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HomeMy WebLinkAboutContract O1O1O3 ICON Materials P.O. Box 88050 CAG 04-076 Tukwila, WA 98138 (206) 575-3200 w $640,739.38 Award Date: 6/28/04 C.)ti o ,■ Bidding Requirements, City of Renton 4 Forms, Contract Forms, Conditions of the Contract, Plans and Specifications '" N frO CITY OF RENTON Construction of: 2004 OVERLAY PROJECT NO. CAG-04-076 • �ctetli � j?�p4 w 4 S4; . i .4' C•.., to kca ,01 2 964 ‘ eSSION r EXPIRES 9!22! 4 V City of Renton 1055 South Grady Way it Renton WA 98055 General Bid Information: 425-430-7200 Project Manager: Bill Wressell 425-430-7400 =«/ Printed on Recycled Paper Olt CITY OF RENTON RENTON, WASHINGTON ,, CONTRACT DOCUMENTS for the 2004 OVERLAY PROJECT NO. CAG-04-076 wr JULY 2004 BIDDING REQUIREMENTS CONTRACT FORMS ON CONDITIONS OF THE CONTRACT SPECIFICATIONS PLANS CITY OF RENTON TRANSPORTATION SYSTEMS DIVISION 1055 South Grady Way Renton, WA 98055 far Printed on Recycled Paper • CITY OF RENTON 2004 Overlay INDEX ■r I. CALL FOR BIDS II. INTRODUCTION 1. INSTRUCTIONS TO BIDDERS .r 2. SUMMARY OF FAIR PRACTICES POLICY,CITY OF RENTON 3. SUMMARY OF AMERICANS WITH DISABILITIES ACT POLICY,CITY OF RENTON 4. SCOPE OF WORK 5. VICINITY MAP 6. STREET LIST III. PROJECT PROPOSAL 1. BIDDER'S CHECKLIST 2. PROPOSAL AND COMBINED AFFIDAVIT&CERTIFICATE FORM 3. SCHEDULE OF PRICES - 4. ACKNOWLEDGEMENT OF RECEIPT OF ADDENDA 5. BID BOND FORM 6. CERTIFICATION OF EEO REPORT rr 7. FAIR PRACTICES POLICY AFFIDAVIT OF COMPLIANCE IV. CONTRACT DOCUMENT FORMS ar 1. BOND TO THE CITY OF RENTON 2. CONTRACT AGREEMENT 3. CITY OF RENTON INSURANCE INFORMATION FORM 4. CERTIFICATE OF INSURANCE(SAMPLE) r V. CONTRACT SPECIFICATIONS 1. SPECIAL PROVISIONS 2. AMENDMENTS TO THE STANDARD SPECIFICATIONS ses APPENDIX A -SAMPLE FORMS 1. REQUEST TO SUBLET WORK 2. MONTHLY UTILIZATION REPORT(CC-257) a 3. RECYCLED PRODUCT REPORTING FORM 4. CERTIFICATION OF PAYMENT OF PREVAILING WAGES s APPENDIX B -HOURLY MINIMUM WAGE RATES APPENDIX C- STANDARD PLANS at 2004 Overlay w ato CITY OF RENTON 2004 OVERLAY for +Ir s irr I rr �. CALL FOR BIDS We MI UN MIS NM 2004 OVERLAY 6/3/2004 irr CITY OF RENTON 2004 OVERLAY CALL FOR BIDS 10 Sealed bids will be received until 2:30 p.m., Wednesday, June 23, 2004, at the City Clerk's office, 7`h floor, and will be opened and publicly read in the 5th floor conference room #511, • Renton City Hall, 1055 S Grady Way, Renton, 98055. The work to be performed within 60 working days from the date of commencement under this contract shall include, but not be limited to: Installation of approximately 9,646 tons of class B asphalt concrete, removal of asphalt concrete (by cold planing), utility adjustments, channelization and complete restoration as set forth in the design drawings and specifications. err► Engineer's Estimate: $600,000 TO $700,000 rr. The City reserves the right to reject any and/or all bids and to waive any and/or all informalities. Approved plans and specifications and form of contract documents may be obtained in the Public *0 Works Department Customer Services at the 6th floor Renton Municipal Building (Tel. (425) 430-7266), for a non-refundable fee of$32.17 + $2.83 Tax (Total $35.00) for each set. If ordered by mail, add $5.00 for postage, which is also non-refunded. +r For information regarding this project contact, Bill Wressell, Project Manager at (425) 430-7400. A certified check or bid bond in the amount of five percent (5%) of the total amount of each bid must accompany each bid. The City's Fair Practices and Non-Discrimination Policies shall apply. The City of Renton hereby notifies all bidders that it will affirmatively insure that in any contract entered into pursuant to this advertisement, disadvantaged business enterprises will be afforded full opportunity to submit bids in response to this invitation and will not be discriminated against wig on the grounds of race, color, sex or national origin in consideration of an award. .r • Bonnie 1. Walton, City Clerk Published: Daily Journal of Commerce: June 9 and June 16, 2004 • - CITY OF RENTON • 2004 OVERLAY err V. +r ONOerr y+r I I �. INTRODUCTION 2004 OVERLAY ire +r CITY OF RENTON 2004 OVERLAY orie INSTRUCTIONS TO BIDDERS 1. Sealed bids for this proposal will be received by the City of Renton at the office of the Renton City Clerk, Renton City Hall,-until 2:30 o'clock p.m., on the date specified in the Call for Bids. At this time the bids will be publicly opened and read, after which the bids will be considered and the award made as early as practicable. +�r No proposal may be changed or withdrawn after the time set for receiving bids. Proposals shall be submitted on the forms attached hereto. +rr 2. The work to be done is shown on the plans. Quantities are understood to be only approximate. Final payment will be based on field measurement of actual quantities and at .r the unit price bid. The City reserves the right to add or to eliminate portions of that work as deemed necessary. 3. Plans may be examined and copies obtained at the Planning/Building/Public Works g` Department Office. Bidders shall satisfy themselves as to the local conditions by inspection of the site. 4. The bid price for any item must include the performance of all work necessary for completion of that item as described in the specifications. ,., 5. The bid price shall be stated in terms of the units indicated and as to a total amount. In the event of errors, the unit price bid will govern. Illegible figures will invalidate the bid. 6. The right is reserved to reject any and/or all bids and to waive informalities if it is deemed advantageous to the City to do so. 7. A certified check or satisfactory bid bond made payable without reservation to the Director of Finance of the City of Renton in an amount not less than 5% of the total amount of the bid shall accompany each bid proposal. Checks will be returned to unsuccessful bidders immediately following the decision as to award of contract. The check of the successful bidder will be returned provided he enters into a contract and furnishes a satisfactory performance bond covering the full amount of the work within ten days after receipt of notice of intention to award contract. Should he fail, or refuse to do so, the check shall be forfeited to the City of Renton as liquidated damage for such failure. 8. All bids must be self-explanatory. No opportunity will be offered for oral explanation except as the City may request further information on particular points. 9. The bidder shall, upon request, furnish information to the City as to his financial and practical ability to satisfactorily perform the work. 10. Payment for this work will be made in Cash Warrants. +r. 2004 OVERLAY ■, CITY OF RENTON 2004 OVERLAY ar 11. The contractor shall obtain such construction insurance (e.g. fire and extended coverage, worker's compensation, public liability, and property damage as indicated on forms enclosed under Attachment A herein and as identified within Specification Section 1-07.18. "ir 12. The contractor, prior to the start of construction, shall provide the City of Renton a detailed bar chart type construction schedule for the project. fir 13. Payment retainage shall be done in accordance with Section 1-09.0(2) "Retainage and Section" 1-09.9(3) "Contracting Agency's Right to Withhold and Disburse Certain Amounts" located •w in City of Renton Supplemental Specifications. 14. The construction contract will be awarded by the City of Renton to the lowest, responsible, as responsive bidder. The bidder shall bid on all bid schedules set forth in the bid forms. Partial bids will not be accepted. The owner reserves the right to award any or all schedules of the Bid to meet the needs of the City. The intent is to award to only one , , BIDDER. 15. Payment of Prevailing Wages In accordance with Revised Code of Washington Chapters 39.12 and 49.28 as amended or supplemented herein, there shall be paid to all laborers, workmen or mechanics employed on this contract the prevailing rate of wage for an hour's work in the same trade or occupation in the area of work regardless of any contractual relationship which may exist, or be alleged to exist, between the CONTRACTOR and any laborers, workmen, mechanics or subconsultants. err The prevailing wage rate to be in force during the duration of this contract are included within these specifications under section titled "Prevailing Minimum Hourly Wage Rates". w The wage rates shall be included as part of any subcontracts the CONTRACTOR may enter into for work on this project. 16. Employment of Resident Employees The CONTRACTOR and subcontractors shall employ Washington State residents in rw accordance with the requirements of RCW 39.16. 17. Water Pollution Control Requirements The CONTRACTOR shall conduct the work in accordance with all applicable pollution control laws. The CONTRACTOR shall comply with and be liable for all penalties, damages, and violations under Chapter 90.48 RCW, in performance of the work. The CONTRACTOR shall also comply with Article 4 in the Puget Sound Air Pollution Control Agency Regulation III regarding removal and encapsulation of asbestos materials. wr wr w 2004 OVERLAY rr VW CITY OF RENTON 2004 OVERLAY 18. The CONTRACTOR if he so desires may determine existing on site features such as the thickness of existing road surfacing, prior to bid opening. The bidders must notify the OWNER within 48 hours prior to exploration activity and shall repair all boring and exploration work to preexisting condition. 19. Standard Specifications All work under this contract shall be performed in accordance with the following standard specifications except as may be exempted or modified by the City of Renton Supplemental Specifications, Special Provisions other sections of these contract documents. These standard specifications are hereby made a part of this contract and shall control and guide .• all activities within this project whether referred to directly, paragraph by paragraph, or not. A. WSDOT/APWA "2004 Standard Specifications for Road,Bridge and Municipal Construction" and "Division 1 APWA Supplement" hereinafter referred to by the abbreviated title "Standard Specifications." B. Any reference to "State," "State of Washington," "Department of Transportation," "WSDOT," or any combination thereof in the WSDOT/APWA standards shall be modified to read "City of Renton," unless specifically referring to a standard specification or test method. err .rr wp wir yrr .r 2004 OVERLAY iir, CITY OF RENTON SUMMARY OF FAIR PRACTICES POLICY ADOPTED BY RESOLUTION NO. 322 9 �• It is the policy of the City of Renton to promote and provide equal treatment and service to all citizens and to ensure equal employment opportunity to all persons without regard to race, color, national origin, ethnic background, gender, marital status, religion, age or disability, when the City of Renton can •• reasonably accommodate the disability, of employees and applicants for employment and fair, non- discriminatory treatment to all citizens. All departments of the City of Renton shall adhere to the following guidelines: (1) EMPLOYMENT PRACTICES - The City of Renton will ensure all employment related activities included recruitment, selection, promotion, demotion, training, retention and separation are conducted in a manner which is based on job-related criteria which does not discriminate against women, minorities and other protected classes. Human resources decisions will be in accordance with individual performance, staffing requirements,governing civil service rules,and labor contract agreements. (2) COOPERATION WITH HUMAN RIGHTS ORGANIZATIONS - The City of Renton will cooperate fully with all organizations and commissions organized to promote fair practices and equal opportunity in employment. rr (3) AFFIRMATIVE ACTION PLAN - The City of Renton Affirmative Action Plan and Equal Employment Program will be maintained and administered to facilitate equitable .rr representation with the City work force and to assure equal employment opportunity to all. It shall be the responsibility of elected officials, the Mayor, the Affirmative Action Officer, department administrators, managers, supervisors, Contract Compliance Officers IMO all employees to carry out the policies, guidelines and corrective measures set forth in the Affirmative Action Plan and Equal Employment Program. (4) CONTRACTORS' OBLIGATIONS - Contractors, sub-contractors, consultants and gar suppliers conducting business with the City of Renton shall affirm and subscribe to the Fair Practices and Non-discrimination policies set forth by the law and in the City's Affirmative Action Plan and Equal Employment Program. "' Copies of this policy shall be distributed to all City employees, shall appear in all operational documentation of the City, including bid calls,and shall be prominently displayed in appropriate city facilities. es CONCURRED IN by the City Council of the City of RENTON,Washington,this 7trday of October, 1996. 411111 CITY OF RENTON: RENTON CITY COUNCIL: • " yor Council President Attest: .r ` , City Cler V rr. 03 SUMRY.DOC\ tre CITY OF RENTON SUMMARY OF AMERICANS WITH DISABILITIES ACT POLICY ADOPTED BY RESOLUTION NO. 3007 The policy of the City of Renton is to promote and afford equal treatment and service to all citizens and to assure employment opportunity to persons with disabilities, when the City of Renton can reasonably accommodate the UM disability. This policy shall be based on the principles of equal employment opportunity, the Americans With Disabilities Act and other applicable guidelines as set forth in federal, state and local laws. All departments of the City of Renton shall adhere to the following guidelines: (1) EMPLOYMENT PRACTICES - All activities relating to employment such as recruitment, selection, promotion,termination and training shall be conducted in a non- 410 discriminatory manner. Personnel decisions will be based on individual performance, staffing requirements, and in accordance with the Americans With Disabilities Act and other applicable laws and regulations. .o (2) COOPERATION WITH HUMAN RIGHTS ORGANIZATIONS - The City of Renton will cooperate fully with all organizations and commissions organized to promote fair practices and equal opportunity for persons with disabilities in employment and receipt of City services,activities and programs. (3) AMERICANS WITH DISABILITIES ACT POLICY-The C y of Renton Americans With Disabilities Act Policy will be maintained to facilitate equitable representation within the City work force and to assure equal employment opportunity and equal access to City services, activities and programs to all people with disabilities. It shall s` be the responsibility and the duty of all City officials and employees to carry out the policies and guidelines as set forth in this policy (4) CONTRACTORS' OBLIGATION - Contractors, subcontractors, consultants and suppliers conducting business with the City of Renton shall abide by the requirements of the Americans With Disabilities Act and promote access to services, activities and programs for people with disabilities. Copies of this policy shall be distributed to all City employees, shall appear in all operational documentation of the City, "' including bid calls,and shall be prominently displayed in appropriate City facilities. CONCURRED IN by the City Council of the City of Renton, Washington, this 4th day of October 1993. C RENTON RENTON CITY COUNCIL: • - AO!. .✓. ./ "" Mayor . Council President Att: m• tes fit, r City Clerk IMO sw CITY OF RENTON 2004 OVERLAY SCOPE OF WORK The work involved under the terms of these contract documents shall be full and complete installation of the facilities as shown on the Plans and in the Specifications; to include, but not be rr limited to, asphalt concrete paving (Class B'), removal of asphalt pavement, utility adjustments, and channelization. Any contractor connected with this project shall comply with all Federal, State, County and City Codes or regulations applicable to such work and perform the work in accordance with the Plans and Specifications of the contract document. 4111 Oil +r ISO wr +r ws tor • raw .r 2004 OVERLAY 1.... 9i..r .i.r ir�r `now .o..r i..r ir..r i..r 4....• 1..., ...r ....r ....r ..r1 ...w ....o ....rl ....it • CITY OF RENTON DEPARTMENT OF PLANNING, BUILDING & PUBLIC WORKS Ir I I \` 1 /v N 361Y�St II gl yA LI/E 36th) t J,\v II SE 88tf1I St II JV �SE 88th S r l 1� �I SE 89th Sf 88th p _ N 35th St I Q m � I Is [r N 34th St N 34th St �/ . 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F- 1- 2F- F- CCZ - o � N � W O � 1- t` coCCF- _4 221- 0Z MM < - - - u) ,- )._ z DrrZ2 1 0 0 (0 _ W " DM ' 3 � W a W W WOW W 0 0 cocncocncc comcn3 a) cn3: cocccn co co comu) Mco w Q m WWWwW WWWWW Z u) > F- cn cn Cl) 1- > > > > > M < X111 W- > 0) cn < u) u) W < < 0)< F- a W W aaaUPU 0 N F- a22 � V) F„ 2m22 W W x -' - '2' 00j0, 1... ZZN0) � O Z O IS III. PROJECT PROPOSAL CITY OF RENTON si PROJECT: 2004 OVERLAY CAG NO.: CAG-04-076 MI Medals, A Division of COMPANY: CPIN Oevolopment Corporation BID AMOUNT: 6,-/ 739, 3 ADDRESS: PO Box 88050 TEL. NO.: 206 575-3200 Tukwila, WA 98138-2050 IN PROJECT PROPOSAL I a Ira aa 2004 OVERLAY III. PROJECT PROPOSAL CITY OF RENTON 1. BIDDER'S CHECKLIST imp BIDDERS CHECKLIST 2. PROPOSAL AND COMBINED AFFIDAVIT AND CERTIFICATE FORM dill 3. SCHEDULE OF PRICES 4. ACKNOWLEDGEMENT OF RECEIPT OF ADDENDA 5. `1 BID BOND FORM dill 6. CERTIFICATION OF EEO REPORT >r 7. V1 FAIR PRACTICES POLICY AFFIDAVIT OF COMPLIANCE Above documents must be executed by the Contractor, President and Vice-President or Secretary if corporation by-laws permit. All pages must be signed. In the event another person has been duly authorized to execute contracts, a copy of the corporation minutes establishing this authority must be 'ro attached to the bid document. dill .r• dill r _ 2004 OVERLAY ICON Materials,A Division of CPM Development Corporation 2. PROPOSAL we CITY OF RENTON CAG-04-076 2004 OVERLAY TO THE CITY OF RENTON RENTON,WASHINGTON Ladies and/or Gentlemen: The undersigned hereby certify that the bidder has examined the site of the proposed work and have read and thoroughly understand the plans, specifications and contract governing the work so embraced in this improvement, and the method by which payment will be made for said work, and hereby propose to undertake and complete the work embraced in this improvement, or as much thereof as can be completed with the money available, in accordance with the said plans, "' specifications and contract and the following schedule of rates and prices: (Note: Unit prices for all items, all extensions, and total amount of bid should be shown. Show unit prices both in writing and in figures.) The undersigned certifies and agrees to the following provisions: NON-COLLUSION AFFIDAVIT Being duly sworn, deposes and says,that he is the identical person who submitted the foregoing proposal or bid, and that such bid is genuine and not sham or collusive or made in the interest or on behalf of any person not therein named, and further,that the deponent has not directly induced or solicited any other Bidder on the foregoing work or equipment to put in a sham bid, or any other person or corporation to refrain from bidding, and that deponent has not in any manner sought by collusion to secure to himself or to any other person any advantage over other Bidder or Bidders. AND ssi CERTIFICATION RE: ASSIGNMENT OF ANTI-TRUST CLAIMS TO PURCHASER Vendor and purchaser recognize that in actual economic practice overcharges resulting from anti- trust violations are in fact usually borne by the purchaser. Therefor, vendor hereby assigns to purchaser any and all claims for such over-charges as to goods and materials purchased in connection with this order or contract, except as to overcharges resulting from anti-trust violations commencing after the date of the bid, quotation, or other event establishing the price under this order or contract. In addition,vendor warrants and represents that such of his suppliers and subcontractors shall assign any and all such claims to purchaser, subject to the aforementioned exception. AND MINIMUM WAGE AFFIDAVIT FORM .r I, the undersigned, having been duly sworn, deposed, say and certify that in connection with the performance of the work of this project,I will pay each classification of laborer, workman,or mechanic employed in the performance of such work;not less than the prevailing rate of wage or ire not less than the minimum rate of wages as specified in the principal contract: that I have read the above and foregoing statement and certificate, know the contents thereof and the substance as set forth therein is true to my knowledge and belief. FOR: PROPOSAL, NON COLLUSION AFFIDAVIT, ASSIGNMENT OF ANTI-TRUST CLAIMS TO PURCHASER AND MINIMUM WAGE AFFIDAVIT ICON Materials, A Division of „�, CPM Development Corporation ICON Materials, A Division of CPM Development Corporation Name of Bidder's Firm rr Printed Na i• Pat Sku Signatur• Ifi7_�!_ +r Address: PO Box :8050 Tukwila, WA 98138 Names of Members of Partnership: OR Name of President of Corporation Bruce Cyr .• Name of Secretary of Corporation Paul Salisbury Corporation Organized under the laws of Washington du With Main Office in State of Washington at Kent, WA Subscribed and sworn to before me on this .43 day of t).<4'71-e- , 2004. )C,•*111, /> sION Notary Public in and for the State of Washington o�14OTARy 5'�' Ellen Roth Notary (Print) ar My appointment expires: 06-29-08 .r or ,r do .rr ICON Materials, A Division of CPM Development Corporation "" III. PROJECT PROPOSAL CITY OF RENTON wr am 3. SCHEDULE OF PRICES ALL ENTRIES SHALL BE WRITTEN IN INK OR TYPED TO VALIDATE BID tor NO ar • so rr +r or to 2004 OVERLAY ICON Materials, A Division of CPM Deve!oament Corporation City of Renton - Planning/Building/Public Works Department 2004 OVERLAY aro SCHEDULE OF PRICES SCHEDULE "A" (NOTE: Unit prices for all items, all extentions and total amount of bid must be shown. Show unit prices in both words and figures and where conflict occurs the written or typed words shall prevail.) dile ITEM APPROX. ITEM WITH UNIT PRICED BID UNIT PRICE AMOUNT NO. QUANTITY (Unit Prices to be Written in Words) DOLLARS CTS. DOLLARS CTS. 01. 1.00 Mobilization LS •• $ Ate/ //A Z c( -27/Z // // l7Z7)Ci Per LS 02. 1.00 Traffic Control LS _ !!// 40 $ #t'VVI( t C/= 76/r)r- /l ,('D / ,re) Per LS ,,• 03. 555.00 Asphalt Concrete Paving(Overlay) TON Class "B" Including Asphalt $ t'(-i Z f � lC f r./ �Z— 7-/i/, ZZ' /j// Per TOIL 04. 2,083.00 Removal of Asphalt Concrete Pavement SY (by Cold Planing) �r Per ?SY 05. 2.00 Adjust Monument - Each // / �,,,/ $ Z ue . �f,#/ �/Ze' 3/7'0 , dD Per Each 06. 7.00 Adjust Manhole Each So/n(4 441141104-74 �bv 1/74,60 3,29D.o Per Each .r 07. 7.00 Adjust Valve Box Each / /4774 Per Each gme 04-SCHPR.xIs ICON Materials, A Division of •• 6/2/2004 Page 1 CPM Develnnment Corporation City of Renton - Planning/Building/Public Works Department 2004 OVERLAY SCHEDULE OF PRICES SCHEDULE "A" r (NOTE: Unit prices for all items, all extentions and total amount of bid must be shown. Show unit prices in both words and figures and where conflict occurs the written or typed words shall prevail.) ITEM APPROX. ITEM WITH UNIT PRICED BID UNIT PRICE AMOUNT ar NO. QUANTITY (Unit Prices to be Written in Words) DOLLARS CTS. DOLLARS CTS. 08. 2.00 Adjust Catch Basin Each 7 T MO $;t7( th(116116(//1-04,2'77 Per Each I 09. 38.00 Plastic Stop Bar(18"Wide) LF -77/ Per LF 10. 5.00 4" Raised Pavement Marker Each Type 2, Blue $ rc ,air f "�;ji`j__._ o (i /1, 17; Per ✓ Each 11. 1.00 Finish and Clean Up LS $:T-(1/ i J.1j � � 71CI, CI <7- /IC/C/? / 17q. as Per LS Wr TOTAL $ 7/,� �P�l,0 rr THE UNDERSIGNED BIDDER HEREBY AGREES TO COMMENCE WORK ON THE PROJECT, IF AWARDED, NO LATER THAN 10 DAYS AFTER FINAL EXECUTION AND TO COMPLETE THE WORK WITHIN 60 WORKING DAYS. rr /-ia, G(/� THE 43 DAY OF ., , 2004. DATED AT • or rr ICON Materials, A Division of 04-SCHPR.xIs 6/7/2004 Page 2 CPM Development Corporation Y. City of Renton-Planning/Building/Public Works Department ar 2004 OVERLAY SCHEDULE OF PRICES SCHEDULE "B" (NOTE: Unit prices for all items, all extentions and total amount of bid must be shown. Show unit prices in both words and figures and where conflict occurs the written or rr typed words shall prevail.) ITEM APPROX. ITEM WITH UNIT PRICED BID UNIT PRICE AMOUNT NO. QUANTITY (Unit Prices to be Written in Words) DOLLARS CTS. DOLLARS CTS. 01. 1.00 Mobilization LS '.. $ c l ci�� r ;� 1' 1- ///i 511), 17//Z;(0, c'?� Per LS 02. 1.00 Traffic Control LS 7 - 42 7771 .4/ , r MO $ � 'L ("4(4.0W r1 '10(r- `7/1.x, V Per LS vo 03. 7,646.00 Asphalt Concrete Paving(Overlay) TON Class "B" Including Asphalt Per TON' 04. 6,805.00 Removal of Asphalt Concrete Pavement SY (by Cold Planing) all Per SY 05. 35.00 Adjust Monument Each $ 774 ka/kM94-11-9/0 4M 3/7,M // 75,&l ,., Per Each 06. 117.00 Adjust Manhole er Each $) (7M . � fi/ I/ /74Y0 y7,R) 51-/, Per Each NMI ICON Materials,A Division of CPM Development Corporation s + City of Renton-Planning/Building/Public Works Department .ir 2004 OVERLAY SCHEDULE OF PRICES SCHEDULE "B" rr (NOTE: Unit prices for all items, all extentions and total amount of bid must be shown. Show unit prices in both words and figures and where conflict occurs the written or typed words shall prevail.) ITEM APPROX. ITEM WITH UNIT PRICED BID UNIT PRICE AMOUNT NO. QUANTITY (Unit Prices to be Written in Words) DOLLARS CTS. DOLLARS CTS. 07. 88.00 Adjust Valve Box Each ch -d 7t-s. "17/7 1170 Per Each 08. 15.00 Adjust Catch Basin Each $ �)&01dZ(4/7 -(/-C1147:7(/' 7/0�t0 //74 G7> 7(3-6, D-a Per Each 09. 1,991.00 4" Raised Pavement Marker Each Type 1, Yellow Per Each 10. 247.00 4" Raised Pavement Marker +� Each Type 2d, Yellow .3 �z 7'//Z1 $ 77( 71/ r Per Each 11. 386.00 4" Raised Pavement Marker Each Type 1, White Per E ch is 12. 38.00 4" Raised Pavement Marker Each Type 2e, White $ Pke 5O 57,oz) Per Each or ICON Materials, A Division of CPM Development Corporation • City of Renton-Planning/Building/Public Works Department so 2004 OVERLAY am SCHEDULE OF PRICES SCHEDULE "B" (NOTE: Unit prices for all items, all extentions and total amount of bid must be shown. Show unit prices in both words and figures and where conflict occurs the written or typed words shall prevail.) ITEM APPROX. ITEM WITH UNIT PRICED BID UNIT PRICE AMOUNT NO. QUANTITY (Unit Prices to be Written in Words) DOLLARS CTS. DOLLARS CTS. 13. 50.00 4" Raised Pavement Marker Each Type//2, Blue '�. $.lJ / '4Z `)�D/or 3-6 75, CAD Per Each INA 14. 1,320.00 Plastic Crosswalk LF (8" Wide) $ /9 (ei-t Per LF 15. 273.00 Plastic Stop Bar(18"Wide) LF Per LF 16. 12.00 Plastic Arrow Each $ 'Lt V c l 9"c J .T „�r / 5: (Z Per Each 17. 12.00 Induction Loops rr EA $7(0/01 101-4/��{+L a) /71-V 5,/61, Per Each ion air ICON Materials,A Division of CPM Development Corporation City of Renton-Planning/Building/Public Works Department r 2004 OVERLAY SCHEDULE OF PRICES SCHEDULE "B" (NOTE: Unit prices for all items, all extentions and total amount of bid must be shown. Show unit prices in both words and figures and where conflict occurs the written or typed words shall prevail.) ITEM APPROX. ITEM WITH UNIT PRICED BID UNIT PRICE AMOUNT NO. QUANTITY (Unit Prices to be Written in Words) DOLLARS CTS. DOLLARS CTS. irr 18. 2,820.00 4" White Edge of Road Line LF Per LF 19. 1.00 Finish and Clean Up LS Q r/ .. $ ���IZ /GG�Z� GL�1 �'�l 9G %) g`/g),CD oJ ci(g'',(E) Per LS Subtotal Schedule "A" 7/ 3(3 8.8 Sales Tax on Sch. A" only /:/ �', 3,51 ®rr Subtotal "B" ti 63,C/� CrZ,) ++• TOTAL ALL SCHEDULES "A" + "B" L�C r// 3g THE UNDERSIGNED BIDDER HEREBY AGREES TO COMMENCE WORK ON THE PROJECT, IF AWARDED, NO LATER THAN 10 DAYS AFTER FINAL EXECUTION AND TO COMPLETE THE WORK WITHIN 60 WORKING DAYS. r DATED AT (i �. THE DAY OF , , - , 2004. .rr ICON Materials,A Division of CPM Development Corporation III. PROJECT PROPOSAL CITY OF RENTON 4. ACKNOWLEDGEMENT OF RECEIPT OF ADDENDA ACKNOWLEDGEMENT OF RECEIPT OF ADDENDA: NO. DATE NO. DATE NO. DATE ar r.. SIGNE� TITLE Chief Estimator ICON Materials, A Division of NAME OF COMPANY FPM Development Corporation ADDRESS PO Box 88050 CITY/STATE/ZIP Tukwila, WA 98138-2050 TELEPHONE 206 575-3200 ar. CITY OF RENTON STATE CONTRACTORS BUSINESS LICENSE# 20544 LICENSE# ICONM**982CF WO 2004 OVERLAY ICON Materials, A Division of CPM Development Corporation ""' III. PROJECT PROPOSAL CITY OF RENTON 5. BID BOND FORM dW Herewith find deposit in the form of a certified check, cashier's check, cash, or bid bond in the amount of $ Five Percent of Amt Biighich amount is not less than five percent of the al bid , Sign he 'd/`t ' ■ Know All Men by These Presents: That we, ICON Materials, a Division of CPM Development Corp., as Principal, and XL Specialty Insurance Company as Surety, are held and firmly bound unto the City of Renton, as Obligee, in the penal sum of Five Percent of Amount Bid Dollars, for the payment of which the Principal and the Surety bind themselves, their heirs, executors, administrators, successors and assigns,jointly and severally,by these presents. +rr The condition of this obligation is such that if the Obligee shall make any award to the Principal for CAG-04-076 2004 Overlay according to the terms of the proposal or bid made by the Principal therefor, and the Principal shall duly make and enter into a contract with the Obligee in accordance with the terms of said proposal or bid and award and shall give bond for the faithful .r performance thereof, with Surety or Sureties approved by the Obligee; or if the Principal shall, in case of failure to do so, pay and forfeit to the Obligee the penal amount of the deposit specified in the call for bids, then this obligation shall be null and void; otherwise it shall be and remain in full force and effect and the Surety shall forthwith pay and forfeit to the Obligee, as penalty and liquidated damages, the amount of this bond. .r SIGNED, SEALED AND DATED THIS 23rd DAY OF J u e , 2004. ICON Materials, a of Dev. Corp. Principal Pat Skube XL Specialty Insurance Company (d/i97'6"1-°d. IQ/ Surety Attorney-In-Fact r Received return of deposit in the sum of$ +.r NW 2004 OVERLAY THIS IS NOT A BOND NUMBER LIMITED POWER OF ATTORNEY >I6SP EC TY XLS 48751 AN XL TAL C PAW KNOW ALL MEN BY THESE PRESENTS:That the XL SPECIALTY INSURANCE COMPANY,a corporation organized and existing by virtue of the laws of the State of Delaware('Company"or"Corporation"),with offices at 25 Independence Blvd.,Suite 103,Warren,New Jersey,07059,does hereby nominate,constitute and appoint;Pat Skube,Laurie A.Pinard,Jeffrey D.Thomas,Susan Quinzel,James Radich, its true and lawful Attorney(s)-in-fact to make,execute,attest,seal and deliver for and on its behalf,as surety,and as its act and deed,where required,any and all bonds,undertakings,recognizances and written obligations in the nature thereof for ICON Materials,a Div,of CPM Development Corporation,the penal sum of no one of which is in any event to exceed$1,000,000.00-BID BONDS ONLY. Such bonds and undertakings,when duly executed by the aforesaid Attorney(s)-in-fact shall be binding upon the said Company as fully and to the same extent as if such asibonds and undertakings were signed by the President and Secretary of the Company and sealed with it's corporate seal. This Power of Attorney is granted and is signed by facsimile under and by the authority of the following Resolution adopted by the Board of Directors of the Company on the 5`"day of December, 1988: "RESOLVED,That the President,or any Vice President of the Company or any person designated by any one of them is hereby authorized to execute Powers of Attorney qualifying the attorney named in the given Power of Attorney to execute in behalf of the Company,bonds,undertakings and all contracts of • suretyship,and that any Secretary or any Assistant Secretary of the Company be,and that each or any of them hereby is authorized to attest the execution of any such Power of Attorney,and to attach thereto the Seal of the Company. FURTHER RESOLVED,That the signature of such officers and the Seal of the Company may be affixed to any such Power of Attorney or to any certificate relating thereto by facsimile,and any such Power of Attorney or certificate bearing such facsimile signatures or facsimile seal shall be thereafter valid and AMP binding upon the Company with respect to any bond,undertaking or contract of suretyship to which it is attached." 7. Bonds executed under this Power of Attorney may be executed under facsimile signature and seal pursuant to the following Resolution adopted by the Board of allDirectors of the Company on August 7, 1997. "RESOLVED,That the signature of Nicholas M.Brown Jr.,as President of this Corporation,and the seal of this Corporation may be affixed or printed on any and all bonds,undertakings,recognizances,or other written obligations thereof,on any revocation of any Power of Attorney,or on any certificate relating thereto,by facsimile,and any Power of Attorney,any revocation of any Power of Attorney,bonds,undertakings,recognizances,certificate or other written obligation,bearing such facsimile signature or facsimile seal shall be valid and binding upon the Corporation." MI S IN WITNESS WHEREOF,the XL SPECIALTY INSURANCE COMPANY has caused its corporate seal to be hereunto affixed,and these presents to be signed by its duly authorized officers this March 24th,2003. XL SPECIALTY INSURANCE COMPANY so pPfOzmn t:^, SEAL 4 J .0 BY PRESIDENT cv or Attest: STATE OF NEW JERSEY SECRETARY COUNTY OF BERGEN On this 24th day of March,2003,before me personally came Nicholas M.Brown Jr.to me known,who,being duly sworn,did depose and say:that he is President of " the Corporation described in and which executed the above instrument;that he knows the seal of said Corporation;that the seal affixed to the aforesaid instrument is 1 such corporate seal and was affixed thereto by order and authority of the Board of Directors of said Company;and that he executed the said instrument by like order. REBECCA CLAIRE KOLLHOFF +o�arr Notary Public TA.�� q* /�_ / State of New Jersey �M,f My Commission Expires 3/8/2007 to STATE OF DELAWARE NOTARY PUBLIC ICOUNTY OF NEW CASTLE I,Ben M.IJaneta,.Secretary of the XL SPECIALTY INSURANCE COMPANY a corporation of the State of Delaware,do hereby certify that the above and forgoing is a full,true and correct copy of Power of Attorney issued by said Company,and that I have compared same with the original and that it is a correct transcript therefrom and of the whole of the original and that the said Power of Attorney is still in full force and effect and has not been revoked. IIN WITNESS WHEREOF,f have hereunto set my hand and affixed the seal of said Company,at the City of Wilmington,this 2 3 day of June 2004 . os. y4.'PPO 'E' +SEAL SECRETARY 41 / This Power of Attorney may not be used to execute any bond with an inception date after March 24,2007 wr SURETY DISCLOSURE ,. NOTICE CONCERNING FEDERAL TERRORISM RISK INSURANCE ACT You should know that, effective November 26, 2002, the US Congress enacted the Terrorism Risk Insurance Act of 2002 (the "Act"). Under the Act, any covered losses caused by certified acts of terrorism would be partially reimbursed by the United States under a formula established by federal law. Under this formula, the United States pays 90% of covered terrorism losses exceeding the statutorily established deductible paid by the insurance company providing the coverage. A In accordance with this Act, we are providing this disclosure notice for bonds on which XL Specialty Insurance Company is the surety. O. DISCLOSURE OF PREMIUM Ale li i The portion of the bond premium attributable to coverage for certified acts of terrorism under the Act is Zero Dollars ($0.00) AO i eel Ole o. III. PROJECT PROPOSAL CITY OF RENTON 6. CERTIFICATION OF EQUAL EMPLOYMENT OPPORTUNITY REPORT iso Certification with regard to the Performance of Previous Contracts or Sub-contracts subject to the Equal Opportunity Clause and the filing of Required Reports. The bidder X , proposed subcontractor , hereby certifies that he has X, has not_, participated in a previous contract or subcontract subject to the equal opportunity clause, as required by Executive Orders 10925, 11114 or 11246, and that he has X , has not _, filed with the Joint Reporting Committee the Director of the Office of Federal Contract Compliance, A Federal Government contracting or administering agency, or the former President's Committee on Equal Employment Opportunity, all reports due under the applicable filing requirements. ■r ICON Materials, A Division of dill CPM Development Corporation (Company) arr By: 33Z�f Chief Estimator r , Date: (Title) Note: The above certification is required by the Equal Employment Opportunity Regulations of the Secretary of Labor (41 CFR 60-1.7 (b) (1), and must be submitted by bidders and proposed subcontractors only in connection with contracts and subcontracts which are subject to the equal es opportunity clause. Contracts and subcontracts which are exempt from the equal opportunity clause are set forth in 41 CFR 60-1.5. (Generally only contracts or subcontracts of$10,000 or under are exempt.) """ Currently, Standard Form 100 (EEO-1) is the only report required by the Executive Orders or their implementing regulations. Proposed prime contractors and subcontractors who have participated in a previous contract or subcontract subject to the Executive Orders and have not filed the required reports should note that 41 CFR 60-1.7 (b) (i) prevents the award of contracts and subcontractors unless such contractor submits a report covering the delinquent period or such other period specified by the Federal Highways Administration or by the Director, Office of Federal Contract Compliance,U.S. Department of Labor. NW EQUAL.DOC//bh as am rri 2004 OVERLAY 7. FAIR PRACTICES POLICY AFFIDAVIT OF COMPLIANCE CITY OF RENTON G�( Y 0 FAIR PRACTICES POLICY ti7R 1011 VT° AFFIDAVIT OF COMPLIANCE ICON Materials, A Division of CPM Development Corporation hereby confirms and declares that (Name of contractor/subcontractor/consultant) ICON Materials, A Division of I. It is the policy of CPM Development Corporation to offer equal (Name of contractor/subcontractor/consultant) opportunity to all qualified employees and applicants for employment without regard to the race, creed,color, sex,national origin, age, disability or veteran status. ICON Materials, A Division of CPM Development Corporation complies with all applicable (Name of contractor/subcontractor/consultant) federal, state and local laws governing non-discrimination in employment. ICON Materials, A Division of H. When applicable, CPM Development Corporation will seek out and (Name of contractor/subcontractor/consultant) negotiate with minority and women contractors for the award of subcontracts. Pat Skube to Print Agent/Representative's Name Chief Estimator .. Print Agent/Represe yM i e's Tit1� Agent/Repr sentative's Signature air a,Date Si)1/e1/1-1k ed or Instructions: This document MUST be completed by each contractor, subcontractor and consultant. Include or attach this document(s) with the contract. di J:\STREET\PMS\2004\14_FAIR.DOC it ICON Materials a Division of CPM Development Corporation Names and titles of those individuals who are auiharized to execute proposals. contracts, bond. and other documents and,or instruments on behalf of ICON Materials: IMP Name and Title Signature )r-m, OD Jim Radich. P.E.. President /-- II Jeffrey D. Thomas.. Operations Manager i 1 , (,`. ( ___-. / /r / David Gent. P.E.. Asphalt Manager / ��— ---1� _/ "</7 r Pat Skube. Chief Estimator o : /--- // ;:,74___./,„--- . 47:„/„e_.,, William M. Becker. Estimator/Project Manager go - (7 B. E. Harjehausen, Construction Manager .j.. .7 MI ON STATE OF WASHINGTON ) ) ss. COUNTY OF KING i me I certify that I know or have satisfactory evidence that the above named persons are the persons who appeared before me, and said persons acknowledged that they signed this instrument on behalf of ICON Materials, a Division of CPM .r Development Corporation, to be the free and voluntary act of such corporation for the uses and purposes mentioned in the instrument. _Opp, JO 0 N\ Dated: ti ,/ C' C _ _ i 4� '\5s.10/V F<�‹` /),• mw / C/z/„ ,;;� ,NOTAR' „ Signature of Nott PUBLIC de Sandra-Jo Ulre\'' .) 0,4,. c :• Print or stamp name of Notate tt�I '2.2;9•''. = Notary Public in and for the State of Wathl },/,AO`,--' -= mg Residing at Kent . Nilv commission expires: 12/22/05 - MO Prc1uii DO -''uiii nzedSignatures Re (11;1)8/04■ wr iro IV. CONTRACT DOCUMENT FORMS CITY OF RENTON So es 1r wr INFORMATION ONLY IV CONTRACT DOCUMENT FORMS wr DOCUMENTS IN THE FOLLOWING FORM MUST BE EXECUTED AND SUBMITTED BY THE SUCCESSFUL BIDDER WITHIN TEN (10) DAYS FOLLOWING THE NOTICE OF AWARD. ler w 2004 OVERLAY tiro I V. LUtN I.•A[:l'UULUNiLN i't'U,K,MJ Ll 1 Y yr tcriv 1 viv mot BOND TO THE CITY OF RENTON KNOW ALL MEN BY THESE PRESENTS: BOND NO. SB0091116 That we, the undersigned _ICON Materials, a Division of CPM Development Corporation as principal,and XL Specialty Insurance Co. a corporation organized and existing under the laws of the State of Delaware as a surety corporation, and qualified under the laws of 41. the State of Washington to become surety upon bonds of contractors with municipal corporations, as surety are jointly and severally held and firmly bound to the City of Renton in the penal sum of $6110,739.38 for the payment of which sum on demand we bind ourselves and our successors, heirs, administrators or person representatives,as the case may be. This obligation is entered into in pursuance of the statutes of the State of Washington, the Ordinance of the City of Renton. - SALT LAKE CITY, UTAH AND Dated at KENT , Washington,this 29TH day of JUNE 2004. �r Nevertheless,the conditions of the above obligation are such that: 'WHEREAS, under and pursuant to Public Works Construction Contract CAG-04-076 providing for construction of City of Renton 2004 Overlays (project aanrn) the principal is required to furnish a bond for the faithful performance of the contract;and WHEREAS, the principal has accepted, or is about to accept, the contract, and undertake to perform the work therein provided for in the manner and within the time set forth; NOW, THEREFORE, if the principal shall faithfully perform all of the provisions of said contract in the manner and within the time therein set forth,or within such extensions of time as may be granted under said contract, and shall pay all laborers, mechanics, subcontractors and materialmen, and all persons who shall supply said principal or subcontractors with provisions and supplies for the carrying on of said work, and shall hold said City of Renton harmless from any loss or damage occasioned to any person or property by reason of any carelessness or negligence on the part of said principal, or any subcontractor in the performance of said work, and shall indemnify and hold the City of Renton harmless from any damage or expense by reason of failure of performance as specified in the contract or from defects appearing or developing in the material or workmanship provided or performed under the contract within a period of one year after its acceptance thereof by the City of Kenton, then and in that event this obligation shall be void; but otherwise it shall be and remain in full force and effect. ICON Materials, a Division of CPM Development C. ••ration XL Specialty Irsurance Company Prin '.. Surety Signature Pat ube Chief Estimator TINA DAV •t. —IN—FACT Title Title H/forrns/coarractsBOND.DOC/MAB/bh Approved by Larry warren 2/14/92 2004 OVERLAY w VI SURETY DISCLOSURE NOTICE CONCERNING FEDERAL TERRORISM RISK INSURANCE ACT You should know that, effective November 26, 2002, the US Congress enacted the Terrorism Risk Insurance Act of 2002 (the "Act"). Under the Act, any covered losses caused by certified acts of terrorism would be partially reimbursed by the die United States under a formula established by federal law. Under this formula, the United States pays 90% of covered terrorism losses exceeding the statutorily established deductible paid by the insurance company providing the coverage. In accordance with this Act, we are providing this disclosure notice for bonds on which XL Specialty Insurance Company is the surety. DISCLOSURE OF PREMIUM The portion of the bond premium attributable to coverage for certified acts of terrorism under the Act is Zero Dollars ($0.00) AO eir Iwo AO A 1 THIS IS NOT A BOND NUMBER aE IAL )4t` ITED X6 POWER 360 OF ATTORNEY Ill KNOW ALL MEN BY THESE PRESENTS:That the XL SPECIALTY INSURANCE COMPANY,a corporation organized and existing by virtue of the laws of the State of Delaware ("Company'or"Corporation"),with offices at 25 Independence Blvd.,Suite 103,Warren,New Jersey,07059,does hereby nominate, +i� appoint; Tina Davis,Jace Pearson,Doris Martin,Karen Hone,Vicki Sorensen Iits true and lawful Attorney(s)-in-fact to make,execute,attest,seal and deliver for and on its behalf,as surety,and as its act and deed,where required,any and all bonds, undertakings,recognizances and written obligations in the nature thereof,the penal sum of no one of which:is in any event to exceed$UNLIMITED.00.Such bonds and undertakings,when duly executed by the aforesaid Attorney(s)-in-fact shall be binding upon the said Company as fully and to the same extent as if such bonds and undertakings were signed by the President and Secretary of the Company and sealed with it's corporate seal.This Power of Attorney is granted and is signed by facsimile under and by the authority of the following Resolution adopted by the Board of Directors of the Company on the 5th day of December,1988: "RESOLVED,That the President,or any Vice President of the Company or any person designated by any one of them is hereby authonzed to execute Powers of Attorney 1 qualifying the attorney named in the given Power of Attorney to execute in behalf of the Company,bonds,undertakings and all contracts of suretyship,and that any Secretary or any Assistant Secretary of the Company be,and that each or any of them hereby is authorized to attest the execution of any such Power of Attorney,and to attach thereto the Seat of the Company. 1 FURTHER RESOLVED,That the signature of such officers and the Seal of the Company may be affixed to any such Power of Attorney or to any certificate relating thereto by facsimile,and any such Power of Attorney or certificate bearing such facsimile signatures or facsimile seal shall be thereafter valid and binding upon the Company with respect to any bond,undertaking or contract of suretyship to which it is attached.° Bonds executed under this Power of Attorney may be executed under facsimile signature and seal pursuant to the following Resolution adopted by the Board of Directors of the 1 Company on August 7,1997. RESOLVED,That the signature of Nicholas M.Brown Jr.,as President of this Corporation,and the seal of this Corporation may be affixed or printed on any and all bonds,undertakings,recognizances,or other written obligations thereof,on any revocation of any Power of Attorney,or on any certificate relating thereto,by facsimile, and any Power of Attorney,any revocation of any Power of Attorney,bonds;undertakings,recognizances,certificate or other written obligation,bearing such facsimile signature or facsimile seal shall be valid and binding upon the Corporation. 1 IN WITNESS WHEREOF,the XL SPECIALTY INSURANCE COMPANY has caused its corporate seal to be hereunto affixed,and these presents to be signed by its duly authorized officers this May 17th,2004. mil (1,— ©�F XL SPECIALTY INSURANCE COMPANY tn: a AL /4, ;di., ,fry( 15-18.t # BY PRESIDENT STATE OP DELAWARE COUNTY OF NEW CASTLE Attest: 1 r SECRETARYI. On this 17th day of May 2004,before me personally came Nicholas M.Brown Jr.to me known,who being duly sworn,did depose and.say;that he is President of the Corporation described in and which executed the above instrument;that he knows the seal of said Corporation that the seal affixed to the aforesaid instrument is such corporate seal and was affixed thereto by order and authority of the Board of Directors of said Company;and that he executed the said instrument by like order; ill 1. CLA11111811ALSOUB rky rl.041ii•' :qtr 2 , Public 5 t " --. r, sfBf ,.. lifsionnitnioN STATE OF NEW JERSEY NOTARY PUBLIC COUNTY OF BERGEN 1 I,Ben M.Llaneta,Secretary of the XL SPECIALTY INSURANCE COMPANY a corporation of the State of Delaware,do hereby certify that the above and forgoing is a tut.true and correct copy of Power of Attorney issued by said Company,and that I have compared same with the original and that it is a correct transcript therefrom and of the whole of the original and that the said Power of Attorney is still in full force and effect and has not been revoked. 1 IN WITNESS WHEREOF,I have hereunto set my hand and affixed the seal of said Company,at the City of Wilmington,this2 9 day of, JUNE 20.0. rIR p I. ; zp,.. a v e 1 SEAL Y� r 44gvvlJ SECRETARY imin This Power of Attorney may not be used to exe This document is printed on a blue background es rr IV. CONTRACT DOCUMENT FORMS , CITY OF RENTON am H/forms/contracts/BOND.DOC/MAB/bh Approved by Larry Warren 2/14/92 CONTRACTS OTHER THAN FEDERAL-AID FHWA THIS AGREEMENT, made and entered into this /6)14 day of , 2004. by and between THE CITY OF RENTON, Washington, a municipal corporation of the tate of Washington, hereinafter referred to as "CITY" and , hereinafter referred to as "CONTRACTOR." ICON Materials,A Division of WITNESSETH: CPM Development Corporation 1) The Contractor shall within the time stipulated, (to-wit: within 60 working days from date of ern commencement hereof as required by the Contract, of which this agreement is a component part) perform all the work and services required to be performed, and provide and furnish all of the labor, materials, appliances, machines, tools, equipment, utility and transportation services necessary to we perform the Contract, and shall complete the construction and installation work in a workmanlike manner, in connection with the City's Project (identified as No. CAG 04-076) for improvement by construction and installation of: Traffic Control, Asphalt Concrete Paving(Class `B'), removal of asphalt concrete pavement(by cold planning), utility adjustments,and installation of channelization. All the foregoing shall be timely performed, furnished, constructed, installed and completed in strict se conformity with the plans and specifications, including any and all addenda issued by the City and all other documents hereinafter enumerated, and in full compliance with all applicable codes, ordinances and regulations of the City of Renton and any other governmental authority having jurisdiction thereover. It is further agreed and stipulated that all of said labor, materials, appliances, machines, tools, equipment and services shall be furnished and the construction installation performed and completed to the satisfaction and the approval of the City's Public Works Director as being in such conformity with the plans, specifications and all requirements of or arising under the Contract. The am Consultant agrees to use recycled materials whenever practicable. 2) The aforesaid Contract, entered into by the acceptance of the Contractor's bid and signing of this agreement,consists of the following documents, all of which are component parts of said Contract and as fully a part thereof as if herein set out in full,and if not attached, as if hereto attached. a) This Agreement b) Instruction to Bidders c) Bid Proposal lee d) Renton Specifications e) Maps and Plans f) Bid Ym g) Advertisement for Bids h) Special Provisions, if any i) Addenda, if any ( • and all modifications or changes issued pursuant to the Contract Documents. rr it 2004 OVERLAY law tr IV. CONTRACT DOCUMENT FORMS CITY OF RENTON Irr 3) If the Contractor refuses or fails to prosecute the work or any part thereof, with such diligence as will insure its completion within the time specified in this Contract, or any extension in writing thereof, or fails to complete said work with such time, or if the Contractor shall be adjudged a bankrupt, or if he should make a general assignment for the benefit of his creditors, or if a receiver shall be appointed on account of the Contractor's insolvency, or if he or any of his subcontractors should violate any of the Iwo provisions of this Contract, the City may then serve written notice upon him and his surety of its intention to terminate the Contract, and unless within ten (10) days after the serving of such notice, such violation or non-compliance of any provision of the Contract shall cease and satisfactory arrangement for the correction thereof be made, this Contract, shall, upon the expiration of said ten (10) day period, cease and terminate in every respect. In the event of any such termination, the City shall immediately serve written notice thereof upon the surety and the Contractor and the surety shall have the right to take over and perform the Contract, provided, however, that if the surety within imo fifteen (15) days after the serving upon it of such notice of termination does not perform the Contract or does not commence performance thereof within thirty (30) days from the date of serving such notice, the City itself may take over the work under the Contract and prosecute the same to completion " by Contract or by any other method it may deem advisable, for the account and at the expense of the Contractor, and his surety shall be liable to the City for any excess cost or other damages occasioned the City thereby. In such event, the City, if it so elects, may, without liability for so doing, take it possession of and utilize in completing said Contract such materials, machinery, appliances, equipment,plants and other properties belonging to the Contractor as may be on site of the project and useful therein. it 4) The foregoing provisions are in addition to and not in limitation of any other rights or remedies available to the City. ire 5) Contractor agrees and covenants to hold and save the City, its officers, agents, representatives and employees harmless and to promptly indemnify same from and against any and all claims, actions, damages, liability of every type and nature including all costs and legal expenses incurred by reason of any work arising under or in connection with the Contract to be performed hereunder, including loss of life, personal injury and/or damage to property arising from or out of any occurrence, omission or activity upon, on or about the premises worked upon or in any way relating to this Contract. This hold harmless and indemnification provision shall likewise apply for or on account of any patented or unpatented invention, process, article or appliance manufactured for use in the performance of the Contract, including its use by the City,unless otherwise specifically provided for in this Contract. Sir In the event the City shall, without fault on its part, be made a party to any litigation commenced by or against Contractor,then Contractor shall proceed and hold the City harmless and he shall pay all costs, it expenses and reasonable attorney's fees incurred or paid by the City in connection with such litigation. Futhermore, Contractor agrees to pay all costs, expenses and reasonable attorney's fees that may be incurred or paid by City in the enforcement of any of the covenants, provisions and agreements hereunder. Nothing herein shall require the Contractor to indemnify the City against and hold harmless the City, w from claims, demands or suits based solely upon the conduct of the City, its officers or employees and provided further that if claims or suits are caused by or result from the concurrent negligence of(a)the Contractor's agents or employees and (b) the City, its agents, officers and employees, and involves those actions covered by RCW 4.24.115, this indemnity provision with respect to claims or suits based upon such concurrent negligence shall be valid and enforceable only to the extent of the Contractor's negligence or the negligence of the Contractor's agents or employees. it 2004 OVERLAY Imo `a. IV. CONTRACT DOCUMENT FORMS CITY OF RENTON 6) Any notice from one party to the other party under the Contract shall be in writing and shall be dated and signed by the party giving such notice or by its duly authorized representative of such party. Any rr such notice as heretofore specified shall be given by personal delivery thereof or by depositing same in the United States mail,postage prepaid,certified or registered mail. 7) The Contractor shall commence performance of the Contract no later than 10 calendar days after Contract final execution, and shall complete the full performance of the Contract not later than 60 working days from the date of commencement. For each and every working day of delay after the established day of completion, it is hereby stipulated and agreed that the damages to the City occasioned by said delay will be the sum of per Section 1-08.9 of Standard Specifications as liquidated damages (and not as a penalty)for each such day, which shall be paid by the Contractor to the City. IMO 8) Neither the final certificate of payment not any provision in the Contract nor partial or entire use of any installation provided for by this Contract shall relieve the Contractor of liability in respect to any warranties or responsibility for faulty materials or workmanship. The Contractor shall be under the duty to remedy any defects in the work and pay for any damage to other work resulting therefrom which shall appear within the period of one (1) year from the date of final acceptance of the work, unless a longer period is specified. The City will give notice of observed defects as heretofore specified with reasonable promptness after discovery thereof, and Contractor shall be obligated to take immediate steps to correct and remedy any such defect, fault or breach at the sole cost and expense of Contractor. 9) The Contractor and each subcontractor, if any, shall submit to the City such schedules of quantities and costs, progress schedules, payrolls, reports, estimates, records and miscellaneous data pertaining r to the Contract as may be requested by the City from time to time. 10) The Contractor shall furnish a surety bond or bonds as security for the faithful performance of the Contract, including the payment of all persons and firms performing labor on the construction project under this Contract or furnishing materials in connection with this Contract; said bond to be in the full amount of the Contract.price as specified in Paragraph 11. The surety or sureties on such bond or it bonds must be duly licensed as a surety in the State of Washington. 11) The Contractor shall verify, when submitting first payment invoice and annually thereafter, possession of a current City of Renton business license while conducting work for the City. The Contractor shall t"' require, and provide verification upon request, that all subcontractors participating in a City project possess a current City of Renton business license. The Contractor shall provide, and obtain City approval of,a traffic control plan prior to conducting work in City right-of-way. +ir / 12) The total amount of this contract is the su of l�yd • wn 'nwo which includes any required Washington State Sales Tax. Payments will be made to Contractor set forth in the Contract Documents. too IN WITNESS WHEREOF, the City has caused these presents to be signed by its Mayor and attested by its NW City Clerk and the Contractor has hereunto set his hand and seal the day and year first above-written. iffir 2004 OVERLAY 1r lor IV. CONTRACT DOCUMENT FORMS CITY OF RENTON • ICON Materials, A Division of . ;ration CITY OF RENTON ire (110 rAp 4orpr/ reAttai akeak - • - '. •„. -r�' �. ayor 4hy (Ceotker - Wheeler / ATTEST its ��:FYLI JL t a Secretary on v■)a City Clerk leo dba Firm Name check one / •/ r Individual r Partnership r orporation Incorporated in L 4ALLA//Glt it Attention: �1► If business is a CORPORATION, name of the corporation should be listed in full and both President and Secretary must sign the contract, OR if one signature is permitted by corporation by-laws, a copy of the by- laws shall be furnished to the City and made a part of the contract document. If business is a PARTNERSHIP, full name of each partner should be listed followed by d/b/a (doing business as)and firm or trade name; any one partner may sign the contract. Oki If business is an INDIVIDUAL PROPRIETORSHIP, the name of the owner should appear followed by d/b/a and name of the company. ago H/forms/contract/othcont/bh/June92 11110 ISO IMO X11 2004 OVERLAY iiwr Certificate of Insurance I AM THIS CERTIFICATE IS ISSUED \S A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON VOL T HE CERTIFICATE HOLDER. THIS CERTIFICATE IS NOT AN INSURANCE POLICY AND DOES NOT A.AIEND.EXTEND,OR ALTER THE COVER.-AGE AFFORDED BY THE POLICIES LISTED BELOW. This is to Certify that w I ICON MATERIALS r` sir A DIVISION OF CPM DEVELOPMENT CORPORATION Name and .ti d Liberty PO BOX 88050 address of ` FA Mutual® am TUKWILA, WA 98138 Insured. Is,at the issue date of this certificate,insured by the Company under the policy(ies)listed below. The insurance afforded by the listed policy(ies)is subject to all their terms,exclusions and conditions and is not altered by any requirement,term or condition of any contract or other document with respect to which this certificate may be issued. am EXP.DATE • ❑CONTINUOUS TYPE OF POLICY ❑EXTENDED POLICY NUMBER LIMIT OF LIABILITY ®POLICY TERM iiii WORKERS 9/1/2004 WA2-68D-004095-023` COVERAGE AFFORDED UNDER WC EMPLOYERS LIABILITY COMPENSATION LAW OF THE FOLLOWING STATES: Bodily Injury By Accident . ALL STATES EXCLUDING Each MONOPOLISTIC STATES $1,000,000 Accident me Bodily Injury By Disease 000 Policy 000, WC2 685 004095 013 $1, Limit AK, ID, OR, MT,WI Am Injury By Disease $1,000,000 Each Person GENERAL LIABILITY 9/1/2004 RG2-685-004095-113 General Aggregate-Other than Products/Completed Operations $2,000,000 i kill OCCURRENCE Products/Completed Operations Aggregate $2,000,000 • ❑CLAIMS MADE Bodily Injury and Property Damage Liability Per $2,000,000 Occurrence Personal Injury Per Person/ rr RETRO DATE Included in Occurrence Organization Other Other lig AUTOMOBILE LIABILITY 9/1/2004 AS2-685-004095-123 Each Accident-Single (AOS) $1 ,000,000 Limit B.I.and P.D.Combined I Each Person © OWNED AS1-685-009006-413 el m ONLY) Each Accident or Occurrencel NON-OWNED © HIRED Each Accident or Occurrence ale OTHER 9/1/2004 EW7-68N-004095-343 WORKERS'COMPENSATION-$20,000,000 EXCESS WORKERS' (includes WA Stop Gap) EMPLOYERS'LIABILITY- $750,000 COMPENSATION& SIR$250,000 EMPLOYERS'LIABILITY ao ADDITIONAL COMMENTS f *WA POLICY: POLICY INCLUDES DEDUCTIBLE ENDORESEMENT WITH$250,000 DEDUCTIBLE LIMIT PER OCCURENCE/CLAIM(DISEASE)WITH AN AGGREGATE DEDUCTIBLE ALL BODILY INJURY OF N/A WITH THE PROVISION THAT LIBERTY MUTUAL WILL/MAY ADVANCE PAYMENT OF THE DEDUCTIBLE AMOUNT. RE: 2004 Overlays CAG-04-076 City of Renton, and its officers, officials, agents, employees & volunteers are Primary dr Non-contributory Additional Insureds with Waiver of Subrogation. SPverahility of Interest a p p I i e s as if each Named Insured WPrP the only Named Insured. •If the certificate expiration date is continuous or extended term,you will be notified if coverage is terminated or reduced before the certificate expiration date. SPECIAL NOTICE-OHIO: ANY PERSON WHO,WITH INTENT TO DEFRAUD OR KNOWING THAT HE IS FACILITATING A FRAUD AGAINST AN INSURER SUBMITS AN All APPLICATION OR FILES A CLAIM CONTAINING A FALSE OR DECEPTIVE STATEMENT IS GUILTY OF INSURANCE FRAUD. IMPORTANT NOTICE TO FLORIDA POLICYHOLDERS AND CERTIFICATE HOLDERS: IN THE EVENT YOU HAVE ANY QUESTIONS OR NEED INFORMATION ABOUT THIS CERTIFICATE FOR ANY REASON,PLEASE CONTACT YOUR LOCAL SALES PRODUCER WHOSE NAME AND TELEPHONE NUMBER APPEARS IN THE Liberty Mutual Group LOWER RIGHT HAND CORNER OF THIS CERTIFICATE. THE APPROPRIATE LOCAL SALES OFFICE MAILING ADDRESS MAY ALSO BE OBTAINED BY CALLING THIS Y P NOTMICE OF CANCELLATION: (NOT APPLICABLE UNLESS A NUMBER OF DAYS IS ENTERED BELOW.) BEFORE THE STATED EXPIRATION D• E THE COMPANY WILL ygg NOT CANCEL OR REDUCE THE INSURANCE AFFORDED UNDER THE ABOVE POLICIES UNTIL AT LEAST 45 DAYS • (—City of Renton 83-1-] ifr:".z..._.......lit Attn: Bill Wressell A-7 . Bal.,- tis CERTIFICATE 1055 South Grady Way AUTHORIZED R -•ESENTATIVE MS liCtD3R Renton, WA 98055 Pittsburgh, PA (800)222-8890 7-6-04 L_ OFFICE PHONE NUMBER DATE ISSUED ow 504314 :1,.- . r.h•.ur ,Jk.,iH., I.II3FI:11 \IL:TI_.I ,I?■ W.. n,.ir,In,, n ,i,. m:111!,` 771. FI.. POLICY NUMBER: RG2-685-004095-113 COMMERCIAL GENERAL LIABILITY rr THIS ENDORSEMENT CHANGES THE POLICY, PLEASE READ IT CAREFULLY. ADDITIONAL INSURED - OWNERS, LESSEES OR CONTRACTORS (FORM B) es This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART .r RE: 2004 Overlays CAG-04-076 Name of Person or Organization: wrr City of Renton, and it' s officers, officials, agents, employees & volunteers ar (If no entry appears above, information required to complete this endorsement will be shown in the Declarations as applicable to this endorsement.) air WHO IS AN INSURED (Section II) is amended to include as an Insured the person or organization shown in the Schedule, but only with respect to liability arising out of"your work" for that insured by of for you. PRIMARY WORDING arr "It is further agreed that such insurance as is afforded by this policy for the benefit of the additional insured shown above shall be primary insurance, but only as respects any claims, loss or liability caused by named insured's operations on this project and any insurance maintained by the additional insured shall be non-contributing with the r insurance provided hereunder." art air as CG 20 10 11 85 Copyright.Insurance Services Office,Inc.,1984 mo art • • THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. WAIVER OF TRANSFER OF RIGHTS OF RECOVERY AGAINST OTHERS TO US This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART. SCHEDULE Name of Person or Organization: Any person or organization for whom the Named Insured has agreed in writing before loss to waive its right of subrogation • rr (If no entry appears above,information required to complete this endorsement will be shown in the Declarations as applicable to this endorsement.) ar The TRANSFER OF RIGHTS OF RECOVERY AGAINST OTHERS TO US Condition (Section IV- COMMERCIAL GENERAL LIABILITY CONDITIONS) is amended by the addition of the following: We waive any right of recovery we may have against the person or organization shown in the Schedule above because of �r payments we make for injury or damage arising out of your ongoing operations or "your work" done under a contract with that person or organization and included in the"products-completed operations hazard". This waiver applies only to the person or organization shown in the Schedule above. This endorsement is executed by the LIBERTY MUTUAL FIRE INSURANCE COMPANY ar Premium S Effective Date 9/1/03 Expiration:date 9/1/04+ dui For attachment to Policy or Bond No. 1 2-685- 1095-113 Audit Basis Air Issued to Countersigned by /Authorized R cwVe Issued Sales Office and No. End.Serial No. 10 • err CG 24 04 10 93 Copyright,Insurance Services Office,Inc., 1992 so POLICY NUMBER: AS2-685-004095-123 COMMERCIAL AUTO CON TRACTOR NAME: ICON MATERIALS,A DIVISION OF CPM DEVELOPMENT CORP. am THIS ENDORSEMENT CHANGES THE POLICY PLEASE READ IT CAREFULLY aar ADDITIONAL INSURED THIS ENDORSEMENT MODIFIES INSURANCE PROVIDED UNDER THE FOLLOWING: 411" BUSINESS AUTO COVERAGE FORM GARAGE COVERAGE FORM BUSINESS AUTO PHYSICAL DAMAGE COVERAGE FORM arr THIS ENDORSEMENT CHANGES THE POLICY EFFECTIVE ON THE INCEPTION DA I E OF THE POLICY UNLESS ANOTHER DATE IS INDICATED BELOW. ENDORSEMENT EFFECTIVE: 9/1/03-9/1/04 NAMED INSURED: ICON MAIERIAIS,A DIVISION OF CPM DEVELOPMENT CORP. aar COUNTERSIGNED BY: ,, (AU ORIZED REP•i ENTATIVE) die SCHEDUI.F WHO IS AN INSURED IS CHANGED TO INCLUDE AS AN"INSURED"THE ADDITIONAL NAMED INSURED LIS IED BELOW. ow INSURANCE COMPANY: LIBERTY MUTUAL INSURANCE COMPANY am ADDITIONAL INSURED: City of Renton, its officers, officials, agents, employees & r - volunteers. arr ADDRESS: Attn: Bill Wressell 1055 South Grady Way Renton, Wa 98055 DESCRIPTION OF OPERATIONS/VEHICLE: 2004 Overlays CAG-04-076 arr NO 1E: POLICY NEEDS TO REFLECT THAT THIS COVERAGE IS PRIMARY AND NONCONTRIBUTORY AND THAT A WAIVER OF SUBROGATION APPLIES. .r ar THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY, .r. DESIGNATED CONSTRUCTION PROJECTS GENERAL AGGREGATE LIMIT This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART SCHEDULE s Designated Construction Projects: All Projects (If no entry appears above,information required to complete this endorsement will be shown in the Declarations as applicable to this endorsement.) s A. For all sums which the insured becomes legally 3. Any payments made under COVERAGE A for obligated to pay as damages caused by damages or under COVERAGE C for medical - `occurrences"under COVERAGE A (SECTION expenses shall reduce the Designated I), and for all medical expenses caused by Construction Project General Aggregate Limit for accidents under COVERAGE C (SECTION I), that designated construction project. Such which can be attributed only to ongoing payments shall not reduce the General Aggregate s operations at a single designated construction Limit shown in this Declarations nor shall they project shown in the Schedule above: reduce any other Designated Construction Project General Aggregate Limit for any other designated 1. A separate Designated Construction Project construction project shown in the Schedule above. General Aggregate Limit applies to each designated construction.project, and that 4. The limits shown in the Declarations for Each limit is equal to the amount of the General Occurrence, Fire Damage and Medical Expense Aggregate Limit shown in the Declarations. continue to apply. However, instead of being r subject to the General Aggregate Limit shown in 2. The Designated Construction Project the Declarations,such limits will be subject to the General Aggregate Limit is the most we will - applicable Designated Construction Project pay for the sum of all damages under General Aggregate Limit. COVERAGE A,except damages because of `bodily injury" or `property damage" included in the `products-completed operations hazard", and for medical expenses under COVERGE C regardless of rr the number of: a. Insureds; + b. Claims made or"suits"brought;or c. Persons or organizations making claims or bringing"suits". AO CG 25 03 03 97 Copyright,Insurance Services Office.Inc., 1996 Page 1 of 2 B. For all sums which the insured becomes legally C. When coverage for liability arising out of the obligated to pay as damages caused by "products-completed operations hazard" is "occurrences"under COVERAGE A(SECTION provided, any payments for damages because of I), and for all medical expenses caused by "bodily injury"or"property damage" included in accidents under COVERAGE C (SECTION I), the `products-completed operations hazard" will en which cannot be attributed only to ongoing reduce the Products-Completed Operations operations at a single designated construction Aggregate Limit, and not reduce the General project shown in the Schedule above: Aggregate Limit nor the Designated Construction 1. Any payments made under COVERAGE A Project General Aggregate Limit. for damages or under COVERAGE C for D. If the applicable designated construction project medical expenses shall reduce the amount has been abandoned, delayed, or abandoned and available under the General Aggregate Limit then restarted, or if the authorized contracting or the Products-Completed Operations parties deviate from plans, blueprints, designs, Aggregate Limit, whichever is applicable; specifications or timetables, the project will still and be deemed to be the same construction project. 2. Such payments shall not reduce any E. The provisions of Limits Of Insurance Designated Construction Project General (SECTION III) not otherwise modified by this Aggregate Limit. endorsement shall continue to apply as stipulated. ori r ar Off arr his endorsement is executed by the LIBERTY MU XVAL FIRE INSURANCE COMPANY remium S r f ective Date 9/11/O3 Expiration Date 9/1/04 c attachment to Policy or Bond No. RG2-{85-OCY-1095-113 �.J r. • edit Basis :ucd to Countersigned by Authorized Rerm.n ive • Issued Sales Office and No. End.Serial No. 7 Ale 25 03 03 97 Copyright,Insurance Services Qffice,Inc., 1996 Page 2 of 2 rr rr Received: 7/ 1 /04 10:05; -> ICON MATERIALS; Page 2 „„ JUL 01 2004 13:10 FR TO 12065753207 P.02/04 dr i • City of Renton Human Resources & Risk Management Department Insurance Information Form FOR:7004 OV ERY<AY Goaaral. Liability PROJECT NUMBER:CAC•-04-016 STAFF CONTACT:a1LL.WRE$SEI.N7400 i• Certificate of Insurance indicates the coverages/limits specified in (x Yes 0 No contract? Are the following coverages and/or conditions in effect? ® Yes ❑ No The Commercial General Liability policy form is an ISO 1993 ® Yes ❑ No Occurrence Form or Equivalent? (U SW,attach a copy of the policy with required coverages clearly identified) RR5q 1Arr�ndatory Endorsement provided?' ® Yes ❑ No ON General Aggregate provided on a"per project basis(CG2503)?• ® Yes ❑ No Additional Insured wording provided?' Yes ❑ No Coverage on a primary basis and non-contributing basis?' ® Yes ❑ No Waiver of Subrogation Clause applies?• u Yes ❑ No •„ Severability of Interest Clause(Cross Liability)applies? ® Yee ❑ No Notice of Cancellation/Non-Renewal amended to 45 days?' ® Yes ❑ No "To be shown on certificate of hisurance• AM BEST'S RATING FOR CARRIER age GI. A Auto A limb N/A Professional N/A This Questionnaire is issued as a matter of information. This questionnaire is not an insurance policy and does '" not amend, extend or alter the coverage afforded by the policies indicated on the attached CERTIFICATE OF INSURANCE. The CITY OF RENTON, at its option, shall obtain copies of the policies and/or specific declaration pages FROM awarded bidder prior to execution of contract. Liberty Mutual Insurarce Caopany _ Janie Lentz Agency:Broker Co toted By(Type on tint Name) .. 12 Federal Street, Suite 310, Pittsburgh, PA 15212 . • _ r►�*�i,A� Address Compl- d By(Signet Judith Balazentis 412231.4331 Name of person to contact Telephone Number NOTE: THIS QUESTIONNAIRE MUST EE COMPLETED FOR EACH LINE OF COVERAGE AND oto ATTACHED TO CERTIFICATE OF INSURANCE a Received: 7/ 1 /04 10:06; -> ICON MATERIALS; Page 4 „a, JUL 01 2004 13:11 FR TO 12065753207 P.04/04 ar ENDORSEMENT 1 In consideration of the premium charged,it is hereby agreed and understood that Policy Number RG2-685-004- 95.113 issued by LIBERTY MUTUAL Insurance Company, is amended to include the following terms and conditions as respects Contract Number r..AC-O4-01_6 issued by the(OWNER.). ADDITIONAL INSURED. The OWNER their elected or appointed officers, officials, employees, subconsultants, and volunteers are included as additionally insured with regard to damages and defense of claims arising from: (a)activities performed by or on behalf of the NAMED INSURED;or(b)products and completed operations of the NAMED INSURED, or (c) premises owned, leased or used by the NAMED INSURED. 2. CONTRIBUTION NOT REQUIRED. As respects: (a)work performed by the NAMED INSURED for or on behalf of the OWNER.; or(b)products sold by the NAMED INSURED to the OWNER.or(c)premises leased by the NAMED INSURED from the OWNER,the insurance afforded by this policy shall be primary insurance as respects the OWNER, or any other insured, its elected or appointed officers, officials, employees, subconsultants or volunteers; or stand in an unbroken chain of coverage excess of the NAMED INSURED'S scheduled underlying primary coverage. In either event, any other insurance maintained by the OWNER, or any other insured, its elected or appointed officers, officials, employees, subeonsultants or volunteers shall be in excess of this insurance and shall not contribute with it. 3. Sh.VERABILITY OF INTEREST. The inclusion of more than one Insured under this policy shall not affect the rights of any Insured as respects any claim,suit or judgment made or brought by or for any other Insured or by or for any employee of any other insured. This policy shall protect each Insured in the same e. manner as through a separate policy had been issued to each, except that nothing herein shall operate to increase the company's liability beyond the amount or amounts for which the company would have been liable had only one insured been named. ao 4. CANCELLATION NOTICE. The insurance afforded by this policy shall not be suspended, voided, canceled, reduced in coverage or in limits except after FORTY-FIVE (45) days' prior written notice by certified mail return receipt requested has been given to the OWNER.. Such notice shall be addressed to(a) +ar the OWNER and(b)the CONTRACTOR. 5. CLAIM REPORTING. The OWNER has no obligation to report occurrences unless a claim has been filed rr with the OWNER. 6. AGGREGATE LIMIT. The General Aggregate Limit under Limits of Insurance applies separately to the above named contract for the above named OWNER. as 7-1-04 Jaime Lentz o dig Date Authorized Representative oPIrfv•3 Signature lass■TL?.) oar ASO 91r CilyatKenton Incwaneepk 2000 ** TflTcil Pc,f;P MA w* Received: 12/18/03 15:01 ; -> ICON MATERIALS; Page 2 ilk _. DEC-18-2003 THU 02:15 Pt1 WA DEPT L AND 1 SELF INS FAX NO. 3609028850 P. 02 r �Iti ' STATE OF WASHINGTON do DEPARTMENT OF LABOR AND INDUSTRIES SELF-INSURANCE, CERTIFICATION SERVICES 7273 LINDERSON WAYSW, TUMWATER WA 98501,PO BOX 44891, OLYMPIA WA 98504-4891 December 18, 2003 JACKIE ions ale OLDCASTLE INC PO BOX 3366 SPOKANE WA 99220 UBI NO: 601,898,426 ACCT ID: 700,174 To Whom It May Concern: Oldcastle Innd. (including its subsidiary operation, CPM Development, dba ICON Materials) were certified to self-insure their workers'compensation liabilities within the State of Washington effective July 1, 1977. This certification has remained in Mi force and effect since that date. Oldcastle Inc: (including its subsidiary operation, CPM Development, dba ICON Material)are in compliance with our rules and regulations and is in good standing with the Department. Should you have any questions regarding the certification of this self insured employer or any of its • subsidiary operations,please contact me at(360) 902-6867. ,• Sincerely, � 1l1C1i180A Certification Services Supervisor Self Insurance as ise ". a.r11111o� a ACORD TM DATE (MM/DD/YY)CERTIFICATE OF LIABILITY INSURANCE PRODUCER FAX THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. INSURERS AFFORDING COVERAGE lor INSURED INSURER A: INSURER B: INSURER C: INSURER D: INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED,NOTWITHSTANDING ANY REQUIREMENTS,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN. THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,EXCLUSIONS AND CONDITIONS OF SUCH POLICIES,AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR POLICY EFFECTIVE POLICY EXPIRATION LTR TYPE OF INSURANCE POLICY NUMBER DATE(MM/DD/YY) DATE(MM!DDIYY) (#2) LIMITED GENERAL LIABILITY a) EACH OCCURRENCE $ 1,000,000 (#1) COMMERCIAL GENERAL LIABILITY b) FIRE DAMAGE(Any one fire) $ 50,000 CLAIMS MADE © OCCUR c) MED EXP(Any one person) $ 5,000 d) PERSONAL&ADV INJURY $ 1,000,000 GENL AGGREGATE LIMIT APPLIES PER: e) GENERAL AGGREGATE $ 2,000,000 f) ❑ POLICY ❑PROJECT ❑LOC PRODUCTS-COMP/OP AGG $ 1,000,000 lir AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT (#3) X ANY AUTO a) (Ea accident) $ 1,000,000 _ALL OWNED AUTOS BODILY INJURY _SCHEDULED AUTOS b) (Per person) $ _ HIRED AUTOS BODILY INJURY _NON OWNED AUTOS c) (Per accident) d) PROPERTY DAMAGE (Per accident) $ GARAGE LIABILITY AUTO ONLY-EA ACCIDENT $ ANY AUTO N/A OTHER THAN EA ACC $ AUTO ONLY: AGG $ EXCESS LIABILITY EACH OCCURRENCE $ (#4) ❑OCCUR ❑CLAIMS MADE AGGREGATE $ _ DEDUCTIBLE $ • RETENTION $ $ $ (#5) WORKERS COMPENSATION AND WC STATU- I OTH- EMPLOYERS'LIABILITY (TORY LIMITS t ER E.L.EACH ACCIDENT $ E.L.DISEASE-EA EMPLOYEE $ E.L.DISEASE-POLICY LIMIT $ (#6) OTHER irr DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES!EXCLUSIONS ADDED BY ENDORSEMENT!SPECIAL PROVISIONS lir (#7) City of Renton is named as an additional insured (#s) +>rr CERTIFICATE HOLDER © ADDITIONAL INSURED;INSURER LETTER: CANCELLATION (#8) SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELED BEFORE City of Renton THE EXPIRATION DATE THEREOF,THE ISSUING COMPANY WILL MAIL Attn: i,5;:f 'ti 4 : <= ! 45 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO 1055 South Grady Way THE LEFT. Renton, WA. 98055 AUTHORIZED REPRESENTATIVE vow Certificate of Insurance Guidelines The following is an attempt to further clarify the requirements that are mandated by the City of Renton in referenced to projects •r /events and the limits of insurance coverage you are expected to provide the City. First and foremost, it is important to remember that the limits being shown in the attached form are only minimum limits. There may be times when the project/ event will need additional coverage in some areas. 1. General Liability: Insurance protecting the person or rir INSR organization from liability exposures. Make sure that LTR TYPE OF INSURANCE the Commercial General Liability and Occurrence GENERAL LIABILITY (Occur)boxes are checked. There are several areas # 'I in the General Liability area. These we designate as El COMMERCIAL GENERAL LIABILITY "limits". Ina CLAIMS MADE © OCCUR # 2 Limits a EACH OCCURRENCE $ 1,000,000 lltir b FIRE DAMAGE(Any one fire) $ 50,000 2. Limits: The amount of insurance coverage the C MED EXP(Any one person) $ 5,000 insured (you, in this case) has purchased. d PERSONAL&ADV INJURY $ 1,000,000 2a. Each Occurrence: amount is the most the e GENERAL AGGREGATE $2,000,000 insurance policy will pay for one occurrence. This limit is$1,000,000 minimum,subject to increase. f PRODUCTS-COMP/OP AGG $ 1,000,000 2b. Fire Damage: amount is the most the insurance 2e. General Aggregate: this amount is the most the policy will pay for a fire that you are responsible for in insurance policy will pay during the policy regard- premises that you lease or that are in your care, less of the number of claims. This limit is$2,000,000. custody or control. This number is pretty standard at There are few exceptions to this minimum limit. $50,000. 2f. Products-Completed Operations Aggregate: This is 2c. Medical Expenses(Any one person): this is"no-fault" the most the insurance policy will pay for liabilities medical expense insurance provided to other parties arising out of the Products-Completed Operations injured during the event/project on the property. exposure. This coverage is generally provided with the This is required for all projects/events conducted General Liability policy. The minimum limit here is in the city. $1,000,000. This provides for products or business operations conducted away from your premises once 2d. Personal &Advertising Injury: provides$1,000,000 the project/event is completed or abandoned. coverage for personal injury(not bodily injury) including a COMBINED SINGLE LIMIT $ 1,000,000 slander, libel,false arrest, malicious prosecution, (Ea accident) invasion of privacy and advertising liability for exposure b BODILY INJURY $ of any advertising activities. (Per person) lir BODILY INJURY $ AUTOMOBILE LIABILITY C (Per accident) # 3 PROPERTY DAMAGE $ NJ ©ANY AUTO d (Per accident) ALL OWNED AUTOS 3a. Combined Single Limit: This is the most the insurance SCHEDULED AUTOS policy will pay for bodily injury and property damage — ai HIRED AUTOS combined for each accident. This limit is$1,000,000. This area of coverage includes both the Bodily Injury ._ NON-OWNED AUTOS and the Property. -- 3b. Bodily Injury(Per person): This is what the insurance policy would pay for bodily injury to one person from the accident. Not needed if Combined Single Limit is in 3. Automobile Liability: This coverage insures against effect. liability claims arising out of the use of a covered auto. The box"Any Auto"should be checked. This area of 3c. Bodily Iniury(Per accident): This is what the insurance coverage is determinable on whether any vehicles will policy would pay for bodily injury from each accident, be used during the project/event. If there will not be regardless of the number of persons injured. Not needed any automotive involvement,there will be no need for if Combined Single Limit is in effect. this coverage. 3d. Property Damage: This is what the insurance policy air would pay for third party property damage resulting from one accident during your project/event. tio INN EXCESS LIABILITY 4. Excess Liability: Provides liability coverage on top of the OCCUR CLAIMS MADE primary(General and Auto) General liability policy and may # 4 provide excess limits over Auto Liability. If you are unable to _ provide the limits for the General Liability and Auto Liability, sle DEDUCTIBLE this area needs to be filled in to provide an"umbrella"form of coverage that,when added to the General and Auto Liabili- RETENTION $ ties,will meet or exceed the limits required by the City. irr WORKERS'COMPENSATION AND EMPLOYERS'LIABILITY 5. Workers'Compensation and Employers' Liability: Please # 5 list state number on certificate,where indicated. If number is not known, provide copy of State Certificate of Workers' imp Compensation Coverage. If self-insured, please indicate on the certificate. r OTHER 6. Other: This area is designated for any other coverage that may apply to your individual project/event needs, such as # 6 Professional Liability. • DESCRIPTION OF OPERATIONS/VEHICLES/EXCLUSIONS ADDED BY ENDORSEMENT/SPECIAL PROVISIONS # 7 7. Description of Operations/Locations/Vehicles/Special Items: This section is provided for descriptive text regarding the project/event. Please fill out with any assigned numbers, project/event names, contact people, etc. You may add the additional language in this area; however,you will need to provide the City with an Additional Insured Endorsement, as well. ibe CANCELLATION # 8 8. Cancellation Clause: The City of Renton requires a SHOULD ANY OF THE ABOVE DESCRIBED POLICIES non-qualified cancellation clause. Therefore, the BE CANCELED BEFORE THE EXPIRATION DATE rr cancellation.language must read as follows:"Should any THEREOF,THE ISSUING COMPANY WILL MAIL 45 of the above-described policies be canceled before the DAYS WRITTEN NOTICE TO THE CERTIFICATE expiration date thereof, the issuing company will mail 45 HOLDER NAMED TO THE LEFT. days written notice to the certificate holder named to the left. ire DESCRIPTION OF OPERATIONS/VEHICLES/EXCLUSIONS ADDED BY ENDORSEMENT/SPECIAL PROVISIONS e1 # 9 CITY OF RENTON named as additional insured 9. Additional Insured Status: The City must be named as an additional insured on all projects/events where insurance is required. Although the proper wording may appear in the"Descriptions"box, it is still necessary for the Additional Insured Endorsement to be provided as well. r iiir CITY OF RENTON CONSTRUCTION CONTRACTS INSURANCE AND RELATED REQUIREMENTS a MINIMUM INSURANCE COVERAGES AND REQUIREMENTS The(CONTRACTOR)shall obtain and maintain the minimum insurance coverages set forth below. By requiring such minimum insurance, CITY OF RENTON shall not be deemed or construed to have assessed the risks that may be applicable to the(CONTRACTOR1 under Contract Number . The(CONTRACTOR)shall assess its own risks and if it deems appropriate and/or prudent,maintain higher limits and/or broader coverages. Coverages (1) Commercial General Liability-ISO 1993 Form or equivalent. Coverage to include: • Premises and Operations • Explosion,Collapse and Underground Hazards • Products/Completed Operations • Contractual Liability (including Amendatory Endorsement CG 0043 which includes defense coverage assumed under contract) • Broad Form Property Damage • Independent Contractors • Personal/Advertising Injury • Stop Gap Liability (2) Automobile Liability including all • Owned Vehicles • Non-Owned Vehicles • Hired Vehicles Mr (3) Workers'Compensation • Statutory Benefits(Coverage A)-Show WA L&I Number (4) Umbrella Liability • Excess of Commercial General Liability and Automobile Liability. Coverage should be as broad as primary. a (5) Professional Liability - (whenever the work under this Contract includes Professional Liability, including Advertising activities) the (CONTRACTOR) shall maintain professional liability covering wrongful acts,errors and/or omissions of the(CONTRACTOR)for damage sustained by reason of or in the course of operations under this Contract. (6) Pollution Liability - the City may require this coverage whenever work under this Contract involves pollution risk to the environment. This coverage is to include sudden and gradual coverage for third party liability including defense costs and completed operations. it Tnsurancepk.doc\ err rrr Ito LIMITS REQUIRED The(CONTRACTOR)shall carry the following limits of liability as required below: irr Commercial General Liability General Aggregate* $ 2,000,000 IMO Products/Completed Operations Aggregate $ 2,000,000 Each Occurrence Limit $ 1,000,000 Personal/Advertising Injury $ 1,000,000 • Fire Damage(Any One Fire) $ 50,000 Medical Payments(Any One Person) $ 5,000 Stop Gap Liability $ 1,000,000 ir�r• *General Aggregate to apply per project(ISO Form CG2503 or equivalent) Automobile Liability it Bodily Injury/Property Damage $ 1,000,000 (Each Accident) Workers'Compensation Coverage A(Workers'Compensation)-Show WA L&I Number iiit Umbrella Liability too Each Occurrence Limit $ 1,000,000 General Aggregate Limit $ 1,000,000 Products/Completed Operations Aggregate $ 1,000,000 Professional Liability(If required) Each Occurrence/Incident/Claim $ 1,000,000 "r Aggregate $ 2,000,000 (The City may require the CONTRACTOR keep this policy in effect r for up to two(2)years after completion of the project) Pollution Liability(If required) To apply on a per project basis Per Loss $ 1,000,000 Aggregate $ 1,000,000 1r ter lots Insurancepk.doc\ trr ire v1r ADDITIONAL REQUIREMENTS (CONTRACTOR) shall Name CITY OF RENTON, and its officers, officials, agents,employees and volunteers as Additional Insureds(ISO Form CG 2010 or equivalent). (CONTRACTOR)shall provide CITY OF RENTON Certificates of Insurance and copies of policies, if requested, prior to commencement of work. Further, all policies of insurance described above shall: 1) Be on a primary basis nor contributory with any other insurance coverages and/or self-insurance carried by CITY OF RENTON. as 2) Include a Waiver of Subrogation Clause. 3) Severability of Interest Clause(Cross Liability) 4) Policy may not be non-renewed, cancelled or materially changed or altered unless forty-five (45) days prior written notice is provided to CITY OF RENTON. Notification shall be provided to CITY OF RENTON by certified mail. The (CONTRACTOR1 shall promptly advise the CITY OF RENTON in the event any general aggregates are reduced for any reason,and shall reinstate the aggregate and the(CONTRACTOR'S)expense to comply with the minimum limits and requirements as stated above and shall furnish to the CITY OF RENTON a new certificate of insurance showing such coverage is in force. The CITY OF RENTON may require the CONTRACTOR to keep Professional Liability coverage in effect for two(2)years after completion of the project. lr • ter a +rNr 1rr Insurancepk.doc\ i` (S Y o City of Renton Human Resources & Risk Management Department Insurance Information Form mo FOR:2004 OVERLAY PROJECT NUMBER:CAG-04-076 STAFF CONTACT: BILL WRESSELL-x7400 Certificate of Insurance indicates the coverages/limits specified in ❑ Yes ❑ No contract? Are the following coverages and/or conditions in effect? ❑ Yes ❑ No The Commercial General Liability policy form is an ISO 1993 ❑ Yes ❑ No Occurrence Form or Equivalent? (If no,attach a copy of the policy with required coverages clearly 3rr identified) CG 0043 Amendatory Endorsement provided?* ❑ Yes ❑ No General Aggregate provided on a"per project basis(CG2503)?* ❑ Yes ❑ No Additional Insured wording provided?* ❑ Yes ❑ No Coverage on a primary basis and non-contributing basis?* ❑ Yes ❑ No Waiver of Subrogation Clause applies?* ❑ Yes ❑ No Severability of Interest Clause(Cross Liability)applies? ❑ Yes. ❑ No Notice of Cancellation/Non-Renewal amended to 45 days?* ❑ Yes ❑ No *To be shown on certificate of insurance* a AM BEST'S RATING FOR CARRIER lio GL Auto Umb Professional This Questionnaire is issued as a matter of information. This questionnaire is not an insurance policy and does not amend, extend or alter the coverage afforded by the policies indicated on the attached CERTIFICATE OF INSURANCE. The CITY OF RENTON, at its option, shall obtain copies of the policies and/or specific declaration pages FROM awarded bidder prior to execution of contract. fir Agency/Broker Completed By(Type or Print Name) Address Completed By(Signature) Name of person to contact Telephone Number a NOTE: THIS QUESTIONNAIRE MUST BE COMPLETED FOR EACH LINE OF COVERAGE AND ATTACHED TO CERTIFICATE OF INSURANCE rw ENDORSEMENT 1 In consideration of the premium charged,it is hereby agreed and understood that Policy Number issued by lrr Insurance Company, is amended to include the following terms and conditions as respects Contract Number issued by the(OWNER). 1. ADDITIONAL INSURED. The OWNER their elected or appointed officers, officials, employees, subconsultants, and volunteers are included as additionally insured with regard to damages and defense of claims arising from: (a)activities performed by or on behalf of the NAMED INSURED;or(b)products and completed operations of the NAMED INSURED, or (c) premises owned, leased or used by the NAMED aw INSURED. 2. CONTRIBUTION NOT REQUIRED. As respects: (a)work performed by the NAMED INSURED for or on behalf of the OWNER;or(b)products sold by the NAMED INSURED to the OWNER; or(c) premises leased by the NAMED INSURED from the OWNER,the insurance afforded by this policy shall be primary insurance as respects the OWNER, or any other insured, its elected or appointed officers, officials, employees, subconsultants or volunteers; or stand in an unbroken chain of coverage excess of the NAMED . INSURED'S scheduled underlying primary coverage. In either event,any other insurance maintained by the OWNER, or any other insured, its elected or appointed officers, officials, employees, subconsultants or volunteers shall be in excess of this insurance•and shall not contribute with it. 3. SEVERABILITY OF INTEREST. The inclusion of more than one Insured under this policy shall not affect the rights of any Insured as respects any claim, suit or judgment made or brought by or for any other Insured or by or for any employee of any other Insured. This policy shall protect each Insured in the same manner as through a separate policy had been issued to each, except that nothing herein shall operate to increase the company's liability beyond the amount or amounts for which the company would have been liable had only one insured been named. tit 4. CANCELLATION NOTICE. The insurance afforded by this policy shall not be suspended, voided, canceled, reduced in coverage or in limits except after FORTY-FIVE (45) days' prior written notice by certified mail return receipt requested has been given to the OWNER. Such notice shall be addressed to(a) the OWNER and(b)the CONTRACTOR. 5. CLAIM REPORTING. The OWNER has no obligation to report occurrences unless a claim has been filed with the OWNER. 6. AGGREGATE LIMIT. The General Aggregate Limit under Limits of Insurance applies separately to the above named contract for the above named OWNER. aro Date Authorized Representative O Signature kit Insurancepk.doc\ Mir V. CONTRACT SPECIFICATIONS CITY OF RENTON +mw err .r IMP •rr V Ale CONTRACT SPECIFICATIONS es 2004 OVERLAY V-1 imw Cit y of Renton 2004 OVERLAY SPECIAL PROVISIONS )0,et foe T r wor IMP 411. Washington State Department of Transportation IP I American Public Works Association Washington State Chapter w J� r imp air +�* SPECIAL PROVISIONS 2004 OVERLAY CITY OF RENTON STANDARD SPECIFICATIONS art The City of Renton Standard Specifications for Municipal Construction (hereafter re- ferred to as The Renton Standards) shall apply to all work performed within the public right- OW of-way by, or for, the City of Renton; or work performed as an extension, betterment or addi- tion to any of the City's utility, or transportation systems. The Renton Standards are comprised of the following documents: Standard Specifications The Standard Specifications are "The 2004 Standard Specifications for Road, Bridge, and Municipal Construction" published by the Washington State Department of Transporta- tion and the American Public Works Association, Washington Chapter. WSbOT Amendments WSDOT Amendments are changes to the Standard Specifications published on a quarterly basis by WSDOT. The included Index to Amendments lists all amendments received by the time of publication of this document. Standard Plans The Standard Plans are selected pages of "The Standard Plans for Road and Bridge �• Construction" as published by the Washington State Department of Transportation and the Washington State Chapter of the American Public Works Association, adopted by the City of Renton, and bound together with those standard plans created by the City of Renton. An +s appendix contains the original WSDOT/APWA index showing the disposition (Adopted, Re- placed, or Deleted) of all original pages. imp 2004 OVERLAY J:\STREET\PMS\2004\photospc.doc 2004 OVERLAY SPECIAL PROVISIONS 2004 OVERLAY INTRODUCTION TO THE SPECIAL PROVISIONS The following Special Provisions shall be used in conjunction with the Standard Specifications for Road, Bridge and Municipal Construction, 2004 edition, as amended, as issued by the Washington .r State Department of Transportation and American Public Works Association, Washington State Chapter(hereafter"Standard Specifications"). The Renton Standards, except as they may be modified or superseded by these Special Provisions, shall govern all phases of work under this contract, and they are by reference made an integral part of these Special Provisions as if herein fully set forth. DESCRIPTION OF WORK This project provides for the improvement of overlay of streets within the City Of Renton at various locations, all in accordance with the attached Plans, these Special Provisions, and the Standard Specifications. Each item in these Specifications signifies the source that wrote the item in parentheses following ,,0 the listing of the section number and title: (APWA) Signifies an item taken verbatim from the Division 1 APWA Supplement to the Standard Specifications. (SA) Signifies an amendment produced by WSDOT and adopted verbatim by the City of Renton, and shown for the sake of clarity or ease of use, when those Amend- ments are closely associated with Renton Changes (RC). Otherwise WSDOT Amendments are not shown in this document except for their listing in the Index to Amendments. (RC) Signifies an item produced by the City of Renton or an APWA or State Amend- ment that has been rewritten by Renton. ww Those documents listed above shall govern all work, except as these standards may be modified or superseded by project-specific plans, special provisions or other documents officially approved by ,_ the City of Renton. All work within the public right-of-way performed by other agencies or private parties working under permit authority of the City of Renton shall follow these standards with the exception of those re- quirements which pertain to payment and financing. MVP IMO J:\STREETPMS\2004\photospc.doc 2004 OVERLAY OW NIP IMP Vie SPECIAL PROVISIONS IMP GM IMF NW lir • sop CITY OF RENTON 2004 OVERLAY SPECIAL PROVISIONS L 1-04 SCOPE OF WORK The intent of the contract covered by these specifications is to provide a minimum of 2 inches compacted depth of class "B" asphalt concrete pavement at various locations, which are shown on the attached drawings. Channelization shall be installed on some of these streets per plans. All work required to • complete the project specified herein, but not specifically mentioned on the plans and specifications, shall be performed by the contractor and shall be considered as incidental to the construction, and all costs therefor shall be included in the unit contract price. Due to restrictions some portions of this contract may be deleted or added. There must,at all times,be materials on the job site to handle any and all hazardous material spills,caused by the contractor, such as tack, oils, diesel, etc.. Materials would include, but not be limited to, oil absorbent pads and "kitty litter". The Contractor must supply said materials at his expense and, in the event of a spill,be responsible for proper cleanup and legal disposal of contaminated or hazardous materials. The Contractor must notify the City's inspector by 7:00 a.m. each morning to inform him when and where the contractor's crew will be working that day. 1-07.23 Traffic Control: Notifications The Contractor shall be responsible for delivering notification twice to all properties that front on,or access from, any street on which the asphalt concrete is to be applied. The first notification shall be made approximately one week prior to the day the work is scheduled to begin on the street and the second shall be made twenty-four hours(24 hours)prior to the beginning work. The City shall supply the Contractor with sufficient quantities of standard notification forms that the • Contractor shall fill out with the specific location and times for each location prior to issuing the notices to fronting/accessing properties. On streets to be overlaid,the Contractor shall post"No Parking"signs a minimum of 72 hours in advance of the work taking place. The signs shall specify the date and hours that the parking restrictions will be in effect. The Contractor shall assure that prior approval for the parking restrictions has been obtained from the City of Renton Department of Public Works Transportation Systems Division. The Contractor shall be responsible for coordinating with the City's inspector and/or Police Department if the need arises to tow any vehicle(s) violating a posted "No Parking" sign. However, the Contractor shall first make an effort to contact the vehicle owner if it is likely the owner lives in the area. Detailed Traffic control plans shall be required by the Contractor for some streets prior to paving. The Contractor shall provide and use sufficient traffic control equipment and trained personnel at all times. The Federal Highway Administration's Manual On Uniform Traffic Control Devices for streets and L L highways, Millennium Edition, shall be the guideline used to determine adequate traffic control. Proper traffic control and safety procedure will be used during all phases of the work, to include utility adjustments. All work and materials associated with the notification procedures shall be incidental to the contract lump sum price for"Traffic Control." All work on this contract shall be performed between the off-peak traffic hours of 8:00 a.m. and 4:00 Lp.m., unless otherwise approved by the engineer. 1-08 PROSECUTION AND PROGRESS 1-08.4 PROSECUTION OF WORK The Engineer shall give the Contractor a written "Notice To Proceed" after the contract has been executed. Work shall begin within ten days after receipt of.Notice To Proceed, and all work, including punch list items,must be completed within the specified working days. After 30 working days,the Engineer shall give the Contractor a written punch list of items not completed on the contract. 1-08.9 Liquidated Damages If the Contractor fails to complete all the work within the specified working days, he shall be charged liquidated damages. See Section 1-08.9 of the 2004 Washington State Department of Transportation's Standard Specifications for Road,Bridge,and Municipal Construction for further details. 1-09.7 MOBILIZATION(Supplement) Sanitation L Portable toilet facilities LThe Contractor shall furnish portable toilet facilities, at his expense, according to WAC 296- 23020. The Contractor shall provide and maintain in a clean, neat, and sanitary condition, any accommodations for the Contractor and Owner employees that are necessary to comply with the requirements and regulations of the State of Washington Department of Social and Health Services and other agencies. The Contractor shall commit no public nuisance,, keep all sites L clean, dispose of all refuse in a proper manner and leave the Project Site in a neat and sanitary condition. LPayment Furnishing portable toilets shall be considered incidental to the project and no additional Lcompensation shall be made. 2-02 REMOVAL OF STRUCTURES AND OBSTRUCTIONS L2-02.3(1)General Requirements The Contractor shall remove all plastic traffic buttons and all thermoplastic markings from the roadway surface and area must be swept clean prior to application of the tack coat for overlay. 2-02.5 Payment L L The removal and disposal of plastic traffic buttons and thermoplastic markings shall be considered incidental to the project and no additional compensation shall be made. 5-04 HOT MIX ASPHALT 5-04.3(5)Conditioning the Existing Surface The Contractor shall maintain existing surface contour during overlay, unless otherwise instructed by City engineer. Some streets may require some pre-leveling,at the discretion of the City's inspector. "Thickened edges" may be required on some streets. 5-04.3(5)A Preparation of Existing Surfaces The Contractor shall provide their own mechanical sweeping equipment. The sweeper will be on the project prior to the start of paving,to insure the streets to be paved are clean before the tack coat is applied. The sweeper will keep the streets clean ahead of the paving machine and clean the streets behind the empty trucks that have dumped their loads into the paving machine. The sweeper must sweep all streets made rr dirty by the Contractor's equipment. If the paving machine is "walked" from one site to another, the sweeper must sweep up behind paving machine. The sweeper shall not leave the overlay site until given permission by the City's inspector. All utilities shall be painted with a biodegradable "soap" to prevent the tack and ACP from sticking to the lids. Diesel will not be used. After the application of soap, catch basins must be covered to prevent tack and ACP from getting into catch basin. Preparation of existing surface shall be done as outlined in this'section and a tack coat shall be applied at the rate of 0.02 to 0.08 gallons per square yard. Payment for preparation of the surface and application of the tack coat shall be considered incidental to the paving and no separate payment shall be made. All overlay ends and edges shall be sealed within five days following the completion of the overlay . The Contractor shall locate all utilities for access immediately after overlay and mark the location by means of painting a circle around the location and scooping a portion of asphalt 4"-6" in diameter and the depth of the overlay from the center of the utility location. The Contractor shall locate and completely expose gas and water valves for access immediately after final rolling. The day following the start of application of ACP, utility adjustments must begin. The Contractor shall have an adjustment crew adjusting utilities every workable working day until adjustments are complete. During the adjustment of any utility, existing concrete bricks or grouting material that has been broken or cracked shall be removed and replaced at the Contractor's expense. Utility adjustment shall be made per contract with respect to materials and methods except for revisions approved in the field by the City engineer. Utility patches shall be sealed weekly. Utility adjustments must be completed 15 working days after overlay is complete, and within the specified working days. Payment for utility adjustments includes all labor, materials,tools,and equipment necessary to complete the adjustments(including asphalt concrete pavement). 5-04.3(9)Spreading and finishing L L The Contractor shall maintain a straight edge on mat, where there is no gutter-line, to a ±2" per 100 linear feet tolerance. The Contractor may be required to pull a string line and paint a line as a guide. During overlay procedure, driveways and connecting streets shall be tied to new mat by means of adding additional material and "FEATHERING" the edge. All material raked off shall be removed from site. 5-04.3(14)B Cold-Planing Supplement with the following: Areas for cold-planing will be marked out by the Engineer in the field and also shown typical in the standard plan. L L L •V. CONTRACT SPECIFICATION CITY OF RENTON r tat CITY OF RENTON 2004 OVERLAY CONTRACT DOCUMENTS sts AMENDMENTS TO THE STANDARD SPECIFICATIONS rr. INTRODUCTION The following Amendments and Special Provisions shall be used in conjunction with the +•� 2004 Standard Specifications for Road, Bridge, and Municipal Construction. AMENDMENTS TO THE STANDARD SPECIFICATIONS The following Amendments to the Standard Specifications are made a part of this contract and supersede any conflicting provisions of the Standard Specifications. For informational purposes, the date following each Amendment title indicates the implementation date of the Amendment or the latest date of revision. Each Amendment contains all current revisions to the applicable section of the Standard Specifications and may include references which do not apply to this particular project. SECTION 1-07, LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC April 5, 2004 1-07.13(4) Repair of Damage This section 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 vas Section 1-04.4 using the estimated bid item "Reimbursement for Third Party Damage". ,,,. In the event the Contracting Agency pays for damage to the Contractor's work or for damage to the Contractor's equipment caused by third parties, any claim the Contractor had or may have had against the third party shall be deemed assigned to ■. the Contracting Agency, to the extent of the Contracting Agency's payment for such damage. Payment will be limited to repair of damaged work only. No payment will be made "no for delay or disruption of work. 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. 1-07.18 Public Liability and Property Damage Insurance This section is revised to read: The Contractor shall obtain and keep in force the following policies of insurance. The policies shall be with companies or through sources approved by the State Insurance Commissioner pursuant to Chapter 48.05, RCW. Unless otherwise ,i • indicated below, the policies shall be kept in force from the execution date of the contract until the date of acceptance by the Secretary (Section 1-05.12). ,r. 1. Owners and Contractors Protective Insurance providing bodily injury and property damage liability coverage with limits of $3,000,000 per occurrence and in the aggregate for each policy period, written on Insurance Services Office (ISO) form CG0009 together with Washington State Department of Transportation Amendatory Endorsement No. CG 29 08, specifying the State of Washington as a named insured. The Contractor may choose to terminate this insurance after the date of Substantial Completion as determined by the Engineer or, should Substantial Completion not be achieved, after the date of Physical Completion as determined by the Engineer. In the event the Contractor elects to terminate this coverage, prior to acceptance of the contract, the Contractor shall first obtain an endorsement to the Commercial General Liability Insurance described below that establishes the Contracting Agency on that policy as an additional insured. 2. Commercial General Liability Insurance written under ISO Form CG0001 or its equivalent with minimum limits of $3,000,000 per occurrence and in the aggregate for each policy period. This protection may be a CGL policy or any combination of primary, umbrella or excess liability coverage affording total liability limits of not less than $3,000,000. Products and completed operations coverage shall be provided for a period of one year following final acceptance of the work. 3. Commercial Automobile Liability Insurance providing bodily injury and property damage liability coverage for all owned and nonowned vehicles assigned to or used in the performance of the work with a combined single limit of not less than $1,000,000 each occurrence with the State named as an additional insured in connection with the Contractor's Performance of the contract. The Owners and Contractors Protective Insurance policy shall not be subject to a deductible or contain provisions for a deductible. The Commercial General Liability policy and the Commercial 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 1116 Agency. However in no event shall any provision for a deductible provide for a deductible in excess of $50,000.00. • 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-based" policy forms rather than by "claims made"forms. • S .. 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. 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. it 1-09.7 Mobilization Under the second paragraph, item 3 is revised to read: law When the substantial completion date has been established for the project, payment of any amount bid for mobilization in excess of 10 percent of the total original contract amount will be paid. 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. vow vie SECTION 2-03, ROADWAY EXCAVATION AND EMBANKMENT January 5, 2004 2-03.3(14)D Compaction and Moisture Control Tests This section is revised to read: Maximum density and optimum moisture content shall be determined by one of the following methods: 1. materials with less than 30 percent by weight retained on the U.S. No. 4 sieve shall be determined using FOP for AASHTO T 99 Method A. 2. materials with 30 percent or more by weight retained on the U.S. No 4 sieve and less than 30 percent retained on the 3/4 inch sieve shall be determined by WSDOT Test Method No. 606 or FOP for AASHTO T 180 Method D. The determination of which test procedure to use will be made solely by the Contracting Agency. • 3. materials with 30 percent or more retained on the 3/4 inch sieve shall be determined by WSDOT Test Method No. 606. In place density will be determined using Test Methods WSDOT FOP for AASHTO T 310 and WSDOT SOP for T 615. SECTION 2-09, STRUCTURE EXCAVATION April 5, 2004 2-09.4 Measurement In the third paragraph, the width for pipes 18 inches and over is revised to (1.5 x I.D.) + oro 18 inches. SECTION 2-10, DITCH EXCAVATION es April 5, 2004 2-10.1 Description The second paragraph is supplemented with the following: Ditches 8 or more feet wide at the bottom shall be constructed in accordance with the requirements of Section 2-03.3(14)M. SECTION 4-04, BALLAST AND CRUSHED SURFACING January 5, 2004 4-04.3(5) Shaping and Compaction In the first paragraph, the first sentence is revised to read: si Immediately following spreading and final shaping, each layer of surfacing shall be compacted to at least 95 percent of the standard density determined by the 0 requirements of Section 2-03.3(14)D before the next succeeding layer of surfacing or pavement is placed. rr IMP SECTION 5-01, CEMENT CONCRETE PAVEMENT REHABILITATION January 5, 2004 INN 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 tri allowed on slots where concrete has been removed. SECTION 5-04, HOT MIX ASPHALT famp April 5, 2004 5-04.3(8)A Acceptance Sampling and Testing - HMA Mixture 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 .r 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 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 Percent passing ±4.0 U.S. No. 8 sieve Percent passing ±2.0 U.S. No. 200 sieve Percent passing ±0.4 Asphalt binder % Percent binder content±0.3 . Va % Percent Va±0.7 Item 3, D. (Test Methods) is revised to read: D. Test Methods Testing of HMA for compliance of volumetric properties (VMA, 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 edi illy 308. Testing for compliance of gradation will be by WAQTC FOP for AASHTO T 27/T 11. 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 1/8 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. to SECTION 6-02, CONCRETE STRUCTURES April 5, 2004 6-02.3(5)A General In the fourth paragraph, item 2 is revised to read: 2. An individual strength test averaged with the two preceding individual strength tests meets or exceeds specified strength (for the same class and exact mix it I.D. of concrete on the same contract). 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 furnish 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 oo Engineer's approval of the submittal. 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 certification 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 el available lengths of the bars or splice member. +r The twelfth paragraph is revised to read: Under supervision of the State Materials and Fabrication Inspector, the welder shall e• 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 specified 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 butt splices shall be cut mechanically at two locations to provide a transverse cross-section of fir 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 I"' 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 1/32 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 1/8 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(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 April 5, 2004 6-03.3(33) Bolted Connections In Table 4 the entries under Bolt Length, the following is revised: *up imi L< 4D 4D<L<8D 8D<L<12D NO 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 oato 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 furnish the Contractor with new dead-load camber dimensions. wr 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 6-11, 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. to 6-11.2 Materials Materials shall meet the requirements of the following sections: Cement 9-01 Aggregates for Portland Cement Concrete 9-03.1 Gravel Backfill 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 ottit fl• Water 9-25 Other materials required shall be as specified in the Special Provisions. NW 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)A: • low 1. 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 material 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. 3. 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 1SW 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 Ito concrete. The precast concrete wall stem panels shall be designed in accordance with the requirements for Load Factor Design in the following codes: INN 1. 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 fabricated 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 ±/4 inch Width ±1/4 inch Thickness +1/4 inch -1/8 inch Concrete cover for steel reinforcing bar +3/8 inch • -1/8 inch Width of precast concrete wall stem panel joints +1/4 inch Offset of precast concrete wall stem panels ±1/4 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 corners 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 60 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 tio panel shall be sloped 1/2 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 + w.r IMO footing, to allow a minimum one foot head to develop in the concrete during concrete placement. .. The steel reinforcing bars shall be shifted to clear the erection blockouts in the precast concrete wall stem panel by 1-1/2 inches minimum. All precast concrete wall stem panel joints shall be constructed with joint filler installed on the rear (backfill) side of the wall. The joint filler material shall extend from two feet below the final ground level in front of the wall to the top of the wall. The joint filler shall be a nonorganic flexible material and shall be installed to create a waterproof seal at panel joints. The soil bearing pressure beneath the falsework supports for the precast concrete ow wall stem panels shall not exceed the maximum design soil pressure shown in the Plans for the retaining wall. """ 6-11.3(4) Cast-In-Place Concrete Construction Cast-in-place concrete for concrete retaining walls shall be formed, reinforced, cast, cured, and finished in accordance with Section 6-02, and the details shown in the Plans and Standard Plans. All cast-in-place concrete shall be Class 4000. The Contractor shall provide the specified surface finish as noted, and to the limits r,,,, shown, in the Plans to the exterior concrete surfaces. Special surface finishes achieved with formliners shall conform to Sections 6-02.2 and 6-02.3(14) as supplemented in the Special Provisions. Cast-in-place concrete for adjacent wall stem sections (between vertical expansion joints) shall be formed and placed separately, with a minimum 12 hour time period between concrete placement operations. Premolded joint filler, 1/2" thick, shall be placed full height of all vertical wall stem expansion joints in accordance with Section 6-01.14. wr 6-11.3(5) Backfill, Weepholes and Gutters Unless the Plans specify otherwise, backfill and weepholes shall be placed in ++r accordance with Standard Plan D-4 and Section 6-02.3(22). Gravel backfill for drain shall be compacted in accordance with Section 2-09.3(1)E. Backfill within the zone defined as bridge approach embankment in Section 1-01.3 shall be compacted in *so accordance with Method C of Section 2-03.3(14)C. All other backfill shall be compacted in accordance with Method B of Section 2-03.3(14)C, unless otherwise specified. Cement concrete gutter shall be constructed as shown in the Standard Plans. 6-11.3(6) Traffic Barrier and Pedestrian Barrier imp When shown in the Plans, traffic barrier and pedestrian barrier shall be constructed in accordance with Sections 6-02.3(11)A and 6-10.3(2), and the details shown in the Plans and Standard Plans. 6-11.4 Measurement Concrete Class 4000 for retaining wall will be measured as specified in Section 6- 02.4. Steel reinforcing bar for retaining wall and epoxy-coated steel reinforcing bar for retaining wall will be measured as specified in Section 6-02.4. Traffic barrier and pedestrian barrier will be measured as specified in Section 6-10.4 for cast-in-place concrete barrier. 6-11.5 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: "Conc. Class 4000 For Retaining Wall", per cubic yard. All costs in connection with furnishing and installing weep holes and premolded joint filler shall be included in the unit contract price per cubic yard for "Conc. Class 4000 for Retaining Wall". "St. Reinf. Bar For Retaining Wall", per pound. w "Epoxy-Coated St. Reinf. Bar For Retaining Wall", per pound. "Traffic Barrier', per linear foot. "Pedestrian Barrier", per linear foot. The unit contract price per linear foot for"_ Barrier"shall be full pay for constructing the barrier on top of the retaining wall, except that when these bid items are not included in the proposal, all costs in connection with performing the work as specified shall be included in the unit contract price per cubic yard for"Conc. Class 4000 For Retaining Wall", and the unit contract price per pound for" Bar For Retaining Wall". SECTION 6-12, NOISE BARRIER WALLS April 5, 2004 6-12.1 Description This work consists of constructing cast-in-place concrete, precast concrete, masonry, and timber noise barrier walls, including those shown in the Standard Plans. 6-12.2 Materials Materials shall meet the requirements of the following sections: Cement 9-01 Aggregates for Portland Cement Concrete 9-03.1 Gravel Backfill 9-03.12 Premolded Joint Filler 9-04.1(2) Bolts, Nuts, and Washers 9-06.5(1) Steel Reinforcing Bar 9-07.2 Epoxy-Coated Steel Reinforcing Bar 9-07.3 Paints 9-08 Concrete Curing Materials and Admixtures 9-23 di S • Fly Ash 9-23.9 Water 9-25 Other materials required shall be as specified in the Special Provisions. 6-12.3 Construction Requirements 6-12.3(1) Submittals All noise barrier walls not constructed immediately adjacent to the roadway, and which require construction of access for work activities, shall have a noise barrier wall access plan. The Contractor shall submit the noise barrier wall access plan to the Engineer for approval in accordance with Section 6-01.9. The noise barrier wall access plan shall include, but not be limited to, the locations of access to the noise barrier wall construction sites, and the method, materials, and equipment used to construct the access, remove the access, and recontour and reseed the disturbed ground. For construction of all noise barrier walls with shafts, the Contractor shall submit a shaft construction plan to the Engineer for approval in accordance with Section 6-01.9, including but not limited to the following information: ISO 1. List and description of equipment to be used to excavate and construct the shafts, including description of how the equipment is appropriate for use in the expected subsurface conditions. 2. The construction sequence and order of shaft construction. 3. Details of shaft excavation methods, including methods to clean the shaft excavation. 4. Details and dimensions of the shaft, and casing if used. 5. The method used to prevent ground caving (temporary casing, slurry, or other "'P means). 6. Details of concrete placement including procedures for deposit through a — conduit, tremie, or pump. 7. Method and equipment used to install and support the steel reinforcing bar cage. For construction of precast concrete noise barrier walls, the Contractor shall submit shop drawings for the precast concrete panels to the Engineer in accordance with Section 6- 02.3(28)A. In addition to the items listed in Section 6-02.3(28)A, the precast concrete panel shop drawings shall include the following: 1. Construction sequence and method of forming the panels. 2. Details of additional reinforcement provided at lifting and support locations. OVO mor 3. Method and equipment used to support the panels during storage, transporting, and erection. 4. Erection sequence, including the method of lifting the panels, placing and adjusting the panels to proper alignment and grade, and supporting the panels during bolting; grouting, and backfilling operations. The Contractor shall not begin noise barrier wall construction activities, including access construction and precast concrete panel fabrication, until receiving the Engineer's approval of all appropriate and applicable submittals. 6-12.3(2) Work Access and Site Preparation The Contractor shall construct work access in accordance with the work access plan as approved by the Engineer. The construction access roads shall minimize disturbance to the existing vegetation, especially trees. Only trees and shrubs in direct conflict with the approved construction access road alignment shall be removed. Only one access road into the noise barrier wall from the main roadway and one access road from the noise barrier wall to the main roadway shall be constructed at each noise barrier wall. Existing vegetation that has been identified by the Engineer shall be protected in wr accordance with Sections 1-07.16 and 2-01, and the Special Provisions. 6-12.3(3) Shaft Construction err The Contractor shall excavate and construct the shafts in accordance with the shaft construction plan as approved by the Engineer. is 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, slurry, or other methods approved by the Engin.eer 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. is 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 vii provisions of Section 6-12.5 as supplemented in the Special Provisions. The method of S „ ,, 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 shafts. 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. s” 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 the concrete as specified in the approved shaft construction plan. If water is present, concrete shall be placed in accordance with Section 6-02.3(6)6. 6-12.3(4) Trench, Grade Beam, or Spread Footing Construction Where the noise barrier wall foundations exist below the existing groundline, excavation „.l 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. Where the noise barrier wall foundations exist above the existing groundline, the Contractor shall place and compact backfill material in accordance with Section 2- r. 03.3(14)C. Concrete for trench, grade beam, or spread footing foundations shall conform to Class 4000. Cast-in-place concrete shall be formed, placed, and cured in accordance with Section 6- 02, except that concrete for trench foundations shall be placed against undisturbed soil. The excavation shall be backfilled in accordance with item 1 of the Compaction subsection of Section 2-09.3(1)E. The steel reinforcing bar cage and the noise barrier wall anchor bolts shall be installed and rigidly braced prior to grade beam and spread footing concrete placement to retain IMO EIS a their configuration during concrete placement. The Contractor shall not place individual or loose steel reinforcing bars and anchor bolts, and shall not install anchor bolts during or after concrete placement. 6-12.3(5) Cast-In-Place Concrete Panel Construction Construction of cast-in-place concrete panels for noise barrier walls shall conform to Section 6-11.3(4). For noise barrier walls with traffic barrier, the construction of the traffic barrier shall also conform to Section 6-10.3(2). The top of the cast-in-place 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. a 6-12.3(6) Precast Concrete Panel Fabrication and Erection The Contractor shall fabricate and erect the precast concrete panels in accordance with Section 6-02.3(28), and the following requirements: 1. Concrete shall conform to Class 4000. a 2. Except as otherwise noted in the Plans and Special Provisions, all concrete surfaces shall receive a Class 2 finish in accordance with Section 6-02.3(14)6. 3. The precast concrete panels shall be cast in accordance with Section 6- 02.3(28)6. The Contractor shall cast the precast concrete panels horizontally, with the traffic side surface cast against the form liner on the bottom. The Contractor shall fully support the precast concrete panel to avoid bowing and sagging surfaces. After receiving the Engineer's approval of the shop drawings, the Contractor shall cast one precast concrete panel to be used as the sample panel. The Contractor shall construct the sample panel in accordance with the procedure and details specified in the shop drawings 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 ai 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 itU scalar tolerances: Length and Width: ± 1/8 inch per five feet, not to exceed 1/4 inch total. Thickness: + 1/4 inch. a iii MN 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. us 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. IMP 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. The Contractor shall construct a concrete landing pad on the roadway side of each access door location as shown in the Plans. The concrete shall conform to Section 6- 02.3(2)B. 6-12.3(10) Finish Ground Line Dressing The Contractor shall contour and dress the ground line on both sides of the noise barrier wall, providing the minimum cover over the foundation as shown in the Plans. The Contractor shall contour the ground adjacent to the barrier to ensure good drainage away from the barrier. Ii After the access roads are no longer needed for noise barrier wall construction activities, + the Contractor shall restore the area to the original condition. The Contractor shall recontour the access roads to match into the surrounding ground and shall reseed all disturbed areas in accordance with the Section 8-01 and the Special Provisions, and the noise barrier wall access plan as approved by the Engineer. 6-12.4 Measurement Noise barrier wall will be measured by the square foot area of one face of the completed wall panel in place. Except as otherwise noted, the bottom limit for measurement will be the top of the trench footing, spread footing, or shaft cap. For Noise Barrier Type 5, the bottom measurement limit will be the optional construction joint at the base of the traffic barrier. For Noise Barrier Type 7, the bottom measurement limit will be base of the traffic barrier. For Noise Barrier Types 8, 11, 12, 14, 15, and 20, the bottom measurement limit will be the base of the wall panel. Noise barrier wall access door will be measured once for each access door assembly with concrete landing pad furnished and installed. 6-12.5 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: "Noise Barrier Wall Type ", per square foot. The unit contract price per square foot for "Noise Barrier Wall Type " shall be full pay for constructing the noise barrier walls as specified, including constructing and removing access roads, excavating and constructing foundations and grade beams, constructing cast-in-place concrete, and masonry wall panels, fabricating and erecting precast concrete, and timber wall panels, applying sealer, and contouring the finish ground line adjacent to the noise barrier walls. "Noise Barrier Wall Access Door", per each. The unit contract price per each for"Noise Barrier Wall Access Door" shall be full pay for furnishing and installing the access door assembly as specified, including I painting the installed access door assembly and constructing the concrete landing pad. SECTION 6-13, STRUCTURAL EARTH WALLS April 5, 2004 vii 6-13.1 Description This work consists of constructing structural earth walls (SEW). 6-13.2 Materials Materials shall meet the requirements of the following sections: Cement 9-01 Aggregates for Portland Cement Concrete 9-03.1 Gravel Backfill • 9-03.12 Premolded Joint Filler 9-04.1(2) Steel Reinforcing Bar 9-07.2 11 a • ;.. 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 r 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: 3/4 inch 2. Deviation from the overall design batter of the wall shall not exceed the INN following per ten feet of wall height: a. Welded wire faced structural earth wall: 1.5 inches AO b. Precast concrete panel and concrete block faced structural earth wall: 1/2 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 Olt of that staked on the ground. • 6. The backfill reinforcement layers shall be located horizontally and vertically within one inch of the locations shown in the structural earth wall working drawings as approved by the Engineer. • At least five working days prior to the Contractor beginning any structural earth wall work at the site, a structural earth wall preconstruction conference shall be held to discuss construction procedures, personnel, and equipment to be used, and other elements of structural earth wall construction. Those attending shall include: 1. (representing the Contractor) The superintendent, on site supervisors, and all foremen in charge of excavation, leveling pad placement, concrete block and soil reinforcement placement, and structural earth wall backfill placement and compaction. 2. (representing the Structural Earth Wall Manufacturer) The qualified and experienced representative of the structural earth wall manufacturer as specified at the beginning of this Section. 3. (representing the Contracting Agency) The Project Engineer, key inspection personnel, and representatives from the WSDOT Construction Office and Materials Laboratory Geotechnical Services Branch. so 6-13.3(2) Submittals The Contractor, or the supplier as the Contractor's agent, shall furnish to the Engineer a tai Manufacturer's Certificate of Compliance in accordance with Section 1-06.3, certifying that the structural earth wall materials conform to the specified material requirements. This includes providing a Manufacturer's Certificate of Compliance for all concrete admixtures, cement, fly ash, steel reinforcing bars, reinforcing strips, reinforcing mesh, tie strips, fasteners, welded wire mats, backing mats, construction geotextile for wall facing, drainage geosynthetic fabric, block connectors, and joint materials. The Manufacturer's Certificate of Compliance for geogrid reinforcement shall include the information specified in Section 9-33.4(4) for each geogrid roll, and shall specify the geogrid polymer types for each geogrid roll. A copy of all test results, performed by the Contractor or the Contractor's supplier, which are necessary to assure compliance with the specifications, shall submitted to the Engineer along with each Manufacturer's Certificate of Compliance. Before fabrication, the Contractor shall submit a field construction manual for the structural earth walls, prepared by the wall manufacturer, to the Engineer for approval in accordance with Section 6-01.9. This manual shall provide step-by-step directions for construction of the wall system. The Contractor, or the supplier as the Contractor's agent, shall submit detailed design calculations and working drawings to the Engineer for approval in accordance with Section 6-01.9. The design calculation and working drawing submittal shall include detailed design calculations and all details, dimensions, quantities, and cross-sections necessary to construct the wall. The calculations shall include a detailed explanation of any symbols and computer programs used in the design of the walls. All computer output submitted shall be accompanied by supporting hand calculations detailing the calculation process. The design calculations shall be based on the current AASHTO Standard Specifications for Highway Bridges including current interims, and also based on the following: a ow tor 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 (backfill 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. 'w"` 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. 0. 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: i. 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 geogrids 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 .t 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, 11 strip or welded wire mat, and the centerline of any drainage structure i 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. f. Cross-section showing limits of construction. In fill sections, the cross- as section shall show the limits and extent of select granular backfill material placed above original ground. g. Limits and extent of reinforced soil volume. 2. All details including steel reinforcing bar bending details. Bar bending details is 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 barrier 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 us 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 geogrid reinforcing, in accordance with Section 2-12.3. Prior to wall construction, + i the foundation, if not in rock, shall be compacted as approved by the Engineer. a a At the foundation level of the bottom course of precast concrete facing panels and ei 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 14' panels or concrete blocks. 6-13.3(4) Precast Concrete Facing Panel and Concrete Block Fabrication 401 Concrete for precast concrete facing panels shall meet the following requirements: 1. Have a minimum 28 day compressive strength of 4,000 pounds per square 141 inch, unless otherwise specified in the Special Provisions for specific proprietary wall systems. 2. Contain a water-reducing admixture meeting AASHTO M 194 Type A, D, F, or G. „s. 3. Be air-entrained, 6 percent± 1 1/2 percent. 4. Have a maximum slump of four inches, or six inches if a Type F or G water reducer is used. NAP Concrete for dry cast concrete blocks shall meet the following requirements: 1. Have a minimum 28 day compressive strength of 4,000 psi. 2. Conform to ASTM C 1372, except as otherwise specified. 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. .r 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. • tut All precast concrete facing panels shall be five feet square, except: mos 1. for partial panels at the top, bottom, and ends of the wall, and 2. as otherwise shown in the Plans. Ii a All precast concrete facing panels shall be manufactured within the following tolerances: 1. All dimensions ±3/16 inch. 2. Squareness, as determined by the difference between the two diagonals, shall not exceed 1/2 inch. 3. Surface defects on smooth formed surfaces measured on a length of 5 feet shall not exceed 1/8 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: 1. Vertical dimensions shall be ± 1/16 inch of the plan dimension, and the rear height shall not exceed the front height. S 2. The dimensions of the grooves in the top and bottom faces of the concrete blocks shall be formed within the tolerances specified by the proprietary wall manufacturer, for the fit required for the block connectors. 3. All other dimensions shall be± 1/4 inch of the plan dimension. Tie attachment devices, except for geosynthetic reinforcement, shall be set in place to a the dimensions and tolerances shown in the Plans prior to casting. The forms forming precast concrete facing panels, including the forms for loop pockets and access pockets, and the forms forming the concrete blocks, shall be removed in accordance with the recommendations of the wall manufacturer, without damaging the concrete. The concrete surface for the precast concrete facing panel shall have the finish shown in the Plans for the front face and an unformed finish for the rear face. The rear face of the precast concrete facing panel shall be roughly screeded to eliminate open pockets of aggregate and surface distortions in excess of 1/4 inch. The concrete surface for the front face of the concrete block shall be flat, and shall be a conventional "split face" finish in accordance with the wall manufacturer's specifications. The concrete surface of all other faces shall be Class 2 in accordance with Section 6- 02.3(14)B. The finish and appearance of the concrete blocks shall also conform to 'l' ASTM C 1372. The color of the concrete block shall be concrete gray, unless otherwise shown in the Plans. S The date of manufacture, production lot number, and the piece-mark, shall be clearly marked on the rear face of each precast concrete facing panel, and marked or tagged on each pallet of concrete blocks. a All precast concrete facing panels and concrete blocks shall be handled, stored, and shipped in accordance with Sections 6-02.3(28)G and 6-02.3(28)H to prevent chipping, cracks, fractures, and excessive bending stresses. S Precast concrete facing panels in storage shall be supported on firm blocking located immediately adjacent to tie strips to avoid bending the tie strips. 6-13.3(5) Precast Concrete Facing Panel and Concrete Block Erection The precast concrete facing panels shall be placed vertically. During erection, precast concrete facing panels shall be handled by means of a lifting device set into the upper edge of the panels. Concrete blocks shall be erected in a running bond fashion in accordance with the wall manufacturer's field construction manual, and may be placed by hand. The top surface of each course of concrete blocks, including all pockets and recesses, shall be cleaned of backfill and all extraneous materials prior to connecting the reinforcing strips or geosynthetic reinforcing, and placing the next course of concrete blocks. Concrete sar blocks receiving geosynthetic reinforcement shall be connected as specified in the Special Provisions. Cap block top courses shall be bonded to the lower course of concrete blocks as specified below. All other concrete blocks shall be connected with .r block connectors or pins placed into the connector slots. Precast concrete facing panels and concrete blocks shall be placed in successive horizontal lifts as backfill placement proceeds in the sequence shown in the structural earth wall working drawings as approved by the Engineer. External bracing is required for the initial lift for precast concrete facing panels. gio 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 junction 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: 1. 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 geogrid node at the end of the specified reinforcement length. Geosynthetic 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 sit 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 +rr be bonded to the lower course with mortar, or with an adhesive capable of bonding the concrete block courses together. so 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 construction 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 ei approved by the Engineer. 6-13.3(7) Backfill stai 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: 1. The Contractor shall ensure that six inches minimum of backfill shall be between the geogrid reinforcement, or construction geotextile for wall facing, and any construction vehicle or equipment tires or tracks at all times. Misalignment or distortion of the precast concrete facing panels or concrete blocks due to placement of backfill 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. Backf ill shall be compacted in accordance with Method C of Section 2-03.3(14)C, except as follows: AO 1. 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 backfill 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). II we 6-14.2 Materials Materials shall meet the requirements of the following sections: `MP Gravel Borrow For Geosynthetic Retaining Wall 9-03.14(4) Construction Geosynthetic 9-33 "" The requirements specified in Section 2-12.2 for geotextiles shall also apply to geosynthetic and geogrid materials used for permanent and temporary geosynthetic retaining walls. w. Other materials required shall be as specified in the Special Provisions. • 6-14.3 Construction Requirements Temporary geosynthetic retaining walls are defined as those walls and wall components constructed and removed or abandoned before the physical completion date of the ,,. project or as shown in the Plans. All other geosynthetic retaining walls shall be considered as permanent. 6-14.3(1) Quality Assurance The Contractor shall complete the base of the retaining wall excavation to within plus or minus three inches of the staked elevations unless otherwise directed by the Engineer. The Contractor shall place the external wall dimensions to within plus or minus two mi` inches of that staked on the ground. The Contractor shall space the reinforcement layers vertically and place the overlaps to within plus or minus one inch of that shown in the Plans. The completed wall(s) shall meet the following tolerances: .r. Permanent Wall Temporary Wall Deviation from the design batter and horizontal alignment for the face when measured along a ten foot straight edge at the midpoint of each wall layer shall not exceed: 3 inches 5 inches Deviation from the overall design batter per ten feet of wall height shall not exceed: 2 inches 3 inches Maximum outward bulge of the face between backfill reinforcement layers shall stip not exceed: 4 inches 6 inches raw ail 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: ito 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 corner. 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 stri requirements of these Specifications. 6-14.3(3) Excavation and Foundation Preparation ,rrw 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. tit 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. aw 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. For geogrids, the length of the reinforcement required as shown in the Plans shall be defined as the distance between the geosynthetic wrapped face and the last geogrid node at the end of the reinforcement in the wall backfill. The Contractor shall place fill material on the geosynthetic in lifts such that six inches minimum of fill material is between the vehicle or equipment tires or tracks and the geosynthetic at all times. The Contractor shall remove all particles within the backfill material greater than three inches in size. Turning of vehicles on the first lift above the geosynthetic will not be permitted. The Contractor shall not end dump fill material directly on the geosynthetic without the prior approval of the Engineer. Should the geosynthetic be damaged or the splices disturbed, the backfill around the damaged or displaced area shall be removed and the damaged strip of geosynthetic replaced by the Contractor at no expense to the Contracting Agency. The Contractor shall use a temporary form system to prevent sagging of the geosynthetic facing elements during construction. A typical example of a temporary form system and sequence of wall construction required when using this form are detailed in the Plans. Soil piles or the geosynthetic manufacturer's recommended method, in combination with the forming system shall be used to hold the geosynthetic in place until the specified cover material is placed. The Contractor shall place and compact the wall backfill in accordance with the wall construction sequence detailed in the Plans and Method C of Section 2-03.3(14)D, except as follows: Avi„ 1. 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. Rollers shall have sufficient capacity to achieve compaction without causing distortion to the face of the wall in accordance with Section 6-14.3(1). 4. The Contractor shall not use sheepsfoot rollers or rollers with protrusions. MIA 5. 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 go 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. 6. 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. ININ The Contractor shall construct wall corners at the locations shown in the Plans, and in accordance with the wall corner construction sequence and method submitted by the Contractor and approved by the Engineer. Wall angle points with an interior angle of less than 150 degrees shall be considered to be a wall corner. The wall corner shall provide a positive connection between the sections of the wall on each side of the corner iii such that the wall backfill material cannot spill out through the corner at any time during the design life of the wall. The Contractor shall construct the wall corner such that the wall sections on both sides of the corner attain the full geosynthetic layer embedment it lengths shown in the Plans. Where required by retaining wall profile grade, the Contractor shall terminate top layers wii of retaining wall geosynthetic and backfill in accordance with the method submitted by the Contractor and approved by the Engineer. The end of each layer at the top of the wall shall be constructed in a manner which prevents wall backfill material from spilling Ili out the face of the wall throughout the life of the wall. If the profile of the top of the wall changes at a rate of 1:1 or steeper, this change in top of wall profile shall be considered to be a corner. at 6-14.3(5) Guardrail Placement The Contractor shall install guardrail posts as shown in the Plans after completing the wall, but before the permanent facing is installed. The Contractor shall install the posts 'ii in a manner that prevents bulging of the wall face and prevents ripping, tearing, or pulling of the geosynthetic reinforcement. Holes through the geosynthetic 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 geosynthetic reinforcement. oil 6-14.3(6) Permanent Facing The Contractor shall apply a permanent facing to the surface of all permanent geosynthetic retaining walls as shown in the Plans. Shotcrete facing, if shown in the ;M Plans, shall conform to Section 6-18. Concrete fascia panel, if shown in the Plans, shall conform to Section 6-15.3(9). iiii 6-14.3(7) Geosynthetic Retaining Wall Traffic Barrier and Geosynthetic Retaining Wall Pedestrian Barrier Geosynthetic retaining wall traffic barrier and geosynthetic retaining wall pedestrian lid barrier, if shown in the Plans, shall be constructed in accordance with Sections 6- 02.3(11)A and 6-10.3(2), and the details in the Plans, except as follows: 1. The slip-form method of barrier construction will not be allowed for geosynthetic "s retaining wall traffic barrier and geosynthetic retaining wall pedestrian barrier. 2. The Contractor shall not begin placing backfill above the bottom of the geosynthetic retaining wall traffic barrier and geosynthetic retaining wall pedestrian barrier until removing the forms from the portion of the barrier being embedded. The Contractor shall not remove forms from the embedded portion +lr of the barrier until the concrete has set for at least three days or has attained a minimum compressive strength of 2,400 psi. iii Iii IN err 6-14.4 Measurement Permanent geosynthetic retaining wall and temporary geosynthetic retaining wall will be measured by the square foot of face of completed wall. Gravel borrow for geosynthetic retaining wall backfill will be measured as specified in Section 2-03.4. 41111 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. +wr Geosynthetic retaining wall traffic barrier and geosynthetic retaining wall pedestrian barrier will be measured as specified in Section 6-10.4 for cast-in-place concrete barrier. 6-14.5 Payment Payment will be made in accordance with Section 1-04.1 for each of the following bid .p items when they are included in the proposal: "Geosynthetic Retaining Wall", per square foot. "Temporary Geosynthetic Retaining Wall", per square foot. All costs in connection with constructing the temporary or permanent geosynthetic retaining wall as specified shall be included in the unit contract price per square foot Ow for "Geosynthetic Retaining Wall" and "Temporary Geosynthetic Retaining Wall", including compaction of the backfill material and furnishing and installing the temporary forming system. "" "Borrow for Geosynthetic Wall Incl. 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 "Gravel Borrow for Geosynthetic Wall Incl. Haul". "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 f„ 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 Retaining Wall Traffic Barrier", per linear foot. "•` "Geosynthetic Retaining Wall Pedestrian Barrier", per linear foot. The unit contract price per linear foot for"Geosynthetic Retaining Wall _ Barrier" shall be full pay for constructing the barrier on top of the geosynthetic retaining wall. V tor lei 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) 0 Other materials required, including materials for soil nails, shall be as specified in the Special Provisions. 6-15.3 Construction Requirements 6-15.3(1) General Description Soil nailing shall consist of excavating to the layer limits shown in the Plans, drilling holes at the specified angle into the native material, placing and grouting epoxy coated or encapsulated steel reinforcing bars (soil nails) in the drilled holes, placing prefabricated drainage material and steel reinforcement, and applying a shotcrete facing over the steel reinforcement. After completing the wall to full height, the Contractor shall construct the concrete fascia panels as shown in the Plans. All proprietary items used in the soil nailed structure shall be installed in accordance with the manufacturer's recommendations. In the event of a conflict between the manufacturer's recommendations and these specifications, these specifications shall prevail. 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. es 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 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 soil nails or ground anchors. 10 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 U wir accordance with Section 6-01.9 not less than 30 calendar days prior to the start of wall excavation. 1. 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: 'e' a. Supervising Engineer b. Drill Operators mow 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. c Proposed drilling methods and equipment. ON d. Proposed hole diameter(s). e. Proposed method of soil nail installation. rr f. Grout mix design and procedures for placing the grout. g. Shotcrete mix design with compressive strength test results. h. Procedures for placing the shotcrete (include placement in conditions when ground water is encountered). i. Encapsulation system for additional corrosion protection selected for the soil nails and anchorages requiring encapsulation. 4. Detailed working drawings of the method proposed for the soil nail testing which includes: a. a. All necessary drawings and details to clearly describe the proposed system of jacking support, framing, and bracing to be used during w0 testing. b. Calibration data for each load cell, test jack, pressure gauge, stroke „�. counter on the grout pump, and master 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. Testing or work shall not commence until the Engineer has approved the load cell, jack, pressure gage, and al master pressure gauge calibrations. 5. Certified mill test results and typical stress-strain curves along with samples from each heat, properly marked, for the soil nail steel. The typical stress- strain curve shall be obtained by approved standard practices. The guaranteed ultimate strength, yield strength, elongation, and composition shall be specified. voi 6-15.3(4) Preconstruction Conference A soil nail preconstruction conference shall be held at least five working days prior to the at Contractor beginning any permanent soil nail 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: 1. (representing the Contractor) The superintendent, on site supervisors, and all at foremen in charge of excavating the soil face, drilling the soil nail hole, placing the soil nail and grout, placing the shotcrete facing, and tensioning and testing the soil nail. at 2. (representing the Contracting Agency) The Project Engineer, key inspection personnel, and representatives from the WSDOT Construction Office and Materials Laboratory Geotechnical Services Branch. If the Contractor's key personnel change, or if the Contractor proposes a significant revision of the approved permanent soil nail installation plan, an additional conference up shall be held before any additional permanent soil nail operations are performed. 6-15.3(5) Earthwork at The ground contour above the wall shall be established to its final configuration and backslope as shown in the Plans prior to beginning excavation of the soil for the first row of soil nails. All excavation shall conform to Section 2-03. ifili The excavation shall proceed from the top down in a horizontal lift sequence with the ground level excavated no more than 3 feet below the elevation of the row of nails to be installed in that lift. The excavated vertical wall face should not be left open more than 24 hours for any reason. A lift shall not be excavated until the nail installation and reinforced shotcrete placement for the preceding lift has been completed and accepted. After a lift is excavated, the cut surface shall be cleaned of all loose materials, mud, rebound, and other foreign matter that could prevent or reduce shotcrete bond. 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. at 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. wow low 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 is 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 aur 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 gap 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 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 .w� 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 Not 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 M"' no additional cost to the Contracting Agency. If caving conditions are encountered, no further drilling will be allowed until the +r• Contractor selects a method to prevent ground movement. The Contractor may use temporary casing. The Contractor's method to prevent ground movement shall be approved by the Engineer. The casings for the nail holes, if used, shall be removed as - the grout is being placed. Mir tar Where necessary for stability of the excavation face, a sealing layer of shotcrete may be at placed before drilling is started, or the Contractor shall have the option of drilling and grouting of nails through a stabilizing berm of native soil at the face of the excavation. The stabilizing berm shall extend horizontally from the soil face and from the face of the shotcrete a minimum distance of one foot, and shall be cut down from that point at a safe slope, no steeper than 1 H:1 V unless approved by the Engineer. The berm shall be excavated to final grade after installation and full length grouting of the nails. Nails damaged during berm excavation shall be repaired or replaced by the Contractor, to the satisfaction of the Engineer, at no added cost to the Contracting Agency. If sections of the wall are constructed at different times than the adjacent soil nail sections, the Contractor shall use stabilizing berms, temporary slopes, or other measures, as approved by the Engineer, to prevent sloughing or failure of the adjacent soil nail sections. If cobbles and boulders are encountered at the soil face during excavation, the Contractor shall remove all cobbles and boulders that protrude from the soil face into the design wall section and fill the void with shotcrete. All shotcrete used to fill voids created by removal of cobbles and boulders shall be incidental to shotcrete facing. 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 two 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. a The grout shall be injected from the lowest point of the drilled hole. The grout shall be pumped through grout tubes after insertion of the soil nail. The quantity of the grout and the grout pressures shall be recorded. The grout pressures and grout takes shall be controlled to prevent excessive ground heave. 6-15.3(7) Shotcrete Facing Prior to placing any shotcrete on an excavated layer, the Contractor shall vertically center prefabricated drainage mat between the columns of nails as shown in the Plans. The prefabricated drainage mat shall be installed in accordance with the manufacturer's recommendations. The permeable drain side shall be placed against the exposed soil face. The prefabricated drainage mat shall be installed after each excavation lift and shall be hydraulically connected with the prefabricated drainage mat previously placed, wig such that the vertical flow of water is not impeded. The Contractor shall tape all joints in the prefabricated drainage mat to prevent shotcrete intrusion during shotcrete application. The Contractor shall place steel reinforcing bars and welded wire fabric, and apply the shotcrete facing in accordance with Section 6-18 and the details shown in the Plans. The shotcrete shall be constructed to the minimum thickness as shown in the Plans. Costs associated with additional thickness of shotcrete due to overexcavation or irregularities in the cut face shall be borne by the Contractor. wig .rr ,n„ Each soil nail shall be secured at the shotcrete facing with a steel plate as shown in the Plans. The plate shall be seated on a wet grout pad of a pasty consistency similar to that of mortar for brick-laying. The nut shall then be sufficiently tightened to achieve full bearing surface behind the plate. After the 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 ww 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 vernier 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 jack 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. imp 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 N,p 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. wr 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 w• 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 bearing m' 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 drilled 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. No part of the reaction frame shall bear within 12 inches of the edge of the test nail blockout to 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 ground/rock 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. wit 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 me 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: a 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 a 101 rr The test load shall be determined by the following equation = Test Load (TL) = Bond Length (BL) X Design Load Transfer (DLT). tot 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. nt A verification tested nail with a 60 minute load hold at 1.50TL is acceptable if: 1. The nail carries the test load with a creep rate that does not exceed 0.08 inch ,w„ 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 +�w elastic elongation of the non-bonded length. Furthermore, a pullout failure shall not occur for the verification test anchor at the 2.0TL 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. r 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 rr 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 to 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 AM. AMP • 0.50TL 5 minutes 0.75TL 5 minutes 1.00TL 5 minutes 1.25TL 5 minutes 1.50TL 10 minutes tro 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 MI nail movement shall be recorded at 20, 30, 50, and 60 minutes. If a nail fails in creep, retesting will not be allowed. at A proof tested nail is acceptable if: 1. 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. UI: 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. at 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. N 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 to 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. N vrr ,,,• 6-15.4 Measurement Prefabricated drainage mat will be measured by the square yard of material 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. ,n, All costs in connection with furnishing 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. """' "Soil Nail Verification Test", lump sum. "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). Shotcrete facing will be paid for in accordance with Section 6-18.5. Unless otherwise specified, all costs in connection with excavation in front of the back face of the shotcrete facing shall be included in the unit contract price per air cubic yard for"Roadway Excavation" or"Roadway Excavation Incl. Haul"as specified in Section 2-03.5. "" SECTION 6-16, SOLDIER PILE AND SOLDIER PILE TIEBACK WALLS April 5, 2004 6-16.1 Description This work consists of constructing soldier pile walls and soldier pile tieback walls. 6-16.2 Materials Materials shall meet the requirements of the following sections: vow Controlled Density Fill 2-09.3(1)E ' Cement 9-01 Aggregates for Portland Cement Concrete 9-03.1 Gravel Backfill 9-03.12 Premolded Joint Filler 9-04.1(2) Welded Shear Studs 9-06.15 Steel Reinforcing Bar 9-07.2 • Epoxy-Coated Steel Reinforcing Bar 9-07.3 Paints 9-08 Timber Lagging 9-09.2 ase Preservative Treatment for Timber Lagging 9-09.3(1) Soldier Piles 9-10.5 Concrete Curing Materials and Admixtures 9-23 Fly Ash 9-23.9 Water 9-25 Prefabricated Drainage Mat 9-33.2(3) Other materials required shall be as specified in the Special Provisions. 6-16.3 Construction Requirements wig 6-16.3(1) Quality Assurance The steel soldier piles shall be placed so that the center line of the pile at the top is • within 1 inch of the plan location. The steel soldier pile shall be plumb, to within 0.5 percent of the length based on the total length of the pile. Welding, repair welding, and welding inspection shall conform to the Section 6-03.3(25) requirements for welding, repair welding, and welding inspection for all other steel fabrication. 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. 1. Where the lateral pressure from concrete placement, as specified in Section 6- +r► 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: oto woo 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: 1. An overall construction operation sequence and the sequence of shaft "" construction. 2. List, description, and capacities of proposed equipment including but not limited ww 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. IMP 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 ISP site and subsurface conditions. 4. Details of the method(s) to be used to ensure shaft stability (i.e., prevention of w' caving, bottom heave, etc. using temporary casing, slurry, or other means) during excavation and concrete placement. This shall include a review of method suitability to the anticipated site and subsurface conditions. If temporary casings are proposed, casing dimensions and detailed procedures for casing installation and removal shall be provided. If slurry is proposed, detailed procedures for mixing, using, maintaining, and disposing of the slurry ,., shall be provided. A detailed mix design, and a discussion of its suitability to the anticipated subsurface conditions shall also be provided for the proposed slurry. 5. Details of soldier pile placement including internal support bracing and centralization methods. soo 6. Details of concrete placement including proposed operational procedures for pumping and/or tremie methods. 7. Details of the device used to prevent unauthorized entry into a shaft No excavation. 8. The method to be used to form the horizontal construction joint at the top Sri elevation specified for concrete Class 4000P in the shaft. Work shall not begin until the appropriate submittals have been approved in writing by to the Engineer. 6-16.3(3) Shaft Excavation Shafts shall be excavated to the required depth as shown in the Plans. The minimum diameter of the shaft shall be 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. The Contractor may use temporary telescoping casing to construct the shafts. S If the shaft excavation is stopped the shaft shall be secured by installation of a safety cover. It shall be the Contractor's responsibility to ensure the safety of the shaft and surrounding soil and the stability of the side walls. A temporary casing, slurry, or other methods specified in the shaft installation plan as approved by the Engineer shall be used if necessary to ensure such safety and stability. S Where caving in conditions are encountered, no further excavation will be allowed until the Contractor has implemented the method to prevent ground caving as submitted in accordance with item 4 of the Shaft Installation Plan and as approved by the Engineer. The Contractor shall use appropriate means such as a cleanout bucket, or air lift to clean the bottom of the excavation of all shafts. No more than 2 inches of loose or disturbed material shall be present at the bottom of the shaft just prior to beginning concrete placement. The excavated shaft shall be inspected and approved by the Engineer prior to proceeding with construction. 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 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 6-16.5 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. voi s S +rw 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 't` 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 it be attached before or after painting. Paint damaged by welding shear studs in place does not require repair. WM 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. "mp 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. w. The Contractor's method for depositing the shaft backfill shall have approval of the Engineer prior to the placement of the shaft backfill. sir 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 im` 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 *o 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. The lagging shall be installed from the top of the pile proceeding downward. The timber lagging shall make direct contact with the soil. Voids shall be filled with gravel backfill for walls, which shall be considered incidental to the installation of the timber lagging. Where timber lagging and backfill are above the existing or excavated groundline, the lagging and backfill shall be placed concurrently. The backfill layers shall be placed in accordance with Section 2-03.3(14) except that all layers shall be compacted to 90 percent of maximum density. s• 6-16.3(7) Prefabricated Drainage Mat For walls with concrete fascia panels, prefabricated drainage mat shall be installed full height of the concrete fascia panel and full width between soldier pile flanges, unless otherwise shown in the Plans. The prefabricated drainage mat shall be attached to the lagging in accordance with the manufacturer's recommendations. The fabric side shall face the lagging. Splicing of the prefabricated drainage mat shall be in accordance with the manufacturer's recommendations. to The Contractor shall ensure the hydraulic connection of the prefabricated drainage mat to the previously installed material so that the vertical flow of water is not impeded. The Contractor shall tape all joints in the prefabricated drainage mat to prevent concrete intrusion during concrete fascia panel construction. 6-16.3(8) Concrete Fascia Panel The Contractor shall construct the concrete fascia panels as shown in the Plans, and in i accordance with the forming plan as approved by the Engineer. 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. i 6-16.4 Measurement Soldier pile shaft construction will be measured by the linear foot of shaft excavated below the top of ground line for the shaft, defined as the highest existing ground point + ► within the shaft diameter. Furnishing soldier pile will be measured by the linear foot of pile assembly specified in U the Proposal, including adjustments to the Plan quantity made in accordance with Section 1-04.4. .r Timber lagging will be measured by the thousand board feet measure (MBM) installed. The quantity will be computed using the nominal thickness and width dimensions of the timber lagging members, and the center to center spacing of the soldier piles as the length dimension. Prefabricated drainage mat will be measured by the square yard of material furnished and installed. sow Concrete fascia panel will be measured by the square foot surface area of the completed fascia panel, measured to the neat lines of the panel as shown in the Plans. .r 6-16.5 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: "Shaft - Diameter", per linear foot. ,,, All 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. IMP "Furnishing Soldier Pile -_", per linear foot. All costs in connection with furnishing soldier pile assemblies shall 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. vio "Timber Lagging", per MBM. All costs in connection with furnishing 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 ,W, Excavation Incl. Haul" as specified in Section 2-03.5. sip SECTION 6-17, PERMANENT GROUND ANCHORS mi April 5, 2004 6-17.1 Description mio 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 rr 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. 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 +r 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. 0 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 five 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. r The Contractor shall assign an engineer to supervise the work with at least three years of experience 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 vis 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. woo 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 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 t"` 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 ■r 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. ser 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 vo 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 aso the Engineer. 6-17.3(4) Preconstruction Conference vita A permanent ground anchor preconstruction conference shall be held at least five working days prior 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: 1. (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. ,fir 2. (representing the Contracting Agency) The Project Engineer, key inspection personnel, and representatives from the WSDOT Construction Office and tio Materials Laboratory Geotechnical Services Branch. If the Contractor's key personnel change, or if the Contractor proposes a significant revision of the approved permanent ground anchor installation plan, an additional conference shall be held before any additional permanent ground anchor operations are performed. w 6-17.3(5) Tendon Fabrication The tendons can be either shop or field fabricated. The tendon shall be fabricated as shown in the approved shop plans. The Contractor shall select the type of tendon to be used. The tendon shall be sized so the design load does not exceed 60 percent of the minimum guaranteed ultimate tensile tip strength of the tendon. In addition, the tendon shall be sized so the maximum test load does not exceed 80 percent of the minimum guaranteed ultimate tensile strength of the tendon. The Contractor shall be responsible for determining the bond length and tendon bond length necessary to develop the design load indicated in the Plans in accordance with dit Sections 6-17.3(8)A, 6-17.3(8)B, and 6-17.3(8)C. The minimum bond length shall be ten feet in rock and 15 feet in soil. r +rr When the Plans require the tendon bond length to be encapsulated, the tendon bond length portion of the tendon shall be corrosion protected by encapsulating the tendon in a grout-filled PE or PVC tube as specified in Section 6-17.2 as supplemented in the Special Provisions. The tendons can be grouted inside the encapsulation prior to inserting the tendon in the drill hole or after the tendon has been placed in the drill hole. Expansive admixtures can be mixed with the encapsulation grout if the tendon is grouted "'' inside the encapsulation while outside the drill hole. The tendon shall be centralized within the bond length encapsulation with a minimum of 0.20 inches of grout cover. Spacers ,shall be used along the tendon bond length of multi-element tendons to separate the elements of the tendon so the prestressing steel will bond to the encapsulation grout. ,..� Centralizers shall be used to provide a minimum of 0.5 inches of grout cover over the tendon bond length encapsulation. Centralizers shall be securely attached to the encapsulation and the center-to-center spacing shall not exceed ten feet. In addition, - the upper centralizer shall be located a maximum of five feet from the top of the tendon bond length and the lower centralizer shall be located a maximum of one foot from the bottom of the tendon bond length. vs The centralizer shall be able to support the tendon in the drill hole and position the tendon so a minimum of 0.5 inches of grout cover is provided and shall permit free flow of grout. Centralizers are not required on encapsulated, pressure-injected ground anchor tendons if the ground anchor is installed in coarse grained soils (more than 50 percent of the soil +g► larger than the number 200 sieve) using grouting pressures greater than 150 psi. Centralizers are not required on encapsulated, hollow-stem-augered ground anchor aro tendons if the ground anchor is grouted through and the hole is maintained full of a stiff grout (eight-inch slump or less) during extraction of the auger. .. The minimum unbonded length of the tendon shall be the greater of 15 feet or that indicated in the Plans. Corrosion protection of the unbonded length shall be provided by a sheath completely urr filled with corrosion inhibiting grease or grout. If grease is used under the sheath, provisions shall be made to prevent the grease from escaping at the ends of the sheath. The grease shall completely coat the tendon and fill the voids between the tendon and "" the sheath. The working drawings shall show how 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. war so 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". Non-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 ai 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 if 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 is 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 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. a S yr 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 Contractor's 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. imp 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. .r. After grouting, the tendon shall not be loaded for a minimum of 3 days. No grout shall be 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 tie testing and acceptance of the anchor subject to the following conditions: 1. The anchor unbonded length shall be increased by eight feet minimum. imp 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 does not extend beyond the seal or sufficiently far enough into the trumpet, the Contractor shall extend the corrosion protection or lengthen the tio 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 trim 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 vernier scale capable of measuring 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 wr 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 ilia 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 oil U. 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 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 VIP 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 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 and a readout device. 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 ground anchor tendon in I.► such a manner that the jack, bearing plates, load cell and stressing anchorage are in alignment. 6-17.3(8)A Verification Testing Verification tests shall be performed to verify the design of the anchor system. These ground anchor test results shall verify the Contractor's design and be approved by the Engineer prior to ordering anchor material for the tieback retaining walls. The tests shall be performed on sacrificial test anchors. A minimum of two successful verification tests shall be conducted. The locations shall be close to the anchor location of the production anchors. The test locations shall be selected by the Contractor and approved by the Engineer. The drilling method, anchor diameter, and depth of anchorage for the test anchor shall ' be identical as for the production anchors. The no-load zone shall be backfilled prior to withdrawing the casing. +� The anchor tested shall be loaded to 200 percent of the design load (DL). The prestressing tendon shall be proportioned such that the maximum stress does not exceed 80 percent of the ultimate 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 anchors in accordance with the following schedule. AL -Anchor Alignment Load "" DL - Anchor Design Load Load Hold Time err AL 1 Min. 0.25DL 10 Min. MP 0.50DL 10 Min. 0.75DL 10 Min. 1.00DL 10 Min. 1.25DL 10 Min. 1.50DL 60 Min. 1.75DL 10 Min. loo V 2.00DL 10 Min. AL 1 Min. The test load shall be applied in increments of 25 percent of the design load. Each load increment shall be held for at least 10 minutes. Measurement of anchor movement shall be obtained at each load increment. The load-hold period shall start as soon as the 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, 10, 15, 20, 25, 30, 45, and 60 minutes. The verification test will be considered successful if the anchor meets the criteria for a performance tested ground anchor in Section 6-17.3(9), and in addition, a pull-out failure does not occur at the 2.0DL maximum load. The Engineer will give the Contractor a written order concerning ground anchor loi construction within seven working days after completion of the verification tests. This written order will either confirm the bond lengths as shown in the Contractor's plans for ground anchors or reject the anchors based upon the result of the verification tests. 6-17.3(8)B Performance Testing Performance tests shall be done in accordance with the following procedures. Five percent of the ground anchors or a minimum of three ground anchors, whichever is sit greater, shall be performance tested. The Engineer shall select the ground anchors to be performance tested. The first production anchor shall be performance tested. to The performance test shall be made by incrementally loading and unloading the ground anchor in accordance with the following schedule. The load shall be raised from one increment to another immediately after a deflection reading. Performance Test Schedule tit Load Load AL AL 0.25DL 0.25DL AL 0.50DL 0.25DL 0.75DL 0.50DL 1.00DL AL 1.25DL 0.25DL AL 0.50DL 0.25DL 0.75DL 0.50DL AL 0.75DL 0.25DL 1.00DL 0.50DL 1.25DL 0.75DL 1.50DL 1.00DL AL to Jack to lock-off load Where: AL - is the alignment load DL - is the anchor design load. ver ire ▪.r The maximum test load in a performance 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 for an additional 50 minutes. If the load hold is extended, the anchor movement shall be recorded at 15 minutes, 20, 25, 30, 45, and 60 minutes. If an anchor fails in creep, retesting will not be - allowed. All anchors not performance tested shall be proof tested. 6-17.3(8)C Proof Testing +■ Proof tests shall be performed by incrementally loading the ground anchor in accordance with the following schedule. The load shall be raised from one increment to another immediately after a deflection reading. The anchor movement shall be measured and INV recorded to the nearest 0.001 inches with respect to an independent fixed reference point at the alignment load and at each increment of load. The load shall be monitored with a pressure gauge. At load increments other than the maximum test load, the load ,,,,, shall be held just long enough to obtain the movement reading. Proof Test Schedule 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, INV 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: 1. 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: ION maw 1. Ground anchor carries the maximum test load with a creep rate that does not exceed 0.08 inches/log 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. No 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 a Contractor shall replace the ground anchor at no additional cost to the Contracting Agency. Retesting of a ground anchor will not be allowed. ur Ground anchors which have a creep rate greater than 0.08 inches/log 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. Upon completion of the test, the load shall be adjusted to the lock-off load indicated in the Plans and transferred to the anchorage device. The ground anchor may be completely unloaded prior,to lock-off. After transferring the load and prior to removing the jack a lift-off reading shall be made. The lift-off reading shall be within ten percent of the specified lock-off load. If the load is not within ten percent of the specified lock-off load, the anchorage shall be oro reset and another lift-off reading shall be made. This process shall be repeated until the desired lock-off load is obtained. 6-17.4 Measurement Permanent ground anchors will be measured per each for each permanent ground anchor installed and accepted. wr Permanent ground anchor performance tests will be measured per each for each anchor performance tested. up The permanent ground anchor verification testing program will not be measured but will be paid for on a lump sum basis. ur 6-17.5 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: "Permanent Ground Anchor", per each. All costs in connection with furnishing and installing permanent ground anchors shall be included in the unit contract price per each for"Permanent Ground Anchor", including proof testing of the installed anchor as specified. S S taw "Permanent Ground Anchor Performance Test", per each. "Permanent Ground Anchor Verification Test", lump sum. TOP SECTION 6-18, SHOTCRETE FACING April 5, 2004 6-18.1 Description This work consists of constructing shotcrete facing as shown in the Plans. Shotcrete constructed as concrete slope protection shall be constructed in accordance with Section 8-16. 6-18.2 Materials "' Materials shall meet the requirements of the following sections: Cement 9-01 +•+ Aggregates for Portland Cement Concrete 9-03.1 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, including materials for shotcrete, shall be as specified in the w Special Provisions. 6-18.3 Construction Requirements 6-18.3(1) Submittals The Contractor shall submit the following information to the Engineer at least 14 calendar days prior to beginning construction of the shotcrete facing: 1. The shotcrete mix design with compressive strength test results. 2. Method and equipment used to finish and cure the shotcrete facing. f.► 3. Documentation of the experience of the nozzle operators in applying shotcrete. The Contractor shall not begin construction of the shotcrete facing until receiving the Engineer's approval of the above submittals. 6-18.3(2) Mix Design Shotcrete shall be proportioned to produce a 4,000 psi compressive strength at 28 days. The Contractor shall submit the shotcrete mix design, proposed method of placement, and evidence that the proposed design and placement method will produce the desired compressive strength at 28 days, to the Engineer at least 14 calendar days prior to the eir anticipated beginning of shotcrete placement. Shotcrete placement will not be allowed until the Engineer has approved the mix design and method of placement. Iso Admixture shall be used only after receiving permission from the Engineer. If admixtures are used to entrain air, to reduce water-cement ratio, to retard or accelerate setting time, eir or to accelerate the development of strength, the admixtures shall be used at the rate specified by the manufacturer and approved by the Engineer. 6-183(3) Testing The Contractor shall make shotcrete test panels for evaluation of shotcrete quality, ' 'F strength, and aesthetics. Both preproduction and production test panels, shall be prepared. All cores obtained for the purpose of shotcrete strength testing shall have the following minimum dimensions: W a. The core diameter shall be at least 3 times the maximum aggregate size, but not less than 2 inches. tor b. The core height shall be a minimum of 1.5 times the core diameter. alli The Contractor shall remove at least three cores from each 36-inch by 36-inch shotcrete test panel in accordance with AASHTO T 24. Cores removed from the panel shall be immediately wrapped in wet burlap and sealed in a plastic bag. Cores shall be clearly ie marked to identify from where they were taken and whether they are for pre-production " or production testing. If for production testing, the section of the wall represented by the cores shall be clearly marked on the cores. Cores shall be delivered to the Engineer within 2 hours of coring. The remainder of the panels shall remain the property of the Contractor. 6-18.3(3)A Pre-production Testing At least one 36-inch by 36-inch panel for each mix design shall be prepared for evaluation and testing of the shotcrete quality and strength. One 48-inch by 48-inch qualification panel shall be prepared for evaluation and approval of the proposed method ,rr for shotcrete installation, finishing, and curing. Both the 36-inch and the 48-inch panels shall be constructed using the same methods and initial curing proposed to construct the shotcrete facing, except that the 36-inch panel shall not include wire reinforcement. The to 36-inch panel shall be constructed to the minimum thickness necessary to obtain the required core samples. The 48-inch panel shall be constructed to the same thickness as proposed for the production facing. Production shotcrete work shall not begin until satisfactory test results are obtained and the panels are approved by the Engineer. 6-18.3(3)B Production Testing The Contractor shall make at least one 36-inch by 36-inch panel for each section of facing shot, or as many as directed by the Engineer. A section is defined as one day's placement. The production panels shall be constructed using the same methods and initial curing used to construct the shotcrete wall, but without wire reinforcement. The panels shall be constructed to the minimum thickness necessary to obtain the required core samples. If the production shotcrete is found to be unsuitable based on the results of the test panels, the section(s) of the wall represented by the test panel(s) shall be viii repaired or replaced to the satisfaction of the Engineer at no cost to the Contracting Agency. 6-18.3(4) Qualifications of Contractor's Personnel All nozzle operators shall have had at least one year of experience in the application of shotcrete. Each nozzle operator will be qualified, by the Engineer, to place shotcrete, sir ,r, after successfully completing one test panel for each shooting position and surface type which will be encountered. Qualification will be based on a visual inspection of the shotcrete density, void structure, 4•" and finished appearance along with a minimum 7-day compressive strength of 2,500 psi determined from the average test results from two cores taken from each test panel. The Contractor shall notify the Engineer not less than 2 days prior to the shooting of a qualification panel. The mix design for the shotcrete shall be the same as that slated for the wall being shot. Shotcrete shall be placed only by personnel qualified by the Engineer. t. If shotcrete finish Alternative B or C is specified, evidence shall be provided that all shotcrete crew members have completed at least three projects in the last five years where such finishing, or sculpturing and texturing of shotcrete was performed. w 6-18.3(5) Placing Wire Reinforcement Reinforcement of the shotcrete shall be placed as shown in the Plans. The wire reinforcement shall be securely fastened to the steel reinforcing bars so that it will be 1 to 1.5 inches from the face of the shotcrete at all locations, unless otherwise shown in the Plans. Wire reinforcement shall be lapped 1.5 squares in all directions, unless n.► otherwise shown in the Plans. 6-18.3(6) Alignment Control The Contractor shall install non-corroding alignment wires and thickness control pins to vie establish thickness and plane surface. The Contractor shall install alignment wires at corners and offsets not established by formwork. The Contractor shall ensure that the alignment wires are tight, true to line, and placed to allow further tightening. The Ise Contractor shall remove the alignment wires after facing construction is complete. 6-18.3(7) Shotcrete Application est A clean, dry supply of compressed air sufficient for maintaining adequate nozzle velocity for all parts for the work and for simultaneous operation of a blow pipe for cleaning away rebound shall be maintained at all times. Thickness, method of support, air pressure, and rate of placement of shotcrete shall be controlled to prevent sagging or sloughing of freshly-applied shotcrete. The shotcrete shall be applied from the lower part of the area upwards. Surfaces to be shot shall be damp, but free of standing water. 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 sr 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 "1e 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 to 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 o' 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 be 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 1/i inch of true line and grade. • S ,rr ,. Alternative C Shotcrete shall be hand-sculptured, colored, and textured to simulate the relief, jointing, and texture of the natural backdrop surrounding the facing. The ends and ®„ base of the facing shall transition in appearance as appropriate 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: Ulf "Shotcrete Facing", per square foot. e. 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 specified). 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. ;r 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. tow 7-14.3(6) Hydrant Extensions The reference to Section 7-11 is revised to Section 7-09. w4 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. U. U. SECTION 7-17, SANITARY SEWERS April 5, 2004 7-17.3(2)B Exfiltration Test In the third paragraph, "Maximum leakage (in gallons per hour)" = 0.28 x x D x L J6 100 . 7-17.3(2)C Infiltration Test In the second paragraph, "Maximum leakage (in gallons per hour)" = 0.16 x x D x _ L 42 so 100 . 7-17.3(2)E Low Pressure Air Test for Sanitary Sewers Constructed of Air- Permeable Materials VON In the seventh paragraph, the statement "If CT-1, then time = KT" is revised to "If CT < 1, then time = KT." • In the seventh paragraph, the statement"If CT • 1.75, then time = KT/1.75" is revised to "If CT > 1.75, then time = KT/1.75." w SECTION 8-07, PRECAST TRAFFIC CURB AND BLOCK TRAFFIC CURB April 5, 2004 S 8-07.3(2) Painting of Curbs The first sentence is revised to read: S Concrete curbing 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. S SECTION 8-15, RIPRAP April 5, 2004 S 8-15.3(6) Quarry Spalls The second sentence is revised to read: a After placement, the quarry spalls shall be compacted to be uniformly dense and unyielding. so 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 furnishing all labor, tools, equipment, and materials required to construct the riprap protection, except for excavation. S SECTION 8-17, IMPACT ATTENUATOR SYSTEMS April 5, 2004 This section is revised to read: S + rr. WO 8-17.1 Description This work shall consist of furnishing, constructing, repairing, and removing permanent and temporary impact attenuator systems selected from the approved list shown in the Plans. 8-17.2 Materials Olt 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 eir 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. 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 Impact Attenuator", per each. saw The unit contract price for "Temporary Impact Attenuator" shall be full pay for all to 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 furnishing, installing and all other costs involved with installing the impact attenuator in accordance with the manufacturer's la"recommendations. "Resetting Impact Attenuator", per each. The unit contract price for "Resetting Impact Attenuator" shall be full pay for all work 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 8-19, REDIRECTIONAL LAND FORM April 5, 2004 This section is deleted, and the section title is revised to VACANT. SECTION 8-20,ILLUMINATION, 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 so Contractor so that each junction 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 1/2 inch of the barrier surface. If any point on the surface of the junction box placed in barrier is recessed more than 1/2 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: S VIII ,., All metallic appurtenances containing electrical conductors (luminaires, light standards, cabinets, metallic conduit, non-metallic conduit, etc.) shall be made mechanically and electrically secure to form a continuous systems which shall be effectively grounded. Where metallic conduit systems are employed, the conduit system constitutes the equipment grounding conductor. Where nonmetallic conduit is installed, the installation shall include an equipment ground conductor, in addition to the conductors noted in the contract. Bonding jumpers and equipment grounding conductors shall be installed in accordance with Section 9-29.3. The equipment ground conductor between the isolation switch and the sign lighter fixtures may be No. 14 AWG stranded copper conductor. Where parallel circuits are enclosed in a common conduit, the equipment grounding conductor shall be sized by the rating of the largest overcurrent device serving any circuit contained within the conduit. IMO 8-20.3(11) Testing The fourth paragraph is revised to read: •.� When the project includes a traffic signal system, the Contractor shall conduct tests noted in Section 8-20.3(14)D. The Contractor shall provide the Engineer a minimum of five days advance written notice of the proposed traffic signal turn-on date and time. The traffic signal turn-on procedure shall not begin until all required channelization, pavement markings, illumination, signs, and sign lights are substantially complete and operational unless otherwise allowed by the Engineer. The Contractor shall provide traffic control to stop all traffic from entering the intersection. The Contracting Agency electronics technician will program the controller and enter the timing data, then turn the traffic signal system to its flash mode to verify proper flash indications. The Contracting Agency electronics technician will then conduct functional tests to demonstrate that each part of the traffic signal system functions as specified. The Contractor shall conduct functional tests to demonstrate that each part of the illumination system, or other electrical r system, functions as specified. These demonstration shall be conducted in the presence of a Contracting Agency electronic technician, the Contracting Agency electrical inspector, and Regional Traffic Engineer or his/her designee. The 6111 Contracting Agency electronics technician will then turn the traffic signal to stop- and-go operation for no less than one full cycle. Based on the results of the turn-on, the Engineer will direct the Contracting Agency electronics technician to either turn ,,,, the traffic signal on to normal stop-and-go operation, to turn the signal to flash mode for a period not to exceed five calendar days, or to turn the signal off and require the Contractor to cover all signal displays and correct all deficiencies. SECTION 9-02, BITUMINOUS MATERIALS April 5, 2004 tir 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 67 to 65. tlifi 9-02.1(4)A Performance Grade (PG) Asphalt Cement This chart is revised to read: PG 58 PG 64 PG 70 PG 76 PERFORMANCE GRADE -22 1-281-34 -221-281-34 -221-281-34 -221-28 ORIGINAL BINDER Flash Point Temp.,T48 MIN C° 230 Rotational Viscosity T316 Maximum 3 Pa•s,Test Temp C° 135 Dynamic Shear,T315: s G*/sin6 Min.,1.00 kPa Test Temp @ 10 rad/s,C° 58 64 70 76 S ROLLING THIN FILM OVEN RESIDUE (T240) Mass Loss,Maximum,percent 1.00 ISO Dynamic Shear,T315: G*/sinS Min.,2.20 kPa Test Temp CO 10 rad/s, C° 58 64 70 76 PRESSURE AGING VESSEL RESIDUE (R28) PAV Aging Temperature C° 100 Dynamic Shear,T315: G*sinS Maximum,5000 kPa Test Temp @ 10 rad/s,C° 22 19 16 25 22 19 28 25 22 31 28 Creep Stiffness,T313 S,Maximum,300 Mpa m-value,Minimum,0.300 Test Temp @ 60s, C° -12 -18 -24 -12 -18 -24 -12 -18 -24 -12 -18 All Performance Graded Binders not included in this chart shall be determined by Table 1 "Performance Graded Asphalt Specification Chart in AASHTO M320. S SECTION 9-03, AGGREGATES April 5, 2004 S 9-03.14 Borrow This section is supplemented with the following: S 9-03.14(4) Gravel Borrow for Geosynthetic Retaining Wall All backfill material used in the reinforced soil zone of the geosynthetic 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 S S asphaltic concrete rubble. The backfill material shall meet the following requirements: Property Test Method Allowable Test Value `io 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. 9-0321(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 taw 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 r., April 5, 2004 9-05.4(3) Protective Treatment Treatments 3, 4, and 6 are revised to read: This treatment is no longer available. ei` 9-05.4(4) Asphalt Coatings and Paved Inverts The second paragraph under item 2 is revised to read: The paved invert for Treatment 2 shall consist of bituminous material applied in such a manner that one or more smooth pavements will be formed in the invert filling the corrugations for at least 40 percent of the circumference. The pavement tie shall have a minimum thickness of 1/8 inch above the crest of the corrugations except where the upper edges intercept the corrugation. The pavements shall be applied following the coating with asphalt . Treatment 5 may be substituted for Treatment 2, at the option of the Contractor. 9-05.10 Steel Storm Sewer Pipe .► The first sentence is revised to read: Steel storm sewer pipe shall conform to the requirements of Section 9-05.4 for steel culvert pipe, except that protective coating shall be Treatment 1 or 5, and be constructed of either helically corrugated lock seam or helically corrugated continuous welded steel pipe. 9-05.11 Aluminum Storm Sewer Pipe The first sentence is revised to read: Aluminum storm sewer pipe shall conform to the requirements of Section 9-05.5 for aluminum culvert pipe, except that the protective coating shall be Treatment 1 or 5, and the pipe shall be constructed of helically corrugated lock seam aluminum pipe. 9-05.16 Grate Inlets and Drop Inlets The first and second paragraphs are revised to read: Steel in grates, angles, and anchors for grate inlets shall conform to ASTM A 36, except structural tube shall conform to ASTM A 500, Grade B, and structural shapes may conform to ASTM A 992. After fabrication, the steel shall be galvanized in accordance with AASHTO M 111, or galvanized with a hot-sprayed (plasma flame applied) 6 mil minimum thickness plasma coating. Steel grating shall be fabricated by weld connections. Welds, welding procedures, and welding materials shall conform with the AWS D1.1/D1.1 M, latest edition, Structural Welding Code. 9-06, STRUCTURAL STEEL AND RELATED MATERIALS January 5, 2004 9-06.16 Roadside Sign Structures The third paragraph is revised to read: Posts for multiple post sign structures shall conform to either ASTM A 36 or ASTM A 992. Posts conforming to either ASTM A 588 or ASTM A 572 Grade 50 may be re used as an acceptable alternate to the ASTM A 36 and ASTM A 992 posts. All steel not otherwise specified shall conform to either ASTM A 36 or ASTM A 992. to 9-06.18 Metal Railings The first paragraph is revised to read: es Metal bridge railing shall conform to the type and material specifications set forth in the Plans and Special Provisions. Steel used for metal railings, when galvanized after fabrication in accordance 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. ww imp 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. r SECTION 9-14, EROSION CONTROL AND ROADSIDE PLANTING April 5, 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. 9-14.4(8) Compost 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: err 100% shall pass through a 2" sieve 90%to 100% shall pass through a 1" sieve. 70%to 100% shall pass through a 3/4"sieve. 40%to 75% shall pass through a '/4" 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 3/4" sieve. 40%to 60% shall pass through a 14" 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. gio 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 5, 2004 9-16.3(1) Rail Element The third paragraph is revised to read: The 6-inch channel rails and splice plates shall conform to ASTM A 36, except that so the channel rails may conform to ASTM A 992. All fabrication shall be complete before galvanizing. 9-16.3(2) Posts and Blocks In the second paragraph, the treatment for Pentachlorophenol is revised from 060 lbs. pcf to 0.60 lbs. pcf. The fourth paragraph is revised to read: Steel posts, blocks, and base plates, where used, shall conform to either ASTM A 36 or ASTM A 992, and shall be galvanized in accordance with AASHTO M 111. so Welding shall conform to Section 6-03.3(25). All fabrication shall be completed prior to galvanizing. 9-16.3(5) Anchors The sixth paragraph is revised to read: The anchor plate, W200 x 27 and metal plates shall be fabricated of steel conforming to the specifications of ASTM A 36, except that the W200 x 27 may conform to ASTM A 992. 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 9-28, SIGNING MATERIALS AND FABRICATION April 5, 2004 9-28.8 Sheet Aluminum Signs The sheet thickness chart is revised to read: Maximum Horizontal Dimension Sheet Aluminum Thickness Overlay panels 0.050 inch Up to 20 inches 0.063 inch 20 inches to 36 inches, inclusive 0.080 inch Over 36 inches (Construction Signs) 0.080-0.125 inch Over 36 inches (Permanent Signs) 0.125 inch The fourth paragraph is revised to read: Before placing aluminum in contact with untreated steel, the steel surfaces shall be protected by proper cleaning and painting with one coat of Zinc Primer A-9-73 or A- 11-99 and two coats of aluminum paint D-1-57. 9-28.11 Hardware The entry for hardware item "Angle and "Z" Bar" in the table in this section is revised to read: Angle and "Z" Bar ASTM B 221 6061-T6 Aluminum ASTM A 36 or ASTM A 992 Steel egg 9-28.14(2) Steel Structures and Posts This section is revised to read: Truss chords, struts, and diagonals, end posts, and end post struts and diagonals for sign bridge structures and cantilever sign structures shall conform to either MN ASTM A 36 or ASTM A 53 Grade B Type E or S. The nominal pipe diameter and the pipe wall thickness shall be as shown in the Plans or Standard Plans. All other structural steel for sign bridge structures and cantilever sign structures shall conform to either ASTM A 36 or ASTM A 992. Truss member connection hardware shall conform to Section 9-06.5(3). Pipe members for bridge mounted sign brackets shall conform to ASTM A 53 Grade B Type E or S, and shall be Schedule 40 unless otherwise specified. All other structural steel for bridge mounted sign brackets shall conform to either ASTM A 36 or ASTM A 992. U bolts, and associated nuts and washers, shall be stainless steel conforming to Section 9-28.11, and shall be fabricated hot. Anchor rods for sign bridge and cantilever sign structure foundations shall conform to ASTM F 1554 Grade 104, including Supplemental Requirements S2, S3, and S5. Nuts and washers for sign bridge and cantilever sign structure foundations shall conform to AASHTO M 291 Grade DH and AASHTO M 293, respectively. Steel sign structures and posts shall be galvanized after fabrication in accordance with AASHTO M 111, unless noted otherwise in the Plans. All bolts, nuts, and washers shall be galvanized after fabrication in accordance with AASHTO M 232. Unless otherwise specified in the Plans or Special Provisions, metal surfaces shall not be painted. Except as otherwise noted, steel used for sign structures and posts shall have a controlled silicon content of either 0.00 to 0.04 percent or 0.15 to 0.25 percent. If the Plans or Special Provisions specify painting of the galvanized steel surfaces, then the controlled silicon content requirement does not apply for those steel members. 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. Minor fabricating and modifications necessary for galvanizing will be allowed if not detrimental to the end product as determined by the Engineer. If such modifications are contemplated, the Contractor shall submit to the Engineer, for approval, six copies of the proposed modifications, prior to fabrication. SECTION 9-29, ILLUMINATION, SIGNALS, ELECTRICAL S April 5, 2004 9-29.3 Conductors, Cable Under the second paragraph, item 5 is revised to read: 5. Pole and bracket cable shall be a two-conductor cable rated for 600 volts. The individual conductors shall be one red and one black 19-strand No. 10 AWG copper, assembled parallel. The conductor insulation shall be 45 mil polyvinyl chloride or a 600 volt rated cross-linked polyethylene. The Jacketing shall be polyethylene or polyvinyl chloride not less than 45 mils thick. If luminaires with remote ballasts are specified in the contract, this same cable shall be used between luminaire and ballast for both timber and ornamental pole ,rir construction. If the luminaire requires fixture wire temperatures greater than S a 75°C, the outer jacket shall be stripped for that portion of the cable inside the .et luminaire. The single conductors shall then be sheathed with braided fiberglass sleeving of the temperature rating recommended by the luminaire manufacturer. 9-29.6(1) Light and Signal Standards This section including title is revised to read: ale 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. 9-29.10 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. 9-29.13(6) Radio Interference Suppressers „r 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 O" 9-29.13(7) Traffic-Actuated Controllers In the first paragraph, item 3 is revised to read: 3. A minimum of four overlaps. 9-29.13(7)B Auxiliary Equipment for NEMA Controllers ire Under the first paragraph, item 2 is supplemented with the following: imp The controller cabinet shall have all cabinet wiring installed for eight vehicle phases, four pedestrian phases, four emergency pre-empts, four overlaps (OL A, 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 ■ii 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 9-29.12(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. 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 a conforming to the following requirements: Ii 1. 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 one-quarter-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. eli 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 aav 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 detection/ 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 filter to allow for proper air flow. In no case shall more IMO 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. imp 4. The cabinet shall have an air intake vent on the lower half of the front door, with a 12 inch by 16 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: eft 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 op provided with each cabinet. c. All doors and police panel door shall have one piece closed cell, neoprene gaskets. d. 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 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 ail 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 9- 29.13(7)C. Type 334 cabinets for traffic data station controller furnished shall meet current Caltrans 170E specifications, as stated in Standard Specifications 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 external physical dimensions and appearance of Model 334 cabinets. 1. The cabinet shall be fabricated of stainless steel or sheet aluminum in accordance with Section 9-29.13(7)D, Item number 1. Painted steel, 5rl painted or anodized aluminum is not allowed. 2. Cabinet doors shall have a three-point latch and two-position stop to 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 up 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. ifi r All traffic data and ramp meter cabinets shall include the following accessories: 1. Each cabinet shall be equipped with a fully operable controller equipped as specified 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. 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 turn 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 r 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 furnished with a display panel. The panel shall be mounted, showing and providing detection for inputs and specified +rr 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 T 1-3/4 Viewing angle 50° minimum • Brightness 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 lei Each display panel shall be equipped with one detector display control switch on the panel with labels and functions as follows: ON Ns Detector display LEDs shall operate consistent with their separate switches. err OFF All detector indicator LEDs shall be de-energized. Detector calls shall continue to reach the controller. TEST All detector indicator LEDs shall illuminate and no calls shall be imi 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 se Sign Relay shall energize upon ground true call from controller. SIGN OFF Sign Relay shall de-energize. SIGN ON Ai 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 ± 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 a a 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 to 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 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. Wiring for the P1, P2 and C5 connectors shall be as shown in the Plans. "' The Contractor shall install wire connectors P1, P2, Cl P, 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 lie 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 Wiring 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 Terminal and Connection Block Pos. Wire Numbers Identification TBS 501-502 AC Power, Neutral T1-2 641 Sign on T1-4 643 Sign off T1-5 644 Flasher Output NC a T1-6 645 Flasher Output NO T4-1 631 Lane 3 - Red T4-2 632 Lane 3 - Yellow T4-3 633 Lane 3 - Green T4-4 621 Lane 2 - Red till T4-5 622 Lane 2 - Yellow T4-6 623 Lane 2 - Green T4-7 611 Lane 1 - Red 1016 T4-8 612 Lane 1 - Yellow T4-9 613 Lane 1 - Green Loop lead-in cables shall be labeled and connected to cabinet terminals according to the ITS Field Wiring Chart. This chart will be provided by the Engineer within 20 days of the Contractor's 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 9-29.21 Flashing Beacon This section is revised to read: 6666 Flashing beacons shall be installed as detailed in the Plans, as specified in the Special Provisions, and as described below: Controllers for flashing beacons shall be as specified in Section 9-29.15. Beacons shall consist of single section, 8-inch or 12-inch traffic signal heads, three or four-way adjustable, meeting all of the applicable requirements of Section 9-29.16. Displays (red or yellow) may be either LED type or incandescent. 12 inch yellow displays shall be dimmed 50% after dark. tai Mounting brackets, mountings, and installation shall meet all applicable requirements of Section 9-29.17. Lenses shall be either red or amber, glass or polycarbonate as noted in the Plans or as determined by the Engineer. 9-29.24 Service Cabinets Under the first paragraph, item F is revised to read: F. The minimum size of control circuit conductors used in service cabinets shall be No. 14 AWG stranded copper. All electrical contactors shall have the loadside terminals toward the front (door side) of the service cabinet. Under the first paragraph, the fourth sentence of item I is revised to read: 01 a WO OW No electrical devices shall be connected to the dead front panel. 9-29.25 Amplifier, Transformer, and Terminal Cabinets "`r Under the first paragraph, the fourth sentence of item 3 is revised to read: The Contractor shall supply construction cores with two master keys. The keys shall be delivered to the Engineer. SECTION 9-33, CONSTRUCTION GEOTEXTILE April 5, 2004 This section including title is revised to read: OW SECTION 9-33, CONSTRUCTION GEOSYNTHETIC April 5, 2004 9-33.1 Geosynthetic Material Requirements The term geosynthetic shall be considered to be inclusive of geotextiles, geogrids, i•• and prefabricated drainage mats. Geotextiles, including geotextiles attached to prefabricated drainage core to form a prefabricated drainage mat, shall consist only of long chain polymeric fibers or yarns formed into a stable network such that the fibers or yarns retain their position relative to each other during handling, placement, and design service life. At least .r 95 percent by weight of the material shall be polyolefins or polyesters. The material shall be free from defects or tears. The geotextile shall also be free of any treatment or coating which might adversely alter its hydraulic or physical properties after installation. Geogrids shall consist of a regular network of integrally connected polymer tensile elements with an aperture geometry sufficient to permit mechanical interlock with ■. the surrounding backfill. The long chain polymers in the geogrid tensile elements, not including coatings, shall consist of at least 95 percent by mass of the material of polyolefins or polyesters. The material shall be free of defects, cuts, and tears. Prefabricated drainage core shall consist of a three dimensional polymeric material with a structure that permits flow along the core laterally, and which provides ,r, support to the geotextiles attached to it. The geosynthetic shall conform to the properties as indicated in Tables 1 through 8 in Section 9-33.2, and additional tables as required in the Special Provisions for each use specified in the Plans. Specifically, the geosynthetic uses included in this section and their associated tables of properties are as follows: Applicable Geotextile Application Property Tables Underground Drainage, Low Survivability, Classes A, B, and C Tables 1 and 2 imp Underground Drainage, Moderate Survivability, Classes A, B, and C Tables 1 and 2 Separation Table 3 Soil Stabilization Table 3 Permanent Erosion Control, Moderate Survivability, Classes A, B, and C Tables 4 and 5 Permanent Erosion Control, High Survivability Classes A, B, and C Tables 4 and 5 Ditch Lining Table 4 Temporary Silt Fence Table 6 Permanent Geosynthetic Retaining Wall Tables 7 and 9 Temporary Geosynthetic Retaining Wall Tables 7 and 10 Prefabricated Drainage Mat Table 8 Tables 9 and 10 will be included in the Special Provisions. *w► Geogrid and geotextile reinforcement in geosynthetic retaining walls shall conform to the properties specified in Table 9 for permanent walls, and Table 10 for temporary walls. For geosynthetic retaining walls that use geogrid reinforcement, the geotextile material placed at the wall face to retain the backfill material as shown in the Plans shall conform to the properties for Construction Geotextile for Underground Drainage, Moderate Survivability, Class A. 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. err 9-33.2 Geosynthetic Properties 9-33.2(1) Geotextile Properties Table 1: Geotextile for underground drainage strength properties for survivability.. tit Geotextile Property Requirements' Low Moderate Survivability Survivability Geotextile Property Test Method 2 Woven/Nonwoven Woven/Nonwovan +.r Grab Tensile Strength, ASTM D4632 180 lbs./115 lbs. min. 250 lbs./160 lbs. min. min. in machine and x-machine direction Grab Failure Strain, in ASTM D4632 <50%/>50% <50%/>50% machine and x-machine direction Seam Breaking Strength ASTM D46323 160 lbs./100 lbs. min. 220 lbs./140 lbs. min. Puncture Resistance ASTM D4833 67 lbs./40 lbs. min. 80 lbs./50 lbs. min. Tear Strength, min. in ASTM D4533 67 lbs/40 lbs. min. 80 lbs./50 lbs. min. machine and x-machine direction Ultraviolet (UV) ASTM D4355 50% strength 50% strength Rediation stability retained min., retained min., after 500 hrs. in after 500 hrs. in weatherometer weatherometer Table 2: Geotextile for underground drainage filtration properties. Geotextile Property Requirements' Geotextile Property Test Method2 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 tew Geotextile Property Test Method 2 Woven/Nonwoven Woven/Nonwovan AOS ASTM D4751 .60 mm max. .43 mm max. (#30 sieve) (#40 sieve) Water Permittivity ASTM D4491 .02 sec' min. .10 sec' min. u• Grab Tensile Strength, ASTM D4632 250 lbs./160 lbs. min. 315 lbs./200 lbs. min. min. in machine and �•► x-machine direction Grab Failure Strain, in ASTM D4632 <50%/>50% <50%/>50% „,• machine and x-machine direction a Seam Breaking Strength ASTM D46322 220 lbs./140 lbs. min. 270 lbs./180 lbs. min. Puncture Resistance ASTM D4833 80 lbs./50 lbs. min. 112 lbs./79 lbs. min. Tear Strength, min. in ASTM D4533 80 lbs/50 lbs. min. 112 lbs./79 lbs. min. machine and x-machine direction Ultraviolet(UV) ASTM D4355 50% strength 50%strength Rediation stability retained min., retained min•, after 500 hrs. in after 500 hrs. in weatherometer weatherometer Table 4: Geotextile for permanent erosion control and ditch lining. Geotextile Property Requirements' Permanent Erosion Control Ditch Lining 101 Moderate High Servicability Servicability Geotextile Property Test Method 2 Woven/Nonwoven Woven/Nonwovan Woven/Nonwovan AOS ASTM D4751 See Table 5 See Table 5 .60 mm max(#30 sieve) NO Water Permittivity ASTM D4491 See Table 5 See Table 5 .02 sec"' min. Grab Tensile Strength, ASTM D4632 250 lbs./160 lbs.min. 315 lbs./200 lbs.min. 250 lbs./160 lbs.min. min.in machine and ela x-machine direction Grab Failure Strain,in ASTM D4632 15%-50%/>50% 15%-50%/>50% <50%/>50% machine and x-machine direction Seam Breaking Strength ASTM D46322 220 lbs./140 lbs.min. 270 lbs./180 lbs.min. 220 lbs./140 lbs.min. Burst Strength ASTM D3785 400 pse/190 psi min. 500 psi320 psi min. Puncture Resistance ASTM D4833 80 lbs./50 lbs.min. 112 lbs./79 lbs.min. 80 lbs./50 lbs.min. Tear Strength,min.in ASTM D4533 80 lbs/50 lbs.min. 112 lbs./79 lbs.min. 80 lbs./50 lbs.min. • machine and x-machine direction Ultraviolet(UV) ASTM D4355 70%strength 70%strength 70%strength Rediation stability retained min., retained min., retained min., after 500 hrs.in after 500 hrs.in after 500 hrs.in weatherometer weatherometer weatherometer Table 5: Filtration properties for geotextile for permanent erosion control. a 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) a Water Permittivity ASTM D4491 .7 sect min. .4 sec-' min. .2 sect min. Table 6: Geotextile for temporary silt fence. tip a 4111, Geotextile Property Requirements' Supported Between Unsupported Posts with Wire or Geotextile Property Test Method 2 Between Posts Polymeric Mesh AOS ASTM D4751 .60 mm max. for slit .60 mm max. for slit film wovens film wovens 110 (#30 sieve) (#30 sieve) .30 mm max. for all .30 mm max. for all other geotextile other geotextile types (#50 sieve) types (#50 sieve) .15 mm min. .15 mm min. (#100 sieve) (#100 sieve) Water Permittivity ASTM D4491 .02 sec"' min. .02 sec' min. Grab Tensile Strength, ASTM D4632 180 lbs. min. in 100 lbs. min. min. in machine and machine direction, x-machine direction 100 lbs. min. in x-machine direction iso Grab Failure Strain, in ASTM D4632 30% max. at 180 lbs. machine and x-machine or more direction Ultraviolet (UV) ASTM D4355 70% strength 70% strength Rediation stability retained min., retained min., after 500 hrs. in after 500 hrs. in weatherometer weatherometer 11w '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 ;r, 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. vow 3With 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 procedures specified in the Table are in conformance inv 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. lot 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. et AOS ASTM D4751 .84 mm max. (No. 20 Sieve) Grab Tensile Strength, min. ASTM D4632 200 lbs/120 lbs min. in machine and x-machine direction Grab Failure Strain, ASTM D4632 < 50%/> 50% in machine and x-machine direction +r► Seam Breaking Strengthl ASTM D4632 160 lbs/100 lbs min. Puncture Resistance ASTM D4833 63 lbs/50 lbs min. • Tear Strength, min. •ASTM D4533 63 lbs/50 lbs 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., as after 500 Hr. in weatherometer 1 Applies 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 geogrids 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: t Table 8: Minimum properties required for prefabricated drainage mats. .r. Property Test Method Prefabricated Drainage Material/Geotextile Property Requirements Width 12 inches min. Thickness ASTM D 5199 0.4 inches min. Compressive Strength at Yield ASTM D 1621 100 psi min. In Plan Flow Rate ASTM D 4716 Gradient= 0.1, Pressure =5.5 psi 5.0 gal. /min./ft. i,,,, Gradient= 1.0, Pressure = 14.5 psi 15.0 gal./min./ft. Geotextile - AOS ASTM D 4751 #60 US Sieve max. lug Geotextile - Permittivity ASTM D 4491 > 0.4 SEC -1 *0 Geotextile - Grab Strength ASTM D 4632 Nonwoven - 110 lb. min. Prefabricated drainage mats will be accepted based on the manufacturer's certificate of compliance that the material furnished conforms to these specifications. The Contractor shall submit the manufacturer's certificate of compliance to the Engineer in accordance with Section 1-06.3. 9-33.3 Aggregate Cushion of Permanent Erosion Control Geotextile Aggregate cushion for permanent erosion control geotextile, Class A shall meet the requirements of Section 9-03.9(2). Aggregate cushion for permanent erosion control geotextile, Class B or C shall meet the requirements of Section 9-03.9(3) and 9-03.9(2). 9-33.4 Geosynthetic Approval and Acceptance 9-33.4(1) Source Approval The Contractor shall submit to the Engineer the following information regarding each geosynthetic proposed for use: Manufacturer's name and current address, Full product name, for Geotextile structure, including fiber/yarn type, Geosynthetic polymer type(s) (for temporary and permanent geosynthetic retaining walls), and Proposed geotextile use(s). 111 If the geosynthetic source has not been previously evaluated, or is not listed in the current WSDOT Qualified Products List (QPL), a sample of each proposed geosynthetic shall be submitted to the State Materials Laboratory in Tumwater for evaluation. After the sample and required information for each geosynthetic type have arrived at the State Materials Laboratory in Tumwater, a maximum of 14 calendar days will be required for this testing. Source approval will be based on conformance to the applicable values from Tables 1 through 8 in Section 9-33.2 and additional tables as specified in the Special Provisions. Source approval shall not ern 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. Geogrid 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 Ta, performed in accordance with WSDOT Standard Practice T925 to the State Materials Laboratory in Tumwater for evaluation. The Contracting 'r"' 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. Al "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 manufacturing 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 60 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. Geogrids and geotextiles for S temporary geosynthetic retaining walls shall meet the requirements of Table 7, and Table 10 in the Special Provisions. Geogrids and geotextiles for permanent geosynthetic retaining wall shall meet the requirements of Table 7, and Table 9 in i 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 L„ shall be greater than or equal to TU„ as determined from the product data submitted and approved by the State Materials Laboratory during source approval. • S Ise tip 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 wei 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 Soil Stabilization and Separation 1,800 sq. yards Permanent Erosion Control 1,200 sq. yards Temporary Silt Fence All quantities Temp. or Perm. Geosynthetic Retaining Wall Not required vow Prefabricated Drainage Mat All quantities The Manufacturer's Certificate of Compliance shall include the following information 411110 about each geosynthetic roll to be used: Manufacturer's name and current address, Full product name, Geosynthetic structure, including fiber/yarn type, Polymer type (for all temporary and permanent geosynthetic retaining walls +wr' only), Geosynthetic roll number, Proposed geosynthetic use(s), and Certified test results. 9-33.4(5) Approval of Seams If the geotextile seams are to be sewn in the field, the Contractor shall provide a section of sewn seam which can be sampled by the Engineer before the geotextile is installed. The seam sewn for sampling shall be sewn using the same equipment and procedures as will be used to sew the production seams. If production seams will be sewn in both the machine and cross-machine directions, the Contractor must provide sewn seams for sampling which are oriented in both the machine and cross-machine directions. The seams sewn for sampling must be at least 2 yards in length in each geotextile direction. If the seams are sewn in the factory, the Engineer will obtain samples of the factory seam at random from any of the rolls to be used. The seam assembly description shall be submitted by the Contractor to the Engineer and will be included with the seam sample obtained for testing. This description shall include the seam type, stitch type, sewing thread type(s), and stitch density. w. APPENDIX A-SAMPLE FORMS CITY OF RENTON .r wr +rr SAMPLES tro ,0 APPENDIX A SAMPLE FORMS goo DOCUMENTS IN THE FOLLOWING FORMS MUST BE SUBMITTED BY THE CONTRACTOR TO CITY. 2004 OVERLAY .rr ' N' '14 A — nil pt—E FaA/AS ea W1Washington State Request to Sublet Work Department of Transportation `7 ❑Subcontractor ❑Lower Tier Subcontractor ❑DBE Prime Contractor Federal Employer I.D. Number* State Contract Number Job Description(Title) Request Number Approval is Requested to Sublet the Following Described Work to: +1.0 Subcontractor or Lower Tier Subcontractor Federal Employer I.D. Number* Address Telephone Number +wr City 'State Zip Code Estimated Starting Date If Lower Tier Subcontractor, ID of Corresponding Subcontractor • If no Federal Employer I.D.Number, Use Owner's Social Security Number = Item No. Partial Item Description Amount ler +11111 NW IOW 111 Off I understand and will insure that the subcontractor will Prime Contractor Signature Date air comply fully with the plans and specifications under which this work is being performed. Department of Transportation Use Only ism Percent of Total Contract DBE Status Verification This Request cyo «r Previous Requests Sublet to Date ----% j Project Engineer Date Approved-Region Construction Engineer Date 1111 ❑ Approved (When Required) DOT Form 421-012 EF Distribution: White(Original)-Region Canary(Copy)-Project Engineer Pink(Copy)-Contractor Revised 7/02 ■1111 /iPPL:N'bh' A — 5/4nr1PLE Foams MOP t N- 10 .O� N U- I i N 0 W 7 N Z O T -- E sur Q Co of _ C O . - o Li- -- tQ F-Ow 1 . -O N O s O w 0) l 2, Ica I� o 0) r" as a o a a 0 a) H a)N LL T a) ) u_ a o - -F3 E a E Cl) ...r o E j � Hzw y so M a) 8 c m CO a-+ °' U) a)c m `a a) E 0 m E tra O fn y >+ z d N °-) .E O °_ T° o ▪ V) a>, • 8 °' YID O c N a W a W 0 >1 > LL o! co + 3ii!LH s O vac a 0 m I z Y O L co Q o O y u. 0 OP 'Z1 C (.) Op U +.. V 0 C 0 �_ IMr E c a m =N � z c U ci . 1111 o 4..r 0 E - (a) d+ C U RI am R U a) +L+ O I-0 0 Z (5 CL 0 a) o Y w ill 0 � _o— R C .6 m o u.F N iir at. o a) ++ =• o wr 0 OEa) E wm @ QH 2 1 a.CL MO O I CI N N c N N a) + `o `o o` o `o 1- C c N c c E L c c ' 2 c c 2 C c c ` +O+ 0 N o 0 o I Q l o f .@ o a 'm 'o a 'm 0 y C co co = o U o I- -31Q H -) (Q H -3 < I- < H �j N in W N = d C N SIP Z E.D. O C m oO a) (Q Q 0 o O. L O O co a°i O 1-.., Ala Nr ` E O O O E I- ` z U• I•- t- F- F- U 0 ■r • imp APPENDIX A - SAMPLE FORMS CITY OF RENTON • Recycled Product Reporting Form Upon completion of project, indicate the type, amount and cost of each recycled product purchased for and used in the project. Return the completed form to the project manager. ""• Project : Date: CAG No.: Contractor: tow Recycled Product Amount Unit of Measure Cost per Unit wr ❑ Compost Product • ❑ Glassphalt or Rubberized - - - Asphalt ❑ Re-crushed Concrete or • IMO Asphalt ❑ Recycled Glass Cutlet ( I IOW ❑ Recycled Plastic Lumber • ❑ Other Recycled Plastic ❑ Recycled Building Insulation ❑ Recycled Paint l - ❑ Recycled Rubber Product ❑ Recycled Carpet ❑ Recycled Tile ❑ Other Recycled Product illIN - Signed: Title: Date: law Nip CERTIFICATION OF PAYMENT OF PREVAILING WAGES AWN Date: Ref: Pay Estimate No. Project CAG No. omp This is to certify that the prevailing wages have been paid to our employees and our subcontractors' employees for the period from through , in accordance with the Intents to Pay Prevailing Wage filed with the Washington State Department of Labor&Industries. This form will be executed and submitted prior to or with the last pay request. Company Name +.r By: Title: air wr *r wr r .i.r 18_INTNT.DOC\ sir wr APPENDIX B -HOURLY MINIMUM WAGE RATES CITY OF RENTON irr ar r mei war APPENDIX B '" HOURLY MINIMUM WAGE RATES ow our ism 2004 OVERLAY vow Page 1 of 10 Topic Index I Contact Info L rk,441ti.1,>.,4..,,,-,-r )tls.irt,„4 t,° I Search.. ... fa Lab nd Indnst s ,.- . - -- ..,w _ ,Home Safety�Claims a Insurance sDRgWorkplace Rights Trades B Licensing _ � Find a Law or Rule Get a Form or Publication 0 Help ere k Get or Renew a License .' ..-.tn7C-a. KING County - Effective: 3/3/2004 Electrical ,M, (t( Apprenticeship i 0 Factory Built Structures Washington State Prevailing Wage Rates for Public Works t0 Elevators o- Contracts 0 ;go, Contractors The PREVAILING WAGES listed here include both the hourly wage rate and fa Plumbers the hourly rate of fringe benefits. On public works projects, workers'wage Prevailing Wage and benefit rates must add to not less than this total. A brief description of OAbout Prevailing Wage overtime calculation requirements is provided by clicking on the benefit so El Prevailing Wage Rates code. 0 Rates by Trade Et County El Scopes of Work IMO KING County Effective 3/3/2004 -- Benefit Code Key 0 Rate Surveys — _ _- 0 View Approved Intents Et ; _ _ PrevailingOvertimeHolidayNote! Affidavits Classification Wage Code Code Code! imp El Filing Intents and ASBESTOS ABATEMENT WORKERS Affidavits Online I JOURNEY LEVEL $31.86 1 N 5D 0 Debarred Contractors BOILERMAKERS 0Advisory Committee I JOURNEY LEVEL $33.32 1 MI 0 Forms 8 Publications BRICK AND MARBLE MASONS JOURNEY LEVEL $38.37 1M 5A Boilers Rules ■CABINET MAKERS (IN SHOP) Trades Et Licensing i.r -- - - - !JOURNEY LEVEL $16.67 1 CARPENTERS ACOUSTICAL WORKER $38.06 1M 5D .r BRIDGE, DOCK AND WARF $37.90 1M 5D CARPENTERS !CARPENTER $37.90 1M 5D CREOSOTED MATERIAL $38.00 1M 5D Ulf DRYWALL APPLICATOR $38.74 1M 5D FLOOR FINISHER $38.03 1M 5D ?. FLOOR LAYER $38.03 1M 5D MO 1 FLOOR SANDER $38.03 1M 5D MILLWRIGHT AND MACHINE $38.90 1M 5D ; ERECTORS PILEDRIVERS, DRIVING, PULLING, $38.10 1M 5D `p• 1 PLACING COLLARS AND WELDING SAWFILER $38.03 1M 5D SHINGLER $38.03 1M 5D ", STATIONARY POWER SAW OPERATOR $38.03 1M 5D !STATIONARY WOODWORKING TOOLS $38.03 1M 5D CEMENT MASONS 1•• I JOURNEY LEVEL $38.94 1M 5D ;DIVERS a TENDERS 1 DIVER $79.57 1M 5D 8A DIVER TENDER $40.67 1M 5D N` DREDGE WORKERS ASSISTANT ENGINEER $38.37 1B 5D 8L 1 'ASSISTANT MATE (DECKHAND) $37.91 1B 5D 8L um• BOATMEN $38.37 1B 5D 8L .r http://www.lni.wa.gov/PrevailingWage/jwages/20041/co17.asp 6/2/2004 Page 2 of 10 ENGINEER WELDER $38.42 1B 5D 8L LEVERMAN, HYDRAULIC $39.85 1B 5D 8L - MAINTENANCE $37.91 1B 5D 8L MATES $38.37 1B 5D 8L OILER $38.02 1 B 5D 8L "DRYWALL TAPERS .r !JOURNEY LEVEL $38.59 1J 5B 'ELECTRICAL FIXTURE MAINTENANCE WORKERS JOURNEY LEVEL $18.69 1 ""' ELECTRICIANS - INSIDE I CABLE SPLICER $48.51 1D 6H I CABLE SPLICER (TUNNEL) $52.31 1D 611 t,. (CERTIFIED WELDER $46.79 1D 6H CERTIFIED WELDER (TUNNEL) $50.41 1D 61-I CONSTRUCTION STOCK PERSON $24.33 1D 6H JOURNEY LEVEL $45.06 1D 6H ii` j JOURNEY LEVEL (TUNNEL) $48.51 1D 6H 'ELECTRICIANS - MOTOR SHOP CRAFTSMAN $15.37 2A 6C .. I JOURNEY LEVEL $14.69 2A 6C ;ELECTRICIANS - POWERLINE CONSTRUCTION CABLE SPLICER $48.96 4A 5A ,w, 1 CERTIFIED LINE WELDER $44.65 4A 5A GROUNDPERSON $32.13 4A 5A HEAD GROUNDPERSON $33.93 4A 5A HEAVY LINE EQUIPMENT OPERATOR $44.65 4A 5A Ili 3 JACKHAMMER OPERATOR $33.93 4A 5A JOURNEY LEVEL LINEPERSON $44.65 4A 5A LINE EQUIPMENT OPERATOR $37.87 4A 5A - POLE SPRAYER $44.65 4A 5A 1 POWDERPERSON $33.93 4A 5A ELECTRONIC Et TELECOMMUNICATION TECHNICIANS +r JOURNEY LEVEL $12.07 1 ELEVATOR CONSTRUCTORS MECHANIC $49.28 4A 6�C MECHANIC IN CHARGE $54.18 4A - FABRICATED PRECAST CONCRETE PRODUCTS ALL CLASSIFICATIONS $11.60 2K 6S FENCE ERECTORS - FENCE ERECTOR $18.71 1 FENCE LABORER $12.77 1 FLAGGERS I JOURNEY LEVEL $27.18 1N 5D op GLAZIERS JOURNEY LEVEL $38.96 2E 5G 'HEAT ft FROST INSULATORS AND ASBESTOS WORKERS MECHANIC $39.93 1F 5E HEATING EQUIPMENT MECHANICS ?MECHANIC $33.65 1 - ?HOD CARRIERS ft MASON TENDERS JOURNEY LEVEL $32.34 1N 5D INDUSTRIAL ENGINE AND MACHINE MECHANICS MECHANIC $15.65 1 "w EINDUSTRIAL POWER VACUUM CLEANER JOURNEY LEVEL $9.07 1 INLAND BOATMEN +r CAPTAIN $33.50 1K 5B http://www.lni.wa.gov/PrevailingWage/jwages/20041/co17.asp 6/2/2004 NM Page 3 of 10 my COOK $28.96 1K 5B DECKHAND $28.16 1K 5B to. I ENGINEER/DECKHAND $30.61 1K 5B MATE, LAUNCH OPERATOR $32.05 1K 5B INSPECTION/CLEANING/SEALING OF SEWER 8 WATER SYSTEMS BY REMOTE CONTROL Or CLEANER OPERATOR, FOAMER $9.73 1 lOPERATOR GROUT TRUCK OPERATOR $11.48 1 - I HEAD OPERATOR $12.78 1 j TECHNICIAN $7.16 1 TV TRUCK OPERATOR $10.53 1 t.,, INSULATION APPLICATORS JOURNEY LEVEL $37.90 1M 5D IRONWORKERS ••• I JOURNEY LEVEL $41.02 1B 5A LABORERS ASPHALT RAKER $32.34 1N 5D BALLAST REGULATOR MACHINE $31.86 1N 5D e BATCH WEIGHMAN $27.18 1N 5D BRUSH CUTTER $31.86 1N 5D BRUSH HOG FEEDER $31.86 1N 5D wr ' BURNERS $31.86 1N 5D E CARPENTER TENDER $31.86 1N 5D CASSION WORKER $32.70 1N 5D CEMENT DUMPER/PAVING $32.34 1N 5D "" CEMENT FINISHER TENDER $31.86 1N 5D CHANGE-HOUSE MAN OR DRY $31.86 1N 5D SHACKMAN .r 'CHIPPING GUN (OVER 30 LBS) $32.34 1N 5D CHIPPING GUN (UNDER 30 LBS) $31.86 1N 5D 1 CHOKER SETTER $31.86 1N 5D !CHUCK TENDER $31.86 1N 5D .r CLEAN-UP LABORER $31.86 1N 5D CONCRETE DUMPER/CHUTE $32.34 1N 5D ;OPERATOR 'a" CONCRETE FORM STRIPPER $31.86 1N 5D `::CONCRETE SAW OPERATOR $32.34 1N 5D CRUSHER FEEDER $27.18 1N 5D ••• CURING LABORER $31.86 1N 5D 1 DEMOLITION, WRECKING a MOVING $31.86 1N 5D (INCLUDING CHARRED MATERIALS) 'DITCH DIGGER $31.86 1N 5D WO j DIVER $32.70 1N 5D I DRILL OPERATOR (HYDRAULIC, $32.34 1N 5D 1 DIAMOND) DRILL OPERATOR, AIRTRAC $32.70 1N 5D DUMPMAN $31.86 1N 5D EPDXY TECHNICIAN $31.86 1N 5D ,,, i EROSION CONTROL WORKER $31.86 1N 5D FALLER/BUCKER, CHAIN SAW $32.34 1N 5D FINAL DETAIL CLEANUP (i.e., $24.86 1N 5D dusting, vacuuming, window °" cleaning; NOT construction debris cleanup) FINE GRADERS $31.86 1N 5D +•• I FIRE WATCH $27.18 1N 5D w http://www.lni.wa.gov/PrevailingWage/jwages/20041/co17.asp 6/2/2004 Page 4 of 10 law FORM SETTER $31.86 1N 5D GABION BASKET BUILDER $31.86 1N 5D air GENERAL LABORER $31.86 1N 5D GRADE CHECKER a TRANSIT PERSON $32.34 1N 5D I GRINDERS $31.86 1N 5D GROUT MACHINE TENDER $31.86 1N 5D WI GUARDRAIL ERECTOR $31.86 1N 5D HAZARDOUS WASTE WORKER LEVEL $32.70 1N 5D A - HAZARDOUS WASTE WORKER LEVEL $32.34 1N 5D B HAZARDOUS WASTE WORKER LEVEL $31.86 1N 5D - C HIGH SCALER $32.70 1N 5D HOD CARRIER/MORTARMAN $32.34 1N 5D r ;JACKHAMMER $32.34 1N 5D LASER BEAM OPERATOR $32.34 1N 5D [MANHOLE BUILDER-MUDMAN $32.34 1N 5D MATERIAL YARDMAN $31.86 1N 5D imp MINER $32.70 1N 5D NOZZLEMAN, CONCRETE PUMP, $32.34 1N 5D "GREEN CUTTER WHEN USING HIGH vai. PRESSURE AIR &WATER ON CONCRETE a ROCK, SANDBLAST, GUNITE, SHOTCRETE, WATER BLASTER me PAVEMENT BREAKER $32.34 1N 5D PILOT CAR $27.18 1N 5D PIPE POT TENDER $32.34 1N 5D - ` PIPE RELINER (NOT INSERT TYPE) $32.34 1N 5D PIPELAYER Et CAULKER $32.34 1N 5D PIPELAYER a CAULKER (LEAD) $32.70 1N 5D PIPEWRAPPER $32.34 1N 5D ego PIPEWRAPPER TENDER $31.86 1N 5D POWDERMAN $32.70 1N 5D POWDERMAN HELPER $31.86 1N 5D .r POWERJACKS $32.34 1N 5D RAILROAD SPIKE PULLER (POWER) $32.34 1N 5D 1 RE-TIMBERMAN $32.70 1N 5D - RIPRAP MAN $31.86 1N 5D RODDER $32.34 1N 5D SCAFFOLD ERECTOR $31.86 1N 5D SCALE PERSON $31.86 1N 5D "r SIGNALMAN $31.86 1N 5D SLOPER (OVER 20") $32.34 1N 5D SLOPER SPRAYMAN $31.86 1N 5D to ■SPREADER (CLARY POWER OR $32.34 1N 5D SIMILAR TYPES) I SPREADER (CONCRETE) $32.34 1N 5D - f STAKE HOPPER $31.86 1N 5D STOCKPILER $31.86 1N 5D TAMPER &t SIMILAR ELECTRIC, AIR & $32.34 1N 5D GAS tor I TAMPER (MULTIPLE & SELF $32.34 1N 5D PROPELLED) TOOLROOM MAN (AT JOB SITE) $31.86 1N 5D Inv TOPPER-TAILER $31.86 1N 5D ! ie, http://www.lni.wa.gov/PrevailingWage/jwages/20041/co17.asp 6/2/2004 Page 5 of 10 r,. TRACK LABORER $31.86 1N 5D TRACK LINER (POWER) $32.34 1N 5D TRUCK SPOTTER $31.86 1N 5D TUGGER OPERATOR $32.34 1N 5D VIBRATING SCREED (AIR, GAS, OR $31.86 1N 5D +r ELECTRIC) VIBRATOR $32.34 1N 5D VINYL SEAMER $31.86 1N 5D WELDER $31.86 1N 5D WELL-POINT LABORER $32.34 1N 5D LABORERS - UNDERGROUND SEWER Et WATER GENERAL LABORER $31.86 1N 5D PIPE LAYER $32.34 1N 5D LANDSCAPE CONSTRUCTION IRRIGATION OR LAWN SPRINKLER $11.07 1 INSTALLERS lay LANDSCAPE EQUIPMENT OPERATORS $10.63 1 OR TRUCK DRIVERS LANDSCAPING OR PLANTING $8.42 1 LABORERS LATHERS I JOURNEY LEVEL $38.74 1M 5D yip MACHINISTS (HYDROELECTRIC SITE WORK) MACHINIST $16.84 1 'METAL FABRICATION (IN SHOP) FITTER $15.86 1 ear LABORER $9.78 1 MACHINE OPERATOR $13.04 1 PAINTER $11.10 1 + WELDER $15.48 1 !MODULAR BUILDINGS CABINET ASSEMBLY $11.56 1 ELECTRICIAN $11.56 1 EQUIPMENT MAINTENANCE $11.56 1 PLUMBER $11.56 1 PRODUCTION WORKER $9.26 1 - TOOL MAINTENANCE $11.56 1 UTILITY PERSON $11.56 1 WELDER $11.56 1 - PAINTERS JOURNEY LEVEL $30.77 2B 5A PLASTERERS JOURNEY LEVEL $39.33 1R 5A tat PLAYGROUND Et PARK EQUIPMENT INSTALLERS JOURNEY LEVEL $8.42 1 (, !PLUMBERS Et PIPEFITTERS "r JOURNEY LEVEL $48.71 1G 5A IPOWER EQUIPMENT OPERATORS j ASSISTANT ENGINEERS $36.19 1T 5D 8L ( BACKHOE, EXCAVATOR, SHOVEL (3 $38.73 1T 5D 8L YD Et UNDER) BACKHOE, EXCAVATOR, SHOVEL $39.19 1T 5D 8L (OVER 3 YD Et UNDER 6 YD) BACKHOE, EXCAVATOR, SHOVEL (6 $39.70 1T 5D 8L YD AND OVER WITH ATTACHMENTS) BACKHOES, (75 HP Et UNDER) $38.36 1T 5D 8L .. BACKHOES, (OVER 75 HP) $38.73 1T 5D 8L fay http://www.lni.wa.gov/PrevailingWage/jwages/20041/co17.asp 6/2/2004 Page 6 of 10 BARRIER MACHINE (ZIPPER) $38.73 1T 5D 8L BATCH PLANT OPERATOR, $38.73 1T 5D 8L CONCRETE BELT LOADERS (ELEVATING TYPE ) $38.36 1T 5D 8L BOBCAT $36.19 1T 5D 8L BROOMS $36.19 1T 5D 8L BUMP CUTTER $38.73 1T 5D 8L CABLEWAYS $39.19 1T 5D 8L CHIPPER $38.73 1T 5D 8L '. COMPRESSORS $36.19 1T 5D 8L CONCRETE FINISH MACHINE - LASER $36.19 1T 5D 8L SCREED r. CONCRETE PUMPS $38.36 1T 5D 8L CONCRETE PUMP-TRUCK MOUNT $38.73 1T 5D 8L I WITH BOOM ATTACHMENT CONVEYORS $38.36 1T 5D 8L I CRANES, THRU 19 TONS, WITH $38.36 1T 5D 8L ATTACHMENTS CRANES, 20 - 44 TONS, WITH $38.73 1T 5D 8L ATTACHMENTS CRANES, 45 TONS - 99 TONS, UNDER $39.19 1T 5D 8L 150 FT OF BOOM (INCLUDING JIB WITH ATACHMENTS) 4 CRANES, 100 TONS - 199 TONS, OR $39.70 1T 5D 8L 150 FT OF BOOM (INCLUDING JIB WITH ATTACHMENTS) CRANES, 200 TONS TO 300 TONS, OR $40.21 1T 5D 8L 250 FT OF BOOM (INCLUDING JIB WITH ATTACHMENTS) •. CRANES, A-FRAME, 10 TON AND $36.19 1T 5D 8L UNDER CRANES, A-FRAME, OVER 10 TON $38.36 1T 5D 8L CRANES, OVER 300 TONS, OR 300' $40.73 1T 5D 8L OF BOOM INCLUDING JIB WITH ATTACHMENTS CRANES, OVERHEAD, BRIDGE TYPE $38.73 1T 5D 8L ( 20 - 44 TONS) CRANES, OVERHEAD, BRIDGE TYPE $39.19 1T 5D 8L (45 - 99TONS) +rr 1 CRANES, OVERHEAD, BRIDGE TYPE $39.70 1T 5D 8L (100 TONS Et OVER) CRANES, TOWER CRANE UP TO 175' $39.70 1T 5D 8L IN HEIGHT, BASE TO BOOM CRANES, TOWER CRANE OVER 175' $40.21 1T 5D 8L IN HEIGHT, BASE TO BOOM ;CRUSHERS $38.73 1T 5D 8L two DECK ENGINEER/DECK WINCHES $38.73 1T 5D 8L (POWER) I DERRICK, BUILDING $39.19 11. 5D 8L DOZERS, D-9 & UNDER $38.36 1T 5D 8L I DRILL OILERS - AUGER TYPE, TRUCK $38.36 11- 5D 8L OR CRANE MOUNT DRILLING MACHINE $38.73 1T 5D 8L ELEVATOR AND MANLIFT, $36.19 1T 5D 8L I PERMANENT AND SHAFT-TYPE EQUIPMENT SERVICE ENGINEER $38.36 1T 5D 8L (OILER) http://www.lni.wa.gov/PrevailingWage/jwages/20041/co17.asp 6/2/2004 Page 7 of 10 imp FINISHING MACHINE/BIDWELL $38.73 1T 5D 8L GAMACO AND SIMILAR EQUIP I FORK LIFTS, (3000 LBS AND OVER) $38.36 1T 5D 8L FORK LIFTS, (UNDER 3000 LBS) $36.19 1T 5D 8L 'GRADE ENGINEER $38.36 1T 5D 8L 111. GRADECHECKER AND STAKEMAN $36.19 1T 5D 8L GUARDRAIL PUNCH $38.73 1T 5D 8L HOISTS, OUTSIDE (ELEVATORS AND $38.36 1T 5D 8L MANLIFTS), AIR TUGGERS "" HORIZONTAL/DIRECTIONAL DRILL $38.36 1T 5D 8L ; LOCATOR HORIZONTAL/DIRECTIONAL DRILL $38.73 1T 5D 8L rr 'OPERATOR HYDRALIFTS/BOOM TRUCKS (10 TON $36.19 1T 5D 8L 8t UNDER) HYDRALIFTS/BOOM TRUCKS (OVER $38.36 1T 5D 8L tip 10 TON) LOADERS, OVERHEAD (6 YD UP TO 8 $39.19 1T 5D 8L YD) ' LOADERS, OVERHEAD (8 YD 8t OVER) $39.70 1T 5D 8L LOADERS, OVERHEAD (UNDER 6 YD), $38.73 1T 5D 8L PLANT FEED LOCOMOTIVES, ALL $38.73 1T 5D 8L MECHANICS, ALL $39.19 1T 5D 8L MIXERS, ASPHALT PLANT $38.73 1T 5D 8L MOTOR PATROL GRADER (FINISHING) $38.73 1T 5D 8L MOTOR PATROL GRADER (NON- $38.36 1T 5D 8L FINISHING) MUCKING MACHINE, MOLE, TUNNEL $39.19 1T 5D 8L +�+ DRILL AND/OR SHIELD I OIL DISTRIBUTORS, BLOWER $36.19 1T 5D 81_ DISTRIBUTION AND MULCH SEEDING OPERATOR PPAVEMENT BREAKER $36.19 1T 5D 8L PILEDRIVER (OTHER THAN CRANE $38.73 IT 5D 8L MOUNT) - I PLANT OILER (ASPHALT, CRUSHER) $38.36 1T 5D 8L POSTHOLE DIGGER, MECHANICAL $36.19 1T 5D 8L POWER PLANT $36.19 1T 5D 8L arr I PUMPS, WATER $36.19 1T 5D 8L 1 QUAD 9, D-10, AND HD-41 $39.19 1T 5D 8L REMOTE CONTROL OPERATOR ON $39.19 1T 5D 8L RUBBER TIRED EARTH MOVING EQUIP ! RIGGER AND BELLMAN $36.19 1T 5D 8L ROLLAGON $39.19 1T 5D 8L ROLLER, OTHER THAN PLANT ROAD $36.19 1T 5D 8L ' " MIX I ROLLERS, PLANTMIX OR MULTILIFT $38.36 1T 5D 8L 1 MATERIALS .rr ROTO-MILL, ROTO-GRINDER $38.73 1T 5D 8L I SAWS, CONCRETE $38.36 1T 5D 8L I SCRAPERS - SELF PROPELLED, HARD $38.73 1T 5D 8L TAIL END DUMP, ARTICULATING OFF-ROAD EQUIPMENT ( UNDER 45 YD) SCRAPERS - SELF PROPELLED, HARD $39.19 1T 5D 8L I TAIL END DUMP, ARTICULATING http://www.lni.wa.gov/PrevailingWage/jwages/20041/co17.asp 6/2/2004 Page 8 of 10 • OFF-ROAD EQUIPMENT (45 YD AND OVER) SCRAPERS, CONCRETE AND CARRY $38.36 IT 5D 8L ALL SCREED MAN $38.73 1T 5D 8L I.. SHOTCRETE GUNITE $36.19 1T 5D 8L SLIPFORM PAVERS $39.19 1T 5D 8L SPREADER, TOPSIDE OPERATOR - $38.73 1T 5D 8L BLAW KNOX SUBGRADE TRIMMER $38.73 1T 5D 8L TOWER BUCKET ELEVATORS $38.36 1T 5D 8L TRACTORS, (75 HP Et UNDER ) $38.36 1T 5D 8L TRACTORS, (OVER 75 HP) $38.73 1T 5D 8L TRANSFER MATERIAL SERVICE $38.73 1T 5D 8L MACHINE TRANSPORTERS, ALL TRACK OR $39.19 1T 5D 8L TRUCK TYPE TRENCHING MACHINES $38.36 1T 5D 8L I TRUCK CRANE OILER/DRIVER $38.36 1T 5D 8L VIP ( UNDER 100 TON) TRUCK CRANE OILER/DRIVER (100 $38.73 1T 5D 8L (TON Et OVER) ,rrr, TRUCK MOUNT PORTABLE CONVEYER $38.73 1T 5D 8L WHEEL TRACTORS, FARMALL TYPE $36.19 1T 5D 8L YO YO PAY DOZER $38.73 1T 5D 8L POWER EQUIPMENT OPERATORS- UNDERGROUND SEWER Et WATER (SEE POWER EQUIPMENT $0.00 OPERATORS) POWER LINE CLEARANCE TREE TRIMMERS JOURNEY LEVEL IN CHARGE $32.01 4A 5A SPRAY PERSON $30.29 4A 5A I TREE EQUIPMENT OPERATOR $30.71 4A 5A TREE TRIMMER $28.43 4A 5A TREE TRIMMER GROUNDPERSON $20.89 4A 5A REFRIGERATION a AIR CONDITIONING MECHANICS MECHANIC $46.46 1G 5A ;RESIDENTIAL BRICK Et MARBLE MASONS JOURNEY LEVEL $27.05 1 RESIDENTIAL CARPENTERS tip JOURNEY LEVEL $23.47 1 PRESIDENTIAL CEMENT MASONS JOURNEY LEVEL $22.64 1 ;RESIDENTIAL DRYWALL TAPERS err JOURNEY LEVEL $38.59 1J 5B ;RESIDENTIAL ELECTRICIANS t JOURNEY LEVEL $26.24 1 °rr' 'RESIDENTIAL GLAZIERS JOURNEY LEVEL $26.84 2E 5G RESIDENTIAL INSULATION APPLICATORS ,■„ JOURNEY LEVEL $17.60 1 ;RESIDENTIAL LABORERS I JOURNEY LEVEL $18.12 1 RESIDENTIAL PAINTERS JOURNEY LEVEL $18.36 1 RESIDENTIAL PLUMBERS Et PIPEFITTERS JOURNEY LEVEL $22.95 1 us• RESIDENTIAL REFRIGERATION Et AIR CONDITIONING MECHANICS http://www.lni.wa.gov/PrevailingWage/jwages/20041/co17.asp 6/2/2004 Page 9 of 10 JOURNEY LEVEL $46.46 1G 5A RESIDENTIAL SHEET METAL WORKERS JOURNEY LEVEL (FIELD OR SHOP) $19.48 1 RESIDENTIAL SOFT FLOOR LAYERS JOURNEY LEVEL $31.52 1B 5A RESIDENTIAL SPRINKLER FITTERS (FIRE PROTECTION) JOURNEY LEVEL $25.58 1B 5C RESIDENTIAL TERRAZZO/TILE FINISHERS JOURNEY LEVEL $26.30 1 RESIDENTIAL TERRAZZO/TILE SETTERS JOURNEY LEVEL $35.63 1H 5A ROOFERS .. JOURNEY LEVEL $34.53 1R 5A USING IRRITABLE BITUMINOUS $37.53 1R 5A MATERIALS rr SHEET METAL WORKERS JOURNEY LEVEL (FIELD OR SHOP) $45.43 1J 6L SIGN MAKERS Et INSTALLERS (ELECTRICAL) SIGN INSTALLER $23.36 1 SIGN MAKER $16.84 1 SIGN MAKERS Et INSTALLERS (NON-ELECTRICAL) SIGN INSTALLER $17.31 1 SIGN MAKER $15.61 1 SOFT FLOOR LAYERS JOURNEY LEVEL $31.52 1B 5A SOLAR CONTROLS FOR WINDOWS JOURNEY LEVEL $12.44 1 5S SPRINKLER FITTERS (FIRE PROTECTION) JOURNEY LEVEL $46.19 1B 5C STAGE RIGGING MECHANICS (NON STRUCTURAL) JOURNEY LEVEL $13.23 1 SURVEYORS NIP CHAIN PERSON $9.35 1 INSTRUMENT PERSON $11.40 1 PARTY CHIEF $13.40 1 TELEPHONE LINE CONSTRUCTION - OUTSIDE CABLE SPLICER $27.84 2B 5A HOLE DIGGER/GROUND PERSON $15.69 2B 5A INSTALLER (REPAIRER) $26.70 2B 5A rr JOURNEY LEVEL TELEPHONE $25.91 2B 5A LINEPERSON SPECIAL APPARATUS INSTALLER I $27.84 2B 5A SPECIAL APPARATUS INSTALLER II $27.28 2B 5A rr TELEPHONE EQUIPMENT OPERATOR $27.84 2B 5A (HEAVY) TELEPHONE EQUIPMENT OPERATOR $25.91 2B 5A (LIGHT) TELEVISION GROUND PERSON $14.89 2B 5A TELEVISION LINEPERSON/INSTALLER $19.81 2B 5A 'TELEVISION SYSTEM TECHNICIAN $23.43 2B 5A I TELEVISION TECHNICIAN $21.11 2B 5A !TREE TRIMMER $25.91 28 5A TERRAZZO WORKERS Et TILE SETTERS JOURNEY LEVEL $35.63 1H 5A TILE, MARBLE Et TERRAZZO FINISHERS FINISHER $29.46 1H 5A a.. TRAFFIC CONTROL STRIPERS http://www.lni.wa.gov/PrevailingWage/jwages/20041/co17.asp 6/2/2004 Page 10 of 10 JOURNEY LEVEL $30.40 1K 5A TRUCK DRIVERS ASPHALT MIX ( TO 16 YARDS) $35.91 1T 5D 8L ASPHALT MIX (OVER 16 YARDS) $36.49 1T 5D 8L DUMP TRUCK $35.91 1T 5D 8L DUMP TRUCK a TRAILER $36.49 1T 5D 8L OTHER TRUCKS $36.49 1T 5D 8L TRANSIT MIXER $23.45 1 WELL DRILLERS Et IRRIGATION PUMP INSTALLERS IRRIGATION PUMP INSTALLER $17.71 1 OILER $12.97 1 WELL DRILLER $17.68 1 About Lftl I Find a job at L&I Informacion en espanot I Site Feedback katikaa 1-800-547-8367 is ai oft -rale txottttntE5 ©Washington State Dept.of Labor and Industries. Use of this site is subject to the laws of the rrr state of Washington. Access Agreement I Privacy and security statement I Intended use/external content policy I Visit access.wa.gov Staff only Link MINrrr err IMO 1111111 ON +s http://www.lni.wa.gov/PrevailingWage/jwages/20041/co17.asp 6/2/2004 illt Page 1 of 7 am Topic Index ( Contact Info I_. _._._' %,. ..+lrsrr t.rs,1/4.. [lag,fihtl.i.:apt i-eWch Labor and industries r _ . . .— _.. -...,-. Home 1 Safety Claims$Insurance Workplace Ruts 1 Trams R Licensin Find a Law or Rule Get a Form or Publication 0 Help coP Get or Renew a License ;' Electricai Page 2 of 7 r. 4: 3001 - 4000 Hours - 76.00% $31.21 1M 5D 5: 4001 - 5000 Hours - 84.00% $33.49 1M 5D - i'6: 5001 - 6000 Hours - 92.00% $35.78 1M 5D ;BRIDGE, DOCK AND WARF CARPENTERS '1: 1st Period - 60.00% $22.67 1M 5D a• 2: 2nd Period - 65.00% $27.96 1M 5D 3: 3rd Period - 70.00% $29.38 1M 5D '4: 4th Period - 75.00% $30.80 1M 5D 5: 5th Period - 80.00% $32.22 1M 5D ""` 6: 6th Period - 85.00% $33.64 1M 5D 7: 7th Period - 90.00% $35.06 1M 5D 8: 8th Period - 95.00% $36.48 1M 5D o w CARPENTER 1: 1st Period - 60.00% $22.67 1M 5D 2: 2nd Period - 65.00% $27.96 1M 5D .. 3: 3rd Period - 70.00% $29.38 1_M 5D 4: 4th Period - 75.00% $30.80 1M 5D 5: 5th Period - 80.00% $32.22 1M 5D k6: 6th Period - 85.00% $33.64 1M 5D .r 7: 7th Period - 90.00% $35.06 1M 5D 18: 8th Period - 95.00% $36.48 1M 5D DRYWALL APPLICATOR a„ DRYWALL, METAL STUD, AND CEILING APPLICATORS 1: 0 - 700 Hours - 50.00% $20.33 1M 5D 2: 701 - 1400 Hours - 60.00% $27.11 1M 5D 3: 1401 - 2100 Hours - 68.00% $29.43 1M 5D ""' 4: 2101 - 2800 Hours - 76.00% $31.76 1M 5D 5: 2801 - 3500 Hours - 84.00% $34.09 1M 5D 6: 3501 - 4200 Hours - 92.00% $36.41 1M 5D - MILLWRIGHT AND MACHINE ERECTORS 31: 1st Period - 60.00% $23.27 1M 5D 2: rd Period - 65.00% $28.61 1M 5D - 3: 3rd Period - 70.00% $30.08 1M 5D 4: 4th Period - 75.00% $31.55 1M 5D 'f5: 5th Period - 80.00% $33.02 1M 5D 6: 6th Period - 85.00% $34.49 1.M 5D - 7: 7th Period - 90.00% $35.96 1M 5D 8: 8th Period - 95.00% $37.43 1M 5D PILEDRIVERS, DRIVING, PULLING, PLACING COLLARS AND WELDING .,. 1: 1St Period - 60.00% $22.79 1M 5D 2: rd Period - 65.00% $28.09 1M 5D i3: 3rd Period - 70.00% $29.52 1M 5D 4: 4th Period - 75.00% $30.95 1M 5D �` '5: 5th Period - 80.00% $32.38 1M 5D 6: 6th Period - 85.00% $33.81 1.M 5D 7: 7th Period - 90.00% $35.24 1M 5D ow '8: 8th Period - 95.00% $36.67 1M 5D CEMENT MASONS '1: 0 - 1000 Hours - 50.00% $24.68 1M 5D „i, j2: 1001 - 2000 Hours - 60.00% $27.53 1M 5D 3: 2001 - 3000 Hours - 70.00% $30.38 1M 5D 4: 3001 - 4000 Hours - 80.00% $33.24 1M 5D '5. 4001 - 5000 Hours - 90.00% $36.09 1M 5D r. 6: 5001 - 6000 Hours - 95.00% $37.51 1M 5D ;DRYWALL TAPERS !1: 0 - 1000 Hours - 50.00% $24.98 1J 5B ti. 2: 1001 - 2000 Hours - 55.00% $26.34 1J 5B http://www.lni.wa.gov/PrevailingWage/Appwages/20041/co17.asp 6/2/2004 Page 3 of 7 3: 2001 - 3000 Hours - 65.00% $29.06 1J 5B 4: 3001 - 4000 Hours - 75.00% $31.79 1J 5B 5: 4001 - 5000 Hours - 85.00% $34.51 1J 5B 6: 5001 - 6000 Hours - 90.00% $35.87 1J 5B ELECTRICIANS - INSIDE 1: 0 - 1000 Hours - 40.00% $18.55 1D 6H 2: 1001 - 2000 Hours - 50.00% $22.00 1D 6H 3: 2001 - 3500 Hours - 55.00% $26.92 1D 6H 4: 3501 - 5000 Hours - 65.00% $30.95 1D 6H - 5: 5001 - 6500 Hours - 75.00% $34.98 1D 6H 6: 6501 - 8000 Hours - 85.00% $39.01 1D 6H E'ELECTRICIANS - POWERLINE CONSTRUCTION �.. ;JOURNEY LEVEL LINEPERSON 1: 0 - 1000 Hours - 60.00% $28.54 4A 5A 2: 1001 - 2000 Hours - 65.00% $30.33 4A 5A ..� 3: 2001 - 3000 Hours - 71.00% $32.49 4A 5A (' 4: 3001 - 4000 Hours - 81.00% $36.07 4A 5A 5: 4001 - 5000 Hours - 85.00% $37.52 4A 5A 6: 5001 - 6000 Hours - 89.00% $38.95 4A 5A 7: 6001 - 7000 Hours - 93.00% $40.38 4A 5A POLE SPRAYER 1: 0 - 1000 Hours - 85.70% $37.78 4A 5A for 2: 1001 - 2000 Hours - 89.80% $39.23 4A 5A 3: 2001 - 3000 Hours - 92.80% $40.31 4A 5A ELECTRONIC Et TELECOMMUNICATION TECHNICIANS 1: 0 - 1000 Hours - 55.00% $7.16 1 rr 2: 1001 - 2000 Hours - 60.00% $7.24 1 3: 2001 - 3000 Hours - 65.00% $7.85 1 4: 3001 - 4000 Hours - 70.00% $8.45 1 4.+ 5: 4001 - 5000 Hours - 75.00% $9.05 1 6: 5001 - 6000 Hours - 80.00% $9.66 1 7: 6001 - 7000 Hours - 85.00% $10.26 1 8: 7001 - 8000 Hours - 95.00% $11.47 1 ELEVATOR CONSTRUCTORS MECHANIC 1: 1st Period - 50.00% $17.67 4A 6Q nd $32.66 4A 6Q 2: 2 Period - 55.00% 3: 3rd Period - 65.00% $36.20 4A 66 4: 4th Period - 70.00% $37.96 4A 6Q 5: 5th Period - 80.00% $41.50 4A 6Q FLAGGERS 1: 0 - 1000 Hours - 60.00% $21.98 1N 5D 2: 1001 - 2000 Hours - 70.00% $24.45 1N 5D 3: 2001 - 3000 Hours - 80.00% $26.92 1N 5D 4: 3001 - 4000 Hours - 90.00% $27.18 1N 5D GLAZI ERS 41" 1: 0 - 1000 Hours - 45.00% $21.09 2E 5G 2: 1001 - 2000 Hours - 50.00% $22.71 2E 5G 3: 2001 - 3000 Hours - 55.00% $24.34 2E 5G 4: 3001 - 4000 Hours - 60.00% $25.96 2E 5G 5: 4001 - 5000 Hours - 65.00% $27.59 2E 5G 16: 5001 - 6000 Hours - 70.00% $29.21 2E 5G 7: 6001 - 7000 Hours - 80.00% $32.46 2E 5G !8: 7001 - 8000 Hours - 90.00% $35.71 2E 5G :HEAT Et FROST INSULATORS AND ASBESTOS WORKERS MECHANIC �+ j1: 0 - 1000 Hours - 50.00% $24.85 1F 5E http://www.lni.wa.gov/PrevailingWage/Appwages/20041/co17.asp 6/2/2004 Page 4 of 7 taro $26.36 1F 5E 3: 2001 4000 H 6500% $39.37 1F 5E ilw $32.39 1F 5E $35.41 1F 5[ HOD CARRIERS &MASON TENDERS err 1: O ' 1OUO Hours ' 60.00% $21.98 1W 5D 2: 1001 ' 2OOO Hours ' 70.OU% $24.45 1N 5D 3: 2001 - 3000 Hours - 80.00% $26.92 IN 50 3001 - 4000 Hours - 90.00% $29.39 1N 5D a. INSULATION APPLICATORS 1: 0 ' 1000 Hours - 50.00% $19.83 1M 5D : 1001 - 2000 Hours - 60.00% $26'54 1M 8] gm |3: 2001 - 3000 Hours - 75.00% $30'80 1M 5Q 4: 3001 - 4000 Hours - 90.00% $35.06 1M 5D IRONWORKERS 1� 1� Period ' 65.00% $24'02 1D 5A lag � 2: Z"" Period ' 70.OU% $25.45 1B 5A 3: 3rd Period $33.88 1B 5A $35.31 1D 5A ow $38'18 1B 5A $38.16 1D 5A 7: 7th Period - 95.00% $39.59 113 54 fro 8th $39.59 1D 5A LABORERS $21.98 1N 5D 2: 1001 - 2000 Hours - $24.45 1@ 50 ay $26.92 1N 5D 4: 3001 - 4000 Hours - 90.00% $29.39 tN 5D LABORERS - UNDERGROUND SEWER Et WATER op $21.98 1N 5D 2: 1001 - 2000 Hours - 70.00% $24'45 1W 5D '3: 2001 - 3000 Hours - 80.00% $26.92 1N 5D Is - 90.00% $29.39 1N 5D 50.00% $20.33 1M 5D 2: 701 - 1400 Hours - 60.00% $27.11 1N\ 5D al• '3: 1401 - 2100 Hours - 68.00% $39.43 1M 5D {4: 2101 - 2800 Hours ' 76.00% $31.76 1M 5D '5: 2801 - 3500 Hours - 84.00% $34.09 1M 5D or - 92.00% $36.41 iW\ 5D OU% $15.97 2B 5A 2: 751 - 1500 Hours - 65.00% $17.02 2B 5A 4110 ' 75.00% $18.90 2B 5A 4: 2251 - 3000 Hours - 80.00% $20.61 2B 5A : 3001 - 3750 Hours - 85.00% $21.60 2B 5A um, : 3751 - 4500 Hours - 95.00% $23.57 2B 5A PLASTERERS : O ' 500 Hours - 40.00% $17.97 1R 5A UN 2: 501 - 1000 Hours - 45.00% $19'28 1R 5A : 1001 - 1500 Hours - 45.00% $I4'90 1R 5A 14: 1501 - 2ODD Hours ' 5U.OU% S28.22 1R 5A i5: 2001 - 25OO Hours ' 55'OD% $27.53 1R 5A IMO . 2501 - 3000 Hours - 60.00% $28'84 1R 5A 17: 3001 - 3500 Hours - 65.00% $30.15 1R 5A 1,8: 3501 - 4000 Hours - 70'00% $31.46 iQ 5A 4.• 9: 4001 ' 45DO Hours ' 75.0O% $31.77 1R 5A ii. http://`v`pvv.loi.vva.gov/PrevuiliooWage/Annvvagco/2OO4l/cnl7.uop 6/2/2004 Page 5 of 7 ow 10: 4501 - 5000 Hours - 80.00% $33.08 1R 5A 11: 5001 - 5500 Hours - 85.00% $34.40 1R 5A •• 12: 5501 - 6000 Hours - 90.00% $35.71 1R 5A 13: 6001 - 6500 Hours - 95.00% $37.02 1R 5A 14: 6501 - 7000 Hours - 95.00% $37.02 1R 5A N, PLUMBERS Ft PIPEFITTERS 1: 0 - 2000 Hours - 50.00% $25.85 1G 5A 2: 2001 - 4000 Hours - 62.50% $35.81 1G 5A 3: 4001 - 6000 Hours - 70.00% $38.39 1G 5A my 4: 6001 - 8000 Hours - 75.00% $40.10 1G 5A 5: 8001 - 10000 Hours - 85.00% $43.55 1G 5A POWER EQUIPMENT OPERATORS - ALL EQUIPMENT 1: 0 - 1000 Hours - 65.00% $28.41 1T 5D 8L '2: 1001 - 2000 Hours - 70.00% $29.87 1T 5D 8L ow i)3: 2001 - 3000 Hours - 75.00% $31.33 1T 5D 8L 4: 3001 - 4000 Hours - 80.00% $32.79 1T 5D 8L 5: 4001 - 5000 Hours - 90.00% $35.72 1T 5D 81_ 6: 5001 - 6000 Hours - 95.00% $37.18 1T 5D 8L Aar ;POWER EQUIPMENT OPERATORS- UNDERGROUND SEWER &WATER ;(SEE POWER EQUIPMENT OPERATORS) 1: 0 - 1000 Hours - 65.00% $28.22 yr 2: 1001 - 2000 Hours - 70.00% $29.67 3: 2001 - 3000 Hours- 75.00% $31.12 4: 3001 - 4000 Hours - 80.00% $32.57 `5: 4001 - 5000 Hours - 90.00% $35.46 yr 6: 5001 - 6000 Hours - 95.00% $36.91 ;POWER LINE CLEARANCE TREE TRIMMERS TREE TRIMMER ar i1: 0 - 1000 Hours - 65.00% $19.74 4A 5A. 2: 1001 - 2000 Hours - 75.00% $21.99 4A 5A 3: 2001 - 3000 Hours - 80.00% $23.10 4A 5A 4: 3001 - 4000 Hours - 90.00% $25.36 4A 5A imi REFRIGERATION 8 AIR CONDITIONING MECHANICS MECHANIC 1: 0 - 2000 Hours - 50.00% $24.25 1G 5A ay 2: 2001 - 4000 Hours - 55.00% $29.60 1G 5A 3: 4001 - 6000 Hours - 60.00% $31.47 1G 5A 4: 6001 - 8000 Hours - 70.00% $35.23 1G 5A 400 '5: 8001 - 10000 Hours - 85.00% $40.84 1G 5A :RESIDENTIAL CARPENTERS 11: 1st Period - 60.00% $14.08 1 IMP 2: 2nd Period - 65.00% $15.26 1 33: 3rd Period - 70.00% $16.43 1 4: 4th Period - 75.00% $17.60 1 5: 5th Period - 80.00% $18.78 1 Al. 16: 6th Period - 85.00% $19.95 1 1: 7th Period - 90.00% $21.12 1 18: 8th Period - 95.00% $22.30 1 wir RESIDENTIAL ELECTRICIANS 1: 0 - 900 Hours - 50.00% $13.12 1 2: 901 - 1800 Hours - 55.00% $14.43 1 '3: 1801 - 2700 Hours - 75.00% $19.68 1 le` 4: 2701 - 4000 Hours - 85.00% $22.30 1 ;RESIDENTIAL PLUMBERS Et PIPEFITTERS 1: 0 - 1000 Hours - 55.00% $12.62 1 +. 2: 1001 - 2000 Hours - 65.00% $14.92 1 http://www.lni.wa.gov/PrevailingWage/Appwages/20041/co17.asp 6/2/2004 Page 6 of 7 3: 2001 - 4000 Hours - 75.00% $17.21 1 4: 4001 - 6000 Hours - 85.00% $19.51 1 .. ;RESIDENTIAL SHEET METAL WORKERS 'JOURNEY LEVEL (FIELD OR SHOP) 1: 1 - 1000 Hours - 50.00% $9.74 1 2: 1001 - 2000 Hours - 60.00% $11.69 1 ow 3: 2001 - 3000 Hours - 65.00% $12.66 1 4: 3001 - 4000 Hours - 70.00% $13.64 1 '5: 4001 - 5000 Hours - 80.00% $15.58 1 r 6: 5001 - 6000 Hours - 85.00% $16.56 1 ROOFERS 1: 0 - 820 Hours - 60.00% $21.93 1R 5A 00 2: 821 - 1630 Hours - 67.00% $23.78 1R 5A 3: 1631 - 2450 Hours - 74.00% $25.58 1R 5A 4: 2451 - 3270 Hours - 81.00% $29.66 1R 5A 5: 3271 - 4080 Hours - 88.00% $31.46 1 R 5A '6 : 4081 - 4899 Hours - 95.00% $33.25 1R 5A SHEET METAL WORKERS !JOURNEY LEVEL (FIELD OR SHOP) 1: 0 - 2000Hours - 45.00% $19.17 1J 6L 2: 2001 - 3000 Hours - 50.00% $26.89 1J 6L 3: 3001 - 4000 Hours - 55.00% $28.63 1J 6L ,,, 4: 4001 - 5000 Hours - 60.00% $30.38 1J 6L i5: 5001 - 6000 Hours - 65.00% $32.14 1J 6L `6: 6001 - 7000 Hours - 70.00% $33.89 1J 6L 7: 7001 8000 Hours - 75.00% $35.64 1J 6L ow 18: 8001 - 9000 Hours - 80.00% $37.39 1J 6L '9: 9001 - 10000 Hours - 85.00% $39.15 1J 6L SOFT FLOOR LAYERS +• APPRENTICES INDENTURED ON OR AFTER JUNE 1, 2003 '1: 0 - 750 Hours - 45.00% $15.19 1B 5A 2: 751 - 1500 Hours - 50.00% $17.31 1B 5A wr. 3: 1501 2250 Hours - 60.00% $20.95 1B 5A 4: 2251 - 3000 Hours - 70.00% $23.59 1B 5A ;5: 3001 - 3750 Hours - 80.00% $26.24 1B 5A 6: 3751 - 4500 Hours - 90.00% $28.88 1B 5A tie APPRENTICES INDENTURED PRIOR TO JUNE 1, 2003 11: 0 - 750 Hours - 45.00% $16.99 1B 5A 2: 751 - 1500 Hours - 50.00% $18.31 1B 5A Imo `3: 1501 - 2250 Hours - 60.00% $20.95 1B 5A 4: 2251 - 3000 Hours - 70.00% $23.59 1B 5A 5: 3001 - 3750 Hours - 80.00% $26.24 1B 5A 6: 3751 - 4500 Hours - 90.00% $28.88 1B 5A Mt SPRINKLER FITTERS (FIRE PROTECTION) €1: 1st Period - 40.00% $18.22 1B 5C 2: rd Period - 42.00% $18.88 1B 5C - "3: 3rd Period - 44.00% $19.55 1B 5C 11, 4: 4th Period - 47.00% $20.55 1B 5C 5: 5th Period - 52.00% $25.02 1B 5C ,. 1/6: 6th Period - 57.00% $26.68 1B 5C 7: 7th Period - 62.00% $28.60 1B 5C 8: 8th Period - 65.00% $29.60 1B 5C .. 9: 9th Period - 75.00% $33.43 1B 5C 10: 10th Period - 80.00% $35.10 1B 5C 'TERRAZZO WORKERS ft TILE SETTERS `1: 0 - 1000 Hours - 50.00% $20.69 1H 5A 4111111 12: 1001 - 2500 Hours - 55.00% $22.02 1H 5A http://www.lni.wa.gov/PrevailingWage/Appwages/20041/co17.asp 6/2/2004 Page 7 of 7 3: 2501 - 3500 Hours - 60.00% $23.35 1H 5A 4: 3501 - 4500 Hours - 70.00% $26.01 1H 5A 5: 4501 - 5500 Hours - 80.00% $28.66 1H 5A 6: 5501 - 6250 Hours - 90.00% $31.32 1H 5A 7: 6251 - 7000 Hours - 95.00% $32.65 1H 5A TILE, MARBLE Et TERRAZZO FINISHERS FINISHER 1: 0 - 1000 Hours - 50.00% $20.07 1H 5A 2: 1001 - 2500 Hours - 55.00% $21.35 1H 5A 3: 2501 - 3500 Hours - 60.00% $22.61 1H 5A 4: 3501 - 4500 Hours - 70.00% $25.15 1H 5A TRAFFIC CONTROL STRIPERS wrr 1: 0 - 500 Hours - 60.00% $12.96 1K 5A 2: 501 - 1000 Hours - 60.00% $17.82 1K 5A 3: 1001 - 2333 Hours - 60.00% $20.22 1K 5A 4: 2334 - 4666 Hours - 73.00% $23.53 1K 5A rwo 5: 4667 - 7000 Hours - 88.00% $27.35 1K 5A TRUCK DRIVERS ALL TRUCKS 11: 0 - 700 Hours - 70.00% $28.24 1_1 5D 8L 2: 701 - 1400 Hours - 80.00% $30.80 1T 5D 8L 3: 1401 - 2100 Hours _90.00% $33.35 11- 5D 8L I +w10 a s or About LEtI I Find a job at LEti ( Informacion en espanol I Site Feedback I Al AR Awe► r 1-800-547-8367 INDUSTRIES r ©Washington State Dept.of Labor and Industries. Use of this site is subject to the taws of the B'gi6 1110 state of Washington. Access Agreement I Privacy and security statement I Intended use/external content policy I Visit access.wa.gov Staff only link IMP Orr 1110 Or► arr Orr IOW +rr vrr http://www.lni.wa.gov/PrevailingWage/Appwages/20041/co17.asp 6/2/2004 +rr APPENDIX C—STANDARD PLANS CITY OF RENTON .r war APPENDIX C STANDARD PLANS 1. SIP Mit IMO 2004 OVERLAY was nw • • rr A CITY OF RENTON • PLANNINGBUILDING/PUBLIC WORKS DEPARTMENT r - r "404•44••■ 4 x .� L:0,4 s�Si4 � oi flit? , ��4.7"P.12*I44r4 " COLD PLANING AREA i I VAR .. sit �--� 20 ' IMP T; sr SECTION A -A TYPICAL COLD—PLANING DETAIL I DATE 06/95 fir COLD.DWG OW NW -.._. ... .....7 _ •,. .. --..: ow . -...._ •- . --<„, ....Z IOW 1 :".. ! , ! .., - . 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REPLACE ALL BUT TOP 2" OF EXCAVATED MATERIAL WITH CLASS 3000 CONCRETE (3/4). FINISH PAVEMENT SURFACE TYPICAL UTILITY COVER WITH 2" OF A.C. CLASS "G". leo SEE CT D ADJUSTMENT FOR SPECIFICATIONS SECTION 7-05.3(1) PAVEMENT OR OVERLAY G\``' Y o ADOPTED rlw CITY OF RENTON STANDARD PLANS 4,kr,e0 1ST DATE:04/2003 04/10/03 Revised notes and Detail. JDH DMC 10/17/96 Added notes. DCV AG DATE REVISION BY APPR'D DWG. NAME: BR36 SP PAGE: B001 our c- c L L — 0 C O 4 Z c C U r.4 Z z .96 c. Citi— c C. °- t U c- C (_ p C 0 el C E- < E- c L it F + Ai i 1 F 1Z < „ ? c ,j ¢� � UN C c .„.;a. 1 7-01::3 - - - - �i x _ o. v lir f - = - = c. � " ' t1 �. ` .''='/ Q '1 v Jam, T� r - c 1J '(1 <Ci_, 1 • I ti,J • C G`/7 i--•..1,1 lir, I k....) L.,..) ,...: ‘,-) -7 < c...9 s .1iu ri W ki 99-2 1 il- ti--- 0 . 1.1.\11) . il....1 \\\::„... ,s---i K:4; 1 1 \ ......."-"....?" `1,1,■I N 9 - 7-: — 7.,--_ C.--. INWP \ i I ' — ////i i/ i/ice/ - - - - ; _ - _ • • •f.1:.:y� . - 7 .,' .. "%.. ._ - _ .. . •OW OW VP SIM 1111 CENTER LINES • ® • • • • • • • • • ® • • • • • • • •_I4" • 3I- • • • • • • • • ci\ • • • • • • `"r 30' 4" YELLOW TYPE 'I' LINE MARKERS 4" YELLOW TYPE 'lid' DOUBLE YELLOW CENTER LINE LINE MARKERS (REFL.) • • • • • • • la IMP. 9' 15' 3' V 4" YELLOW TYPE 'I' LINE MARKERS ,.r SINGLE SKIP YELLOW CENTER LINE 4" YELLOW TYPE 'Ild' LINE MARKERS (REFL.) rr TWO—WAY LEFT TURN LANE • • • ® • • • • • • • • • • • • • • • tall 4„ �• •� • • • • 9' 15' 3' 12' 4" YELLOW TYPE 'lld' LINE MARKERS (REFL.) 4110 4" YELLOW TYPE 'I' LINE MARKERS ® • • • • • • • ® • • • • • • • • • • • • • • • • • • ® • • • NUMBER OF 2—WAY LEFT TURN ARROWS war 1 SPEED LIMIT 25 MPH 200' O.C. SPEED LIMIT 30-35 MPH -- 250' O.C. SPEED LIMIT 40-45 MPH -- 300' O.C. CHANNELIZATION MARKERS DETAIL Gti� 0, ADOPTED • CITY OF RENTON STANDARD PLANS �4'N Z 0 1ST DATE: 10/30/96 tor DATE REVISION BY APPR'D DWG. NAME: HR-01 SP PAGE: H001 OUP APPROACH LINE ittttt ttttttt ® tt } 8" .. 113' \- 4" WHITE TYPE 'I' 24' LINE MARKERS 4" WHITE TYPE 'Ile' LINE MARKERS (REFL.) IOW \UMBER AND LOCATIONS OF ARROWS APPROACH LINE LENGTH cOR E ARROW LOCATIONS rr 20'-50' 1 ARROW (20' BACK FROM CROSSWALK OR STOP BAR) 50'-125' 2 ARROWS(20' BACK & END OF APPROACH LINE) 125'-300' 3 ARROWS(20' BACK, MIDWAY & END OF LINE) ARROWS OVER 300' AT 100' INTERVALS �- SKIP APPROACH LINE 3 4" WHITE TYPE 'I' 9' 15' 4410 LINE MARKERS 4" WHITE TYPE 'lle' LINE MARKERS (REFL.) err Igo LANE LINE l4" • • • • • • • rr } 9' 15' 3' 4" WHITE TYPE 'I' LINE MARKERS rw 4" WHITE TYPE 'Ile' LINE MARKERS (REFL.) r ;rr CHANNELIZATION MAKERS DETAIL ti'C Y p ADOPTED � vow -4, CITY OF RENTON 41,2 STANDARD PLANS ttN T O LST DATE: 10/30/96 DATE REVISION BY APPR'D OWG. 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LANE •Ii' 8"(TYP.)-STRIPE CONCRETE LINE LINE GUTTER I I I ►I� • O. t,: 1 TIRE I TIRE TIRE I 01 ON low TIRE TRACKS TRACKS TRACKS TRACKS it TYPICAL 4— LANE ROADWAY CO\FIGURATIO \ er. lir o NOTE: FOR ROADWAYS WITH MORE OR LESS LANES, THE SAME CONFIGURATION APPLIES. KEEPING THE THERMOPLASTIC/PAINTED BARS CENTERED ON Thermoplastic/Painted Crosswalk age THE LANE LINES AND IN THE CENTER OF TRAVELLED PORTION OF THE LANE TO MINIMIZE THE WEAR ON THE THERMOPLASTIC/PAINT. .\" `{ p ADOPTED G 6 "' CITY OF RENTON ,,A- �, STANDARD PLANS -4'N T O LST DATE: 04/01/1990 wry DATE REVISION BY APPR'D_ DWG. NAME: HR-13 SP PAGE: H012 rr * * IMP •+� — J�35'' 31' 31' 35' * --13" 4'-5" +rr 31' air este VIP 9,-0„ ale 6'-4" 6'-5" arr i „) 45• roe 2.—3') ■rr —1'— 5'-6"* *5'-6" 11' +rr * BASED ON TYPICAL 11—FOOT LANE WIDTH rr war THRU & LEFT TURN ONLY ARROW DETAIL Y 0 ADOPTED CITY OF RENTON rlr +G STANDARD PLANS 4NT0 LST DATE. 10/30/96 IN. DATE REVISION BY APPR'D DWG. 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