin - Catch Basin type 1, 1 L, 1 P, 2, 3, and 4, X including risers, frames maybe cast into riser. See Std. Plans. L L 17. . Precast Concrete Inlet - Concrete Inlet with risers, X frames may be cast into risers. See Std. Plans, C 18. Drop Inlet Type 1 - Drop Inlet Type 1 with support X {� angles and grate. See Std. Plans B-4f and B-4h. 19. Drop Inlet Type 2 - Drop Inlet type 2 with support X angles and grate. See Std. Plans B-4g and B-4h. 20, Grate Inlet Type 2 - Grate Inlet Type 2 with risers and X top unit with bearing angles. 21. Precast Concrete Utility Vaults - Precast Concrete X utility vaults of various sizes. Used for in ground storage of utility facilities and controls. See Contract Plans for size and construction requirements. Shop drawings are to be provided for approval prior to casting. L i L $$1$$ Supplemental To Wage Rates $$2$$ Page 4 L YES NO 6. Corrugated Steel Pipe - Steel lock seam corrugated X pipe for culverts and storm sewers, sizes 30 inch to 120 inches in diameter. May also be treated, 1 thru 5. 7. Corrugated Aluminum Pipe - Aluminum lock seam X corrugated pipe for culverts and storm sewers, sizes 30 inch to 120 inches in diameter. May also be - treated, #5. 8. Anchor Bolts & Nuts - Anchor Bolts and Nuts, for X mounting sign structures, luminaries and other items, shall be made from commercial bolt stock. See Contract Plans and Std. Plans for size and material type. 9. Aluminum Pedestrian Handrail - Pedestrian handrail X conforming to the type and material specifications set forth in the contract plans. Welding of aluminum shall be in accordance with Section 9- 28.15(3). 10. Major Structural Steel Fabrication - Fabrication of X major steel items such as trusses, beams, girders, etc., for bridges. 11. Minor Structural Steel Fabrication - Fabrication of X minor steel items such as special hangers, brackets, access doors for structures, access ladders for irrigation boxes, bridge expansion joint systems, etc., involving welding, cutting, punching and /or boring of holes. See Contact Plans for item description and shop drawings. 12. Aluminum Bridge Railing Type BP - Metal bridge railing X conforming to the type and material specifications set forth in the Contract Plans. Welding of aluminum shall be in accordance with Section 9- 28.15(3). $$1$$ Supplemental To Wage Rates $$2$$ Page 3 WSDOT's Predetermined List for Suppliers - Manufacturers - Fabricators Below is a list of potentially prefabricated items, originally furnished by WSDOT to Washington State Department of Labor and Industries, that may be considered non- standard and therefore covered by the prevailing wage law, RCW 39.12. Items marked with an X in the "YES" column should be considered to be non - standard and therefore covered by RCW 39.12. Items marked with an X in the "NO" column should be considered to be standard and therefore not covered. Of course, exceptions to this general list may occur, and in that case shall be evaluated according to the criteria described in State and L &I's policy statement. ITEM DESCRIPTION YES NO 1. Manhole Ring & Cover - manhole type 1, 2, 3, and 4 X for bridges. For use with Catch Basin type 2. —' The casting to meet AASHTO -M -105, class 30 gray iron casting. See Std. Plan B -1f, B -23a, B -23b, B-23c, and B-23d. 2. Frame & Grate - frame and Grate for Catch Basin type X 1, 1 L, 1 P, 2, 3, 4 and Concrete Inlets. Cast frame may be grade 70 -36 steel, class 30 gray cast iron or grade BO -55 -06 ductile iron. The cast grate may be grade 70 -36 steel or grade 80 -55-06 ductile iron. See Std. Plan B-2, B-2a, and B-2b. 3. Grate Inlet & Drop Inlet Frame & Grate - Frame and X Grate for Grate Inlets Type 1 or 2 or Drop Inlet. Angle iron frame to be cast into top of inlet. See Std. Plan B -4b or 13-4h. Frames & Grates to be galvanized. 4. Concrete Pipe - Plain Concrete pipe and reinforced X concrete pipe Class 2 to 5 sizes smaller than 60 inch diameter. 5. Concrete Pipe - Plain Concrete pipe and reinforced X concrete pipe Class 2 to 5 sizes larger than 60 inch diameter. $$1$$ Supplemental To Wage Rates $$2$$ Page 2 U Washington State Department of Labor and Industries Policy Statement (Regarding the Production of "Standard" or "Non- standard" Items) Below is the department's (State L&I's) list of criteria to be used in determining whether a prefabricated item is "standard" or "non- standard ". For items not appearing on WSDOTs predetermined list, these criteria shall be used by the Contractor (and the Contractor's subcontractors, agents to subcontractors, suppliers, manufacturers, and fabricators) to determine coverage under RCW 39.12. The production, in the State of Washington, of non - standard items is covered by RCW 39.12, and the production of standard items is not. The production of any item outside the State of Washington is not covered by RCW 39.12. Is the item fabricated for a public works project? If not, it is not subject to RCW 39.12. If it is, go to question 2. 2. Is the item fabricated on the public works jobsite? If it is, the work is covered under RCW 39.12. If not, go to question 3. 3. Is the item fabricated in an assembly/fabrication plant set up for, and dedicated primarily to, the public works project? If it is, the work is covered by RCW 39.12. If not, go to question 4. 4. Does the item require any assembly, cutting, modification or other fabrication by the supplier? If not, the work is not covered by RCW 39.12. If yes, go to question 5. 5. Is the prefabricated item intended for the public works project typically an inventory item which could reasonably be sold on the general market? If not, the work is covered by RCW 39.12. If yes, go to question 6. 6. Does the specific prefabricated item, generally defined as standard, have any unusual characteristics such as shape, type of material, strength requirements, finish, etc? If yes, the work is covered under RCW 39.12. Any firm with questions regarding the policy, WSDOTs Predetermined List, or for determinations of covered and non- covered workers shall be directed to State L&I at (360) 902 -5330. $$1$$ Supplemental To Wage Rates $$2$$ Pagel APPENDIX C Standard Plans z� W 1 "_ �� 1 CONDUIT JuwcnoN DETAIL "A" IINCTIom SOX (6EE 67D, PLAN 1Qn NOL1 -� COND7M �x `- S"mLl Y LI A6MN SNACUTS(TYPO SIM CORNER — SAVICl/T DITTAIL j A M - I - h - - - - -- -------------------------- --- - -A - B I - B — — — — — ----------------- — z — ------ — -------------- -- 6TOP LING A TYPE 1 INDUCTION LOOP — — — — TYPE 2 INDUCTION IMP ISEE $TV PLAN lB DETAIL'A" E STD. PLAN MO NOTE 1. For Fedbns A end D, see Standard Plan J.8d. SEE ENTRANCE –� swcuT DETAIL qi JUNCTION SOX -f -- -----/;' SPLICE i ✓/ r F1� r St i 5 -START r i F • FNISH TWO CONOUCTO1t 6FEELDED GBLE (4O LORO OR AS SHOWN IN STOP LINE TRAFFIC FLOW TYPE 1 STOP LINE LOOP WIRING DIAGRAM LEAWN SAYA:UT CENTPA OP LOOP _ AND VEMCLE LANE , fA ................ PLAN VARICS a LOOP OAVAVT LOOP SAWCUT REMOVEPAVEKENT TO SA'NCUT DE PTN AND FILL WITH SEA&ANT ENTRANCE SAWCUT DETAIL ADVANCE LOOPS { REMOVE PAVEMFI/f Tv sANClrr DEPTH i AND FILL 1NTH SEALANT A Q -------- a - - - -- 10, a xealy O OS 1 9�NNClR LOOP BAVICVT EXPIRES M41 5.20051 TYPE 1 INDUCTION LOOP STANDARD PLAN J-8a CORNER SAWCUT DETAIL cmffr I DP I SHEET APPRDVED FOR PUBLICATION Harold J. Peraftso 0 20-04 w.rWww�.ur w.�w{[R�f.rNMV_�pCWrof �ARGffW br00lG SIT tre.ww.ffawe�wwr.�woawwwap.v -w f+�rw- � »�� L11A� �� .rKMww" /Nif'f1rMOwwaprw •lO.rrf ww� 9EE CONTRACT APFROACH TAPER'W U� f-0R LENGTH OF SRi STORAGE LANE 617 *w W r NO PASS LINE 5 V0,14E EDGE LINE r (AHEN REGUREDI STOPPWO POINT FON LEFT TURN LANE �� ........... �� I r W \ r DOUBLE YELI(IW CENr'ER UNE "� 81WP CENTER LINE MOE LINE b rr INMIROW PATTF,RM LEFT TURN CHANNELIZATION REDUCED TAPER LENGTHS - SYMMETRICAL PWIDENINO (FOR LIMITED USE M UADAN AREAS TtT1H POSTED SPEEDS OF 40 MPH OR IEaB) SEE CONTRACT APPROACH TAPER V FOR LENGTH OF OTORAGE LANE W 'K1 /r(NARROWPAT CENTER LINE .I STOPPING POINT FOR LEFT TURN LANE ........... — � v WIDE UNE M411E EDGE LINE LEFT TURN CHANNELIZATION REDUCED TAPER LENGTHS - ASYMMETRICAL WIDENINO RIGHT OF CENTERLINE (FOR LIMITED U3E LN URBAN AREAS WITH POSTED SPEEDS OF AO MPH OR LESS) SEE CONIRACr FOR LENGTH OF STORAGE LANE . 517 DOUBLE YELLOW CENTER LINE (}NARROW PATTERN) STOPPLVO POINT FOR LEFT TURN LANE IWH E00E UNE ) r YROE LDTE -` 1. LEFT TURN CHANNELIZATION REDUCED TAPER LENOTHS - ASYMMETRICAL WIDENING LEFT OF CENTERLINE (FOR UMITEJD U311 IN URBAN AREAS TTTTH POSTED SPEEDS OF 40 MPH OR LESS) OPTIONAL MARKED DECELERATION TAPER VON LAOTED USE IN URBAN AREAS) POSTED SPEED APPROACH TA ►6R 10° DIMENSION '01 APPROACH TAPER 1.r OOMNSION 'K' AO MPH 1W IF 3217 57 33 MPH 123, w zw AV 3a RPM w IF 1517 3u ES MPH By IV 125' 2T to MPH I ar I r I m IT DOUBLE YELLOW CEN I'ER Un GENERAL NOTES on Shown on this plan egarno I. Tho ohennellsed a SxIP CENTER Lore optimal roadway poornotrlo dulyn. The dlnen- elons nay vary ID 61 exbErV conditions. Sao Contract. L - 17 Typical Lane YtW%. Sao Conhact for Epee fbd tone WkM*. Nv PASS UNE LEGEND Q1HFsN REOUREOJ -.Gv- Type 2L Traft Avow G�'' 100 �r ieeeo No PAR!1 LINE (WHEN REOUFRED) �O ?� a'xf orITBTNG� 1 DNA 1. 6 EXPIRES uar . ;0175 — 4BFT TURN CHANNELIZATION REDUCED TAPERS STANDARD PLAN M- 3.20 -00 SKIP CENTF3t L1YE MEET 1 OF 1 SHEHT APPROVED FOR PLIBUCAUM Hamill J. Peterf9ao 12 -I&N ..re ne o uwwwweacrtww.w �.e.sr...en "� my .oar °: aR' ..1. woo MR w- ti►.r.+ �.. c...«.de++....v.r� i l7 O F O SEE CONTRACT FOR L04TH 10' 30' /P cortir- A, 'y '' at }n�� t I_.� +� - fi�..¢' C Si .tSCrfMr Yt i� . •�.� �+i •ti:r`. _t r+-r C;_ 4� N •t'�'.�`S . SQ - u DOUBLE YELLOW CENTER UNE WHITE X 011 • SKIP CENTER LINE AND LANE UNE rElLVw Ton elDV efiNrsn LNE, V"M FOR LANE UMP NO -PASS LINE AND LEFT TURN UNE -'- REVERSIBLE LANE LINE YELLOW b I li pl`��, �'Tr��j�. "`�'�I ) 1' �1,�'+" -/ •��"''''''``jI'•��r { t 1 ��' � `• I � \,•.1 �,yrj"r �"'q�. -^�'' '„t;Si�"`..�`ir•++� ,� yn �' - - � �� DROP LANE UNE NNQIE LP 3P W' SKIP CENTER UNE AND LANE LINE wlnrE WHITE OR YELLOW - SLE NOTFi l DOTTED EXTENSION UNE NHITE DOTTED WIDE LINE SE CONTRACT FOR LEND rFI "ter YELLOW EDGE LINE ,_ SEE CONTRACT FOR LEN091 WIDE UN NHITTi OEL CONTRACT FOR IENOTH BARRIER UNE YELLOW roe NOTES reseo �O Q+A �Fd�ONAL 1. See dre Standard Plena Im Pmement Marking Details. g�G 2. Dotted Extension Una shag be the same wlor as the gyre f XPrvES us , 260 It IS ®hard ng. 3. Double Yellow Center Line shall be 12" batwoen firms LONG LINE MARKING for everything, axoeat 4' for left turn rhannall:agon and PATTERNS - narrow road%mye with IV tare wtdlha or tans. STANDARD PLAN M- 20.10 -00 4. Edge Una shag be wtft on right edge of traveled way, SIIMT I of I SIGET end yellow on loft edge of traveled way on one way APPROVED FOR PUDUCATION rDadWay9 Harold J. Poter'fesO 03-0"5 .. a... w.v�nMw++..rtr.�..w.w.taans.wnl �� onmFl.sv /wa.aolP •m.r.r gun nw.unveu wn �.,.►�.�y,�� M a��n..tid ha�t.�Ye �� SYWMM e IANE i GRID 13,r Ii011ARE TYPE 28L (LEFT) TRAFFIC ARROW TYPE 2SR(RIGfM TRAFFIC ARROW VJ ROR IVLLOE OF TYPE 21. (LEM TRAFM ARROW SYWOOL a LANE Ii GRID IS C 1031AARE TYPE 30L (LEFT) TRAFFIC ARROW NOTE Use the dimmlons shown on Ihle plan for each type Traffla Anow be ft placed on IoetMays with e posted speed Omit of 40 mph or Sam. A a A0 ��, range �D 41� TYPE 28R (RIGHT) Bj er sts� o, TRAFFIC ARROW �rOJVA1. MLWROR IMVIOE OF TYPE X(LEFT) EXPIRES MAY S, 2ODS -"R" °H SYMBOL MARKINOS TRAFFIC ARROWS FOR LOW SPEED ROADWAYS STANDARD PLAN M- 24.40 -00 SHEET 1 OF 2 61IEET APPROVED FOR PUBUCAnON Ham1d J. Peterfeso 03-0"5 .�w}.cwrta,� tarta«wrr.Rr� art SYMBOL 6 LANE SYPDAETRICAL ABOIR GRID IB 4- SQUARE TYPE 48 TRAFFIC ARROW SYMBOL A LANE f I z r � e I r I 1 I p Y 1 TYPE a TRAFFIC ARROW LAME f TYPE SaL [LEFT) TRAFFIC ARROW MOIROA IMAGE OF TYPE EBL (MIRRORED ABOUT LANG CEMIERUNE) AA �� 2sevo 0 �cl I7Eb4 �� SYMBOL MARKINGS TRAFFIC ARROWS FOR LOW SPEED ROADWAYS STANDARD PLAN M- 24.40 -00 SHEET 2 OF 2 SHMITS APPROWD FOR PUBUGATM Hamld J. Peterfeso 03-01.08 L � •: PU .�o�. w.m v�ww�o M�P.wnoa �1Ifw11�Mw Itgw Cq�r�.w �l[�Nw.4n } 0 y CONTRACT PLANS FOR CONSTRUCTION 8TH AVENUE OVERLAY PROJECT BID # 05 -005 FARR ROAD TO UNIVERSITY F A[ JANE 2005 C"ICITY OF '44 k3p6 ,;vOValley PUBLIC WORKS DEPARTMENT 11707 E. SPRAGUE AVE., SUITE 106 :SPOKANE VALLEY, WA 99206 (509) 9 21 -1 ON DRAINING INDEX COVER SHEET AND PROJECT LIMITS DETAILS AND INTERSECTION PLAN CITY OF SPOKANE VALLEY MAYOR DEPUTY MAYOR CITY MANAGER PUBLIC WORKS DIRECTOR PROJECT ENGINEER DIANA WILHITE RICH MUNSON DAVE MERCIER NEIL KERSTEN LOUIS GRAF, P.E. SHEET 1 SHEET 2 COUNCIL MEMBERS DICK DENENNY MICHAEL DEVLEMINIG MIKE FLANNIGAN GARY SCHIMMEL S STEVE TAYLOR s ONAL EXPIRES 10/21/06] I J 2' WuO�`E'ylpGf Fl V4,J LGr„ry MY NON—CURSED AREAS. M a CROSS WALK C 3 'q STOP y°� . LINE ARROW (TYP) -- °;� 11 A' X74 2 L-F PLASTIC STCIP - REYOVE LF LI e•� E W 4 EXISTING PAINT LINE - y� } `I ! 252 LE DOUJ L- YELLOW ..� ., — PLASTIC TIC CEN TER LINE e N -- — -- — 1'L INDUCTION t clr P - '_ 'QETEeT RS Q-Y x) ODE LINE _ i7 I rf 1. PLANE 4" (NOMINAL) E IST1N0 PAVEMENT, 2_ PLACE �4' CLASS A ACP TWO UF3 a OVER kNED PAVEMENT AND -PARED SUBGRADE. NERLPGY SECTION EXISTING ROCK AND SUB GRADE EIGHTH AVENUE I_ p C i� Ln il j NOTES: 1. REMOVE EXISTING LOOPS WEST OF UNIVERSITY ROAD. 2. CONNECT NEW LOOP LEAD–INS TO EXISTING HOME -RUN CABLE- LEFT TURN CHANNEI_IZATION PER WSDOT STD PLAN M-3.20-00. r� r EXPIRES 10/21/66 POT HATE: D5PV,1r5 FILL Nm' Nth tL i. .I 71 prawn By; IC Dot .� City of Spokane Valley SPORA fE vr, �r PROJECT Nm 0048 SHEET Designed By L-RU -_ Date: F,Fj 10/0 Department of Public Works �,�� i`I�I AVENUE 'MJE�"LA SCALE 11707 E. Sprague Ave. Suite 108 HORIZONTAL I "�c�' SPOKANE VALLEY, WA. 99206 ;oO � �� FARR ROAD — UNIVERSITY ROAD Hof `, VERTICAL; _ N /,sx /A (S09) '921 — 00 DE-TAILS Jlhlp PhtTER ECT941 PL.$hE