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3FOGINAL Blackline Inc. P.O. Box 28807 Spokane,WA 99228-8807 CAG 03-050 $68,961.50 Date: 5/7/03 (509)466-6501 �Y O ti Bidding Requirements, City of Renton Forms, Contract Forms, Conditions of .. the Contract,Plans and Specifications f�O N CITY OF RENTON LConstruction of: 2003 SLURRY SEAL PROJECT NO. CAG-03-050 or L . y , # w r� 'yam% EXPIRES: 10/22/03 City of Renton 1055 South Grady Way Renton WA 98055 General Bid Information: 425-430-7200 Project Manager: Bill Wressell 425-430-7400 GPrinted on Recycled Paper r CITY OF RENTON RENTON, WASHINGTON i CONTRACT DOCUMENTS for the 2003 SLURRY SEAL r- PROJECT NO.CAG-03-050 July 2003 BIDDING REQUIREMENTS CONTRACT FORMS _ CONDITIONS OF THE CONTRACT SPECIFICATIONS PLANS i i i CITY OF RENTON 1055 South Grady Way �- Renton, WA 98055 i ® Printed on Recycled Paper +w CITY OF RENTON 2003 Slurry Seal r INDEX I. CALL FOR BIDS H. INTRODUCTION 1. INSTRUCTIONS TO BIDDERS so 2. SUMMARY OF FAIR PRACTICES POLICY,CITY OF RENTON 3. SUMMARY OF AMERICANS WITH DISABILITIES ACT POLICY,CITY OF RENTON 4. SCOPE OF WORK ar 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 rs 7. FAIR PRACTICES POLICY AFFIDAVIT OF COMPLIANCE IV. CONTRACT DOCUMENT FORMS 1. BOND TO THE CITY OF RENTON 2. CONTRACT AGREEMENT 3. CITY OF RENTON INSURANCE INFORMATION FORM 4. CERTIFICATE OF INSURANCE(SAMPLE) V. CONTRACT SPECIFICATIONS 1. SPECIAL PROVISIONS 2. RECOMENDED PERFORMANCE GUIDELINES FOR EMULSIFIED ASPHALT SLURRY SEAL 3. AMENDMENTS TO THE STANDARD SPECIFICATIONS APPENDIX A-SAMPLE FORMS 1. REQUEST TO SUBLET WORK ow 2. MONTHLY UTILIZATION REPORT(CC-257) 3. RECYCLED PRODUCT REPORTING FORM 4. CERTIFICATION OF PAYMENT OF PREVAILING WAGES APPENDIX B-HOURLY MINIMUM WAGE RATES APPENDIX C-STANDARD PLANS .. 2003 Slurry Seal r CITY OF RENTON 2003 SLURRY SEAL ns w ar I CALL FOR BIDS 2003 SLURRY SEAL low City of Renton CALL FOR BIDS 2003 SLURRY SEAL • Sealed bids will be received until 2:30 p.m., May 7, 2003, at the City Clerk's office, 7'H floor, and will be opened and publicly read in the 5th floor conference room, (room 521) Renton Municipal Building, 1055 S Grady Way. r The work to be performed within 10 working days from the date of commencement under this contract shall include,but not be limited to: • Installation of approximately 52,510 sq. yds. Type II Slurry Seal, and complete restoration as set forth in the design drawings and specifications. V Engineer's Estimate: $60,000 TO$70,000 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 Works Department Customer Services at the 4th 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. .. 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 r 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 ' on the grounds of race,color, sex or national origin in consideration of an award. .. .. Bonnie I. Walton, City Clerk Published: ,. Daily Journal of Commerce: April 23 and April 30, 2003 tw aw �. CITY OF RENTON 2003 SLURRY SEAL I I INTRODUCTION w 2003 SLURRY SEAL CITY OF RENTON 2003 SLURRY SEAL rs 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. w No proposal may be changed or withdrawn after the time set for receiving bids. Proposals shall be submitted on the forms attached hereto. 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 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 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. 2003 SLURRY SEAL CITY OF RENTON 2003 SLURRY SEAL r, 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. 12. The contractor, prior to the start of construction, shall provide the City of Renton a detailed bar chart type construction schedule for the project. 13. 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 in City of Renton Supplemental Specifications. 14. The construction contract will be awarded by the City of Renton to the lowest, responsible, responsive bidder. The bidder shall bid on all bid schedules 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 .0 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 rw 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. i 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". 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 r 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 w. CONTRACTOR shall also comply with Article 4 in the Puget Sound Air Pollution Control Agency Regulation III regarding removal and encapsulation of asbestos materials. • w 2003 SLURRY SEAL VW CITY OF RENTON 2003 SLURRY SEAL r 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 I all activities within this project whether referred to directly,paragraph by paragraph,or not. 1. WSDOT/APWA 2002 Standard Specifications for Road,Bridge and Municipal Construction" and "Division 1 APWA Supplement" hereinafter referred to by the abbreviated title "Standard Specifications." A. Any reference to"State," "State of Washington," "Department of Transportation," "WSDOT," or any combination thereof in the WSDOT/APWA standards shall be modified to read "City of Renton," unless specifically referring to a standard specification or test method. _ B. All references to measurement and payment in the WSDOT/APWA standards shall be detected and the measurement and payment provisions of Section 1- �' 09.14,Measurement and Payment(added herein) shall govern. 2003 SLURRY SEAL qW ow CITY OF RENTON dw SUMMARY OF FAIR PRACTICES POLICY ADOPTED BY RESOLUTION NO. 3 2 2 9 rr 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 1 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. (3) AFFIRMATIVE ACTION PLAN - The City of Renton Affirmative Action Plan and Equal Employment Program will be maintained and administered to facilitate equitable r 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 and 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 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. CONCURRED IN by the City Council of the City of RENTON,Washington,this 7 thday of October, 1996. CITY OF RENTON: RENTON CITY COUNCIL: N(ayor Council President aw Attest: l City Cler1 �r. 03 SUMRY.DOC1 r CITY OF RENTON SUMMARY OFAMERICANS WITH DISABILITIES ACT POLICY ADOPTED BY RESOL UTION 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 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- 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. (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 City 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 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 an 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. r CONCURRED IN by the City Council of the City of Renton, Washington, this 4th day of October 1993. Cl. RENTON RENTON CITY COUNCIL: Mayor Council President Attest: City Clerk ' CITY OF RENTON 2003 SLURRY SEAL 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 ' limited to,Type II Slurry Seal. 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Zzzzz � aLL < Z Umm > � aWIMwZZTZ Jwww w Q w ww z z Z Z J z Z Z _ > > > > a W U W z d Y Waaa a Z wZ � zh- zz CL d W 2000 w F- F F- ~ w O U�,- z � W JU00 E W OUcncncni-- Z ~ v ~ wzEr � zU Zwww Z cr T- P- � 0 z000gww d � J � � � W CVNNNU Lu 5m0 = � � � //1 a //1 � W W = W W � wwwwz Zzaza/ [CrL mm 0zzzza O » a > mm Cl) 0 0 N m 40 III. PROJECT PROPOSAL CITY OF RENTON PROJECT: 2003 SLURRY SEAL CAG NO.: CAG-03-050 COMPANY: _3��CKI �N�, BIDAMOUNT: �D(��(p� 8� ADDRESS: To 130,( aWQ 7 TEL. NO.:��ek-y f rjjA III PROJECT PROPOSAL Am 2003 SLURRY SEAL III-I on .,� III. PROJECT PROPOSAL CITY OF RENTON 1. BIDDER'S CHECKLIST BIDDERS CHECKLIST 2. PROPOSAL AND COMBINED AFFIDAVIT AND CERTIFICATE FORM 3. V SCHEDULE OF PRICES 4. _V ACKNOWLEDGEMENT OF RECEIPT OF ADDENDA 5. y BID BOND FORM 6. V CERTIFICATION OF EEO REPORT 7. 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 rr attached to the bid document. err ir. ■ 2003 SLURRY SEAL III-2 2. PROPOSAL CITY OF RENTON CAG-03-050 Aw 2003 SLURRY SEAL TO THE CITY OF RENTON RENTON, WASHINGTON jo Ladies and/or Gentlemen: The undersigned hereby certify that the bidder has examined the site of the proposed work and have read and thoroughly understand the plans, specifications and contract governing the work " ' embraced in this improvement,and the method by which payment will be made for said work, and hereby propose to undertake and complete the work embraced in this improvement, or as much thereof as can be completed with the money available, in accordance with the said plans, w 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 so in writing and in figures.) The undersigned certifies and agrees to the following provisions: d,„ 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 .r on behalf of any person not therein named,and further,that the deponent has not directly induced or solicited any other Bidder on the foregoing work or equipment to put in a sham bid, or any other person or corporation to refrain from bidding, and that deponent has not in any manner sought by collusion to secure to himself or to any other person any advantage over other Bidder or Bidders. AND CERTIFICATION RE: ASSIGNMENT OF ANTI-TRUST CLAIMS TO PURCHASER Vendor and purchaser recognize that in actual economic practice overcharges resulting from anti- trust violations are in fact usually borne by the purchaser. 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 r. violations commencing after the date of the bid, quotation, or other event establishing the price under this order or contract. In addition,vendor warrants and represents that such of his suppliers and subcontractors shall assign any and all such claims to purchaser, subject to the aforementioned exception. AND MINIMUM WAGE AFFIDAVIT FORM I,the undersigned,having been duly sworn,deposed, say and certify that in connection with the performance of the work of this project, I will pay each classification of laborer,workman, or mechanic employed in the performance of such work;not less than the prevailing rate of wage or not less than the minimum rate of wages as specified in the principal contract: 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 Aw 13LC1 r/�E 1, J,c Name of Bidder's Firm f Printed Name Signature Aw Address: Names of Members of Partnership: rr No OR Aw Name of President of Corporation (,(.�t ,✓ �Z '"' Name of Secretary of Corporation --eL-xf(� P ja Corporation Organized under the laws of With Main Office in State of Washington at SQS- ��yos92vrl Subscribed and sworn to before me on thi,���day of ,20-0. rrr Not lic ' fort of Washington p ��� Nota (Print) V %)KI I l7�-- ++� My appointment expires: — 0` � NOTARY �! � 4D 9 �pUBLIc rrr G�1 10, WASN� ... III. PROJECT PROPOSAL CITY OF RENTON rr 3. SCHEDULE OF PRICES ALL ENTRIES SHALL BE WRITTEN IN INK OR TYPED TO VALIDATE BID am 4. mo an N do as we 2003 SLURRY SEAL III-4 am City of Renton - Planning/Building/Public Works Department 2003 SLURRY SEAL SCHEDULE OF PRICES (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.) la. 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 Mobilization LS �- $`Three ys S IV19 3a u J Cl�J Per LS Aw 02. 1 Traffic Control LS $ Fo-ar4lacsavt4 Per LS 03. 52510 Slurry Seal Type "II" SY $ 0 -2.t �l1tr�Q Q.Nt 1 $Q Per SY +�r TOTAL 8_() d THE UNDERSIGNED BIDDER HEREBY AGREES TO COMMENCE WORK ON THIS PROJECT, IF AWARDED HIM, NO LATER THAN 10 DAYS AFTER FINAL EXECUTION �•+ AND TO COMPLETE THE WORK WITHIN 20 WORKING DAYS. rrr DATED AT�S C-nj Lr[Jl9 THIS _DAY OF , 2003. rr 4/9/2003 7:27 AM 2003SHPRSS.xis rr „ III. PROJECT PROPOSAL CITY OF RENTON 4. ACKNOWLEDGEMENT OF RECEIPT OF ADDENDA Aw an �wm ACKNOWLEDGEMENT OF RECEIPT OF ADDENDA: mo NO. DATE NO. DATE •■ NO. DATE 4w as r SIGNED TITLE NAME OF COMPANY ADDRESS CITY/STATE/ZIP TELEPHONE CITY OF RENTON STATE CONTRACTORS BUSINESS LICENSE# Af LICENSE# I,X 19C{{ ► - 3SC P 2003 SLURRY SEAL III-5 rri BLACKLI NE 509 467 2602 P. 03 III. PROJECT PROPOSAL CITY OF RENTON 5. BID BOND FORM Herewith find deposit in the form of a certified check, cashier's check, cash, or bid bond in the amount of $ which amount is not less than five percent of the total bid. Sign here Know All Men by These Presents: That we, BLA .K ,TNF. TNC as Principal. and CONTRACTORS BONJj TNG & TNSUEAN .F f OMPA Surety, are held and firmly bound unto the City of Renton,as Obligee,in the penal sum of FTVE PERCENT 497-) OF BTD------------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. The condition of this obligation is such that if the Obligee shall make any award to the Principal for SLURRY SEAT, 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 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, SIGNED, SEALED AND DATED THIS 2ND DAY OF MAY , 203-. ' BLACKLINE INC Principal Surety CONTRACTORS BONDING & INSURANCE COMPANY L Received return of deposit in the sum of$ 2063 SLURRY SEAL III-6 <'O°OO°oc�r�•on uo°o °0999 o°oo opo pe�aoo oo_eoo`oo 000 00 0 0°vo 0 a o r"•wp a o°o o °o°o 00 °e°0 0 0° >°o°�•�.o°o°e o e°o°o 0 0°0°0° O�eC O 9 D°0 0°O O°°�_`°O°0°O°0°Q y�^_�°O°o O°°O 0�°tiq O°O O°�Y e0°e O°po�0900000000 0�_�' °�o p��►j O O 000 ei►p Oo 0 O o��'C°o°oJ o��►p O 4 00 o�•oe o°°00 o�►e 000 000 p��j O°O O OI �00 o�••w e o o °� 9 0 0 0 oosp o 0 0 o per o o �.°o o e d°Oe°db°°•'°noapP0POPOPO9PP09epo O°t'°aoQi0 9°PO 9°9O P°P p°n•op°°e Q°O 00 O°P O°G 4°P°O0v�a0°Pp0 00 0 e°wi wOp00 9°a 0°°°0°°00 0°0 0°06°y OOR�Oa p o 0°0°40 p°°o°°o O°eO°°o0°epoA•o°4e°0°0°°°0d°60°000°°°°0 e°0°!we°p00°0°O 0°°e 0°°0 0°°0O°°0O°°4p°e°°•�11•°°e0Q 0°O 0°°O 0°°0 0°°00°°B0°00°0n��°o°O 0°°°0 0°0 0°°O 0°°00°B 0°°0 0°n.�1•°°a 0 0°°0 0°°0 0°°J e°°P 0°0 0°°0°0 o-r°°°°0 0°0 0°0 0°°O 0°°0 O°°4 O°0°°o 0 wo�oe°a0O0°°a 000o0 0°o o°0 O0 O°p°Cp•o�•w••°po p O o�O e0�A o 0°0p°0 0°°a°0 0 .1 °po°'°p4°iPPPPP9°pi°'°pp°9oPP9P 0°°pg,op°o 000°po,a000°PO°°Opo;op°00060000pi0°°0090 OOOppo�a0°°OOOPOOOp°!°°°pOPO600ppo.POa°°OPP°Oq°°•o°p000°°0°6o.a°°00°000°°0°0°°•o°°a°O°o°p°0 ICI'\, P PP.p vvPPPPPPipo o9PPP99PPpo P9PP999PPpo avPPPPPPhp oNP9PPPPpo°°o9PPPPPPPpp°'°oaPAP99PPpS°'°ooPP9PPPP°po°'°oo°iPPP9P9pe°'°�a���� OOeOOOS o 01 o nq O pO0p900 Opb°0�p�v� 000000 0000 G04p0040000.. ae a0°o4C0° I` °oo Iii. � � � • � � 1 � � � � °ep��a i�o oa a;1I C O a o 0 0 °eoo°o°e°0 o e soon p°° oa °°o°sPOea O0Q0a�ee. v aeon 94608 0 READ. CAREFULLY- to be used only with the bond specified herein "'If ose°o°o°o a°o � •\ ♦ • • • •• • • ♦ •i \ •• ♦ o°°o°o°o°e°o �wao pe i \. . •• \• e;Il)) Its e°e°0°0°0°0°°^°•- � °�oOC84eaP0 °00 ee 4 004 i '•- 9°p�Op0 OP ��°JOp 0 0°4°°°0 o°e s o 000 0°0 0 p0p0e opo oP o o p 0 0 009 Oo00 °0e°000° • - • ••- hereby _ _ oe 0 0000 000 0 I0�p0°s ' 00 0 o00p° ''Iopp appoint - .• WORK, •• eo o0¢ po°opo d o f1 1 GERALDINE • •• • • 'JANICE I. SHUEY its u o0p�1 0°0°0 true and lawful 000AOO°o Oo°0 _ power hereby P 0 0°e°°tea conferred °q °000000 behalf of the Company: (1) any ao os • bonds given for any purp• - provided, however, • such person be oao 0' authorized to execute and deliver oo°o n°0 Oeo _ thereof _ so 0°00°0000 o°aaeaa°o- •• - $10,000,000, ope a0o04° Oen provided, further, Attorney—in—Fact• a°o 0091) 1°• issue •• project 040000°90- _ • • • • • _ excess -• 4 v o°000 •• • • • •- required n 000000000 04POe oos ° O 0 0004 e0s -p 0000 c°s $10,000,000; - • consents, releases - documents required • °e0 p0400o .4 an obligee under a contract bonded by the Company. This appointment is made under the aed a authority of the Board of Directors •- oo°o°a o O0e0epo� 00 000000004 004poo 00 ep0°o a Op4p 000' Pp°p°o eo®° 0 060000°p e oees 4 00p 0�oq �°00 00°004p f°pQYp a0O O90e) 0;11 0 00 O O o o °o 99900°p°p 0000°p°o°8e°° °°000°o eq /' • 1 • • • i• 1 � 1 • 1, • • ea°oe°e°eoa0Cne0 e'0� - appal o°eoo°°b° • 1" • -1 1 • • • • i i. 1 • / • • • �o°eo o>pPJ 400eo°oa ° 0000eQa- °°e oac eoeoop°a °° 9000 °00°o eo°e • • 1 00 0>0000do° °oae a°o °°a o°ao_ • s°o e0 p°po0o0oe°� • • / •' °po°°e°0 0 000009 e° 0 0 0 0 0 pa eee °o 00990 004p04Q°4 �oo ep°p4p I'�aao° 00000°) II°. 1 1 '• •. • °°I� b 4090 o°v°em O00p°eeposOS °o opgap°p°q° �000Oee �� / eoeeopo0° epa e° ° pe l oe�o oaoi)) P°o°0°0°0 0°'� •• . • oeoaop0e6 OPoO a0°<s- 0 000 0°0°epoopQ°aa • • • ve pOp°p°p°p °m°°O Opp- I• • •I I • • • •I I I • � 0000;0900°0 ep 000C p 40 O p I '0 1 O 4 0 Ipepey,a,e4addd4404ep;a;eddddbbl4;a p°o e°000°°po o 0°9°�0°9 p°0e a0°e�i••e o°o o°p 040eo00ae0o00eo00 oe0°oo°pp0oa a`s°o°pp°ee00ee°doe0e00e o°oep0om o0°e°0°.i Pa s°°p°o d°epdo 0°4a P°0e d°0o d°0EeaPao o°oa�.°n;ee ead e04d000de°d°0eN00000 ole :pp;O a°d°0d O 4dO ded pd0°de°°b°°A,e;0ea°pd 0 4d 4 d°dOd0d0E0Pee°ee°m�eaeo a°4d6d 0 d0d0d O dOdOOe°°O;ew.eede a°pd0d04 o d°d0b0Npm°°e;a•.e;4o 6°qdp d O dOdOd6d0deeo°e!°ea e p°d°dOd O d0O0d0!00o°♦e°•'oe e�4 d°d O dOdOd0d0 d°doe e°:°e 6�°d O d O dOdOdPd0!0wP o..aed4pp4 d p dpdodOdodp�°evOaa•,p°P�o 4 a°Ip�°o�p I 1 ep 0000° 0 40000° °04000 p°a op OPeo00 ° P 00��O°00 r°e0 0°O°O°O�°ai►00 p0 OpOOOpr°o0o09p000 000=°pOO9°O°O°OOOp=°000 000000 O e•Ike°p°00600000pe0,.�°0°00°0°0°0°e Oo�°0°0°0°e°909°00 °°p°0°0°0°0o O O°e°O°0°0°O°°00�°O°°0°0°0°0°00°°11.0 O°°0°0°0°0°00°p r•°°0°°0°0°0°0°Op0°r0 0�0°00°0°0 oe°>e vep a��ppOOe 0,00�►e°a°e epe.•�e°000°e°•��a°0 0°0°.r•e°°eso eee°.��'•°°°e0eo°o°e^4909°°°o°o°°°�i°°o°e°o°o oo°o a°°°o°o°o°oo�0°eO o e°°a°-°O°°e°e°o o^o°°°e a°o°e°e 000° O O° °O O° -p0°° °°o°° °°O° °p 0 0 °°p0 �°• °O O° 00 Oo 00 Oo 00 Oo O Oo 00 00 ODd O III. PROJECT PROPOSAL CITY OF RENTON 6. CERTIFICATION OF EQUAL EMPLOYMENT OPPORTUNITY REPORT 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_,proposed subcontractor_, hereby certifies that he has_, 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_, 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. 1K_f iryE �J" (Company) wn .r By: Ella k3 T)( ,4, 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 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. rr EQUAL.DOCAh rr w 2003 SLURRY SEAL III-7 7. FAIR PRACTICES POLICY AFFIDAVIT OF COMPLIANCE CITY OF RENTON .. FAIR PRACTICES POLICY �u 1VT�� AFFIDAVIT OF COMPLIANCE _81&iU i A)C= J_A&C hereby confirms and declares that (Name of contractor/subcontractor/consultant) "W I. It is the policy of aL,7 h lu(1��,r 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. II. _ complies with all applicable (Name of contractor/subcontractor/consultant) federal, state and local laws governing non-discrimination in employment. II. When applicable, a Ile) � will seek out and Name of contractor/subcontractor/consultant) negotiate with minority and women contractors for the award of subcontracts. ,., Print Age epresentative's Name �f U r Ld- Print Agent/Representative's Title Agen epres ntative's §ieature /l /d 3 Date Signed Instructions: This document MUST be completed by each contractor, subcontractor and consultant. Include or attach this document(s)with the contract. i w. J:\STREEIAPMS\2003\Slurry\14—FAIR.DOC IV. CONTRACT DOCUMENT FORMS CITY OF RENTON a INFORMATION ONLY IV CONTRACT DOCUMENT FORMS DOCUMENTS IN THE FOLLOWING FORM MUST BE EXECUTED AND SUBMITTED BY THE SUCCESSFUL BIDDER WITHIN TEN (10) DAYS FOLLOWING THE NOTICE OF AWARD. 2003 SLURRY SEAL IV-1 r„ IV. CONTRACT DOCUMENT FORMS CITY OF RENTON BOND #FB5703 BOND TO THE CITY OF RENTON KNOW ALL MEN BY THESE PRESENTS: That we,the undersigned BLA KLIN . TN w. as principal, ancrONTRACTORS BONDING & INSURANCE COMP@OPPoration organized and existing under the laws of the State of WASHINGTON as a surety corporation, and qualified under the laws of the State of Washington to become surety upon bonds of contractors with municipal corporations, as surety w.. are jointly and severally held and firmly bound to the City of Renton in the penal sum of $ 68,961.80** 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. Dated at SPOKANE ,Washington,this 21ST day of MAY , 20 03 Nevertheless,the conditions of the above obligation are such that: +w. WHEREAS, under and pursuant to Public Works Construction Contract CAG- 03-050 providing for r construction of 2003 SLURRY SEAL CAG 03-050 (project name) 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; V,. 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 Renton, then and in that event this obligation shall be void; but otherwise it shall be and remain in full force and effect. BLACK INE INC CONTRACTORS BONDING & INSURANCE COMPANY Pri nci Surety Signa Signature l Title Title CATHIE HAMLIN ATTORNEY—IN—FACT H/forms/contracts/BOND.DOC/MAB/bh Approved by Larry Warren 2/14/92 Ow 2003 SLURRY SEAL IV-2 am °00°O°> °°O°O_°OO°OP OOe Pp °000 OPPO 00 O 0000 OOPO 0000 0006 Op o DOOOd Oo0 0000 0006 OoOO 00 O O O O O r°0000 000° 0°deOOBB°o oo a°°o°o°0°o°p°o 000 0°o°°°ao�_�°PO°o°o o°°�e°c°o°o o°°.'�•'o°PO o°O a°ee��'.°►oc°o°°°a°Pe r•�o°P°P°°d°°.•�° °o°0 0 o^O o°o°° ° o°oi°°4°o°0 0°0 0.r�ir°e°c°°a°oew••��►a°ooe°o o°o°^o°o°o o°ooh.►:0°0°0{0°0 °0°Q°Oe0'® °pO 0°0°00°0°0° °0° oN°°9PP°°�o$° O00 9°0 9°9b°40°040 9°°0P°°9°Ov°.2 o O o°°°°°°°°°° °�00° p°4o000 i °°° °00°°90 9°°0 P°°0 P°a pe°w T°o e o 00 0F°0a 0°°00 p°0 0°°O0 OO°°0 O°°0P O°p Oph�o o o p0 00i 0°°pi0°°0 0°°QOB 0°°0 90°°00�0°p-o�°a0p 0 0 0°°0i0°0a90°°p°0 90°°060 0°°P eoa��e4 P0 O P0 00°0 09°°0900°90°°006 0 p00d d�oo°4p00°0 0°°0 0°°90 40°0 0°0 0°°qg0 o�r"'aoop°p oP 0°°a 0°°o 0°°dq°a 0°o0e°9v°�ra°p°°0°o 0°0 0°°o 0°°0 e°°pP°0`e°o�C'o O0°0°°0 0-°0-e-°-U°< 199999 9 O 0 $°°$a9P9N9ov°' I.o a e ' 0 0 0 4 0 �o0o a°a°o 00000 e- °P°9 Ih!�°poo e a o>000ego 1•� �4 ov app 60000 _o- o° 4°0°o 0°00009 oo- o°appoge0°Op -o oq0 0 0000>°°� 1 0°00999 OOOOOo 0°0 o eoed o o°qo°o°P°0 G4 co ee Ocpp 0009 ooe v °000°0°00 0 o p0°o0 P�°yq'� a 06ogd READ CAREFULL Y to be used on -- with the bond specified herein pp 0 o 4 e°a° _c9°ap 4 OOOOOO O p0 °po0ppad°yo°oP� unaltered original of Power of • document is val id. I original of this document i s printed\ gray security paper with black and red ink and bears the seal of Contractors Bonding and Insurance Company(the"Company"). The original document contains a watermark with the letters"cbic"embedded in the paper rather that printed upon it.The e°e o°es o°000a6°eP 0°Oda o0°y °O>° 0000°a oPO appears - blank space beneath • I "Limited Power of Attorney" {• of the document • o°o°°OOa°p 090900 0000o000°0°0,: °egogoPO�� visible _ - document is held to the light. document is valid • • \ I e p e°ooveeooe °e 00 ao v �oeago0000 00,C o0 0 - • I bearing '• indicated below, • provided• • • - bond is of the type indicated below. document eo 0000' o '1•' Papa°o • / .{ • -/ • •" • i. 1 '• •• o e 0048°�Paeoo� °0°o°00v0pOp 06 Qy e e °0 0 o°p°p°po t• d p°°oao •• • • • • °poe a'' pp�pOeoeQ°PO°�_ _ - - _ •• _ _ _• oo eo0°e°0°0 p 0v°°a • eve°o 4000 000°00°OOV - •• � - - - - - - -.. - - 0 6o 000000 f 0009 o o d°,�Oi o oe°pP at - °000 O0po00oo°geoq - _ _ _ _ • _ •r °°0009°0000 9000 e°g0000a �goe000 s' • . -•• r r •�- - - 1 • / 1 1 1 1 ace 000° '°e oa • _• r vp e�i p°goo o v .o°o eoa 0°Q°e°°°o o'er _ _ _• - •_ _ _ Qe'vo°e°0°0 OtlaOeoo- •• • - - '�'e Pp°e°e a oe 1 / 1 1 1 1 / _ • _ _ _, _ _ •• _ _ _ oo a°e0°°0 d 00004°qs d°0°0°0°0 o'tln �°°O0°00 OOPOOO O- 000°O°000 0 d 00 0e°>s 0 00000°4 °9Ro o°d' �0Q ec 00OD 9900 Ia. °0°e0 099009° °ppp004 0000 o ee° o°°o°°eovo°oao 0900 p o- 4 p0o°oPO e v �ooegooe°eoa 0 p oao o0p O Q06s a oeo°o�0 o°e oe � 0 00 0°0 0 0°0°o°e°o°oo° o moo°ge000°o O P O O e o o 9000000 0 00 e0o°OS -o °09°90°e°� 1" • / • • • i• / • • • /. • 0900°e°0°° I°poe ae pooe°opoo • °°o°o eo o° • /" • "/ / • 0 0 o d o o e oo° 0°90°0°o a °o°e°o°o°Pes a °ooe o OpoOpo eae. • • / e op 940099° °a pb° eq deq� t I'• e� p°°°°o 0 o°s° _• 1 °�°O�o e 0900000000�. 0000 00°°000 °9°°a e O eQ 000000 0°0°e a o°° 0000°°gip°0 0000°°e°� '°, � � • • • • . •• ,• �°a°�o°o 0 000 0 •• • • �°°eo p 0 °Op°oDOOe es �• / •�' / � • •�/ / � • • eo yop000epA f�OOa°e°;°o°d�40000°o°.°e0esdeb�s�°+da�bb44a�OBao.°y04 dp°p°.o°ed Ope od0 p ° p.e 4 o.e °a 0 0.°0 d 0°.° I' ogoo 4°•pood0e00o00a°�p000°OOeo°°°e•so°°OOdAOP°;•;°°O�o�O�d�dode°a.n°gop�p`�pdp�pbp�ep°°iap°4pdo�pepep�p�ow0:o;�0�0�0�6�0�0�d�o;°o. O�p�pdp4pep�p�dwa.e O°l01 401 0 10�,op.d$pd°�o!lld0se�ee°:oe�°!°!!06!0!000°:epe0ddE0!!!ee�g,t144d60E°,pa°fie°a'I 000000 e0 oe=oo°°0°000°0°oy 00°90°pep°oo°ea••pe°o0°o°o°oo0poor o°eoo0°0°e°o°°°e°�°a°o°e°°°0°°°0o a°�,o°00°0°°°0°0000°009.0°00°0°000°0°0°0°wed°0°000°0°0°0°0°�0°°o°o°e°e°°°°°0°mod o°o°e°°°s°e°0o�o°es°0°e°0°Oeooa o°0°0°0°0°0°09°00 r 09000°e°e00O0p°°°p0°�oo�000°a 0 d 0°opVre°o°O�►°°o o°o°a°o°Or�p6o o°o°o a°Ow..°°o°a°o°o°o°pa d°°°°o°o o°^�i°°o a°o°e eo�•i°°ede°o°e°o°fir°°O°O°O°°O�°►d°O O°O°°°°O�pOd°e°e°0O°°O�p°o°o°°°°oo°�°�°e°e°e°000°�w�i•°d°e°e°o°°0o°�i id°e°e°e°o°°a°^°�i°d°°eBB°°o°0°0 °pbp0 e°OVspe0000 Vedp0 OOOy!►00000°��a000 a •�►e° oe rPeo vo oe...�vo 09°09°•l eoeo°Oee�...�.9099°e P.�.ee oo°e e��o°o a°e��ooa a°.��eeo oe°��►e°o BB00 0°OO 0000 00°00 Oo°Od 4p X000 00°000 O O °°O O 0° 000000 0000 Os0 O0 00000 OodoO Opp<p 0 O O° 000 O O° OO°O 40 0 °V° 0000 Oq° 00 O O° po 0 ... IV. CONTRACT DOCUMENT FORMS CITY OF RENTON CONTRACTS OTHER THAN FEDERAL-AID FHWA THIS AGREEMENT, made and entered into this 50 day of Q9,21L2 , 20�. by and between THE CITY OF RENTON, Washington, a municipal corporation0of the State of Washington, hereinafter referred to as "CITY" and &_A GK I i U_, Sn G , hereinafter referred to as "CONTRACTOR." WITNESSETH: 1) The Contractor shall within the time stipulated, (to-wit: within 10 working days from date of 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 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 03-050) for improvement by construction and installation of: Traffic Control and Slurry Seal. All the foregoing shall be timely performed, furnished, constructed, installed and completed in strict 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 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 d) Renton Specifications e) Maps and Plans •� f) Bid g) Advertisement for Bids h) Special Provisions, if any i) Addenda, if any and all modifications or changes issued pursuant to the Contract Documents. wr 2003 SLURRY SEAL IV-3 l IV. CONTRACT DOCUMENT FORMS CITY OF RENTON 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 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 .r have the right to take over and perform the Contract, provided, however, that if the surety within 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 "W the City thereby. In such event, the City, if it so elects, may, without liability for so doing, take 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. 4) The foregoing provisions are in addition to and not in limitation of any other rights or remedies available to the City. 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 r. 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. 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, 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, 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. 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 2003 SLURRY SEAL IV-4 +rr IV. CONTRACT DOCUMENT FORMS CITY OF RENTON 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 10 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. 8) Neither the final certificate of payment not any provision in the Contract nor partial or entire use of low 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 11W immediate steps to correct and remedy any such defect, fault or breach at the sole cost and expense of Contractor. Aw 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 to the Contract as may be requested by the City from time to time. 1W 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 MW 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 bonds must be duly licensed as a surety in the State of Washington. taw 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 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. a. 12) The total amount of this contract is the sum of g� -/(:� C o rs J4 d y WHIR.wo s aw which includes any required Washington State Sales Tax. Payments will be made to Contractor set forth in the Contract Documents. IN WITNESS WHEREOF, the City has caused these presents to be signed by its Mayor and attested by its City Clerk and the Contractor has hereunto set his hand and seal the day and year first above-written. CONTRACTOR CITY OF RENTON 2003 SLURRY SEAL IV-5 .� IV. O CT IaOE ORMS TY OF RENTON President/Part r/Owner May r �,., ATTEST Pak 4 4 0 4mg4cv 1W Secretary City Clerk dba � ' C h4 E.. T ✓1 C vW Firm Name check one k'i r Individual T Partnership T Corporation Incorporated in WS *• Attention: If business is a CORPORATION, name of the corporation should be listed in full and both President and %W 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. If business is an INDIVIDUAL PROPRIETORSHIP, the name of the owner should appear followed by d/b/a and name of the company. H/forms/contract/othcont/bh/June92 w vrr rr trr +�r +rr ww it 2003 SLURRY SEAL IV-6 ACOPP, CERTIFICATE OF LIABILITY INSURANCE DATE(MM/DD/YY) 05/23/2003 PnJDUCER (509)325-3024 FAX (509)325-1803 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION Moloney, O'Neill , Corkery & Jones, Inc. ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AMEND,EXTEND OR t06 N Lincoln, Suite #200 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. .3okane, WA 99201 INSURERS AFFORDING COVERAGE II 1RED Blackline Inc INSURER A: Safeco Business Insurance PO BOX 28807 INSURER B: Spokane, WA 99208 INSURERC: 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 'NY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR IAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,EXCLUSIONS AND CONDITIONS OF SUCH _OLICIES.AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS, INSR TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE POLICY EXPIRATION LTR DATE MM/DD/YY DATE MM/DD/YY LIMITS GENERAL LIABILITY DICG30142201 02/17/2003 02/17/2004 EACH OCCURRENCE $ 1,000,000, X COMMERCIAL GENERAL LIABILITY FIRE DAMAGE(Any one fire) $ 200,000 CLAIMS MADE a OCCUR MED EXP(Any one person) $ 10,000 A PERSONAL&ADV INJURY $ 1,000,000 GENERAL AGGREGATE $ 2,000,000 00 GEN1 AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $ 2,000,000 POLICY PRO- LOC JECT AUTOMOBILE LIABILITY OICG30142201 02/17/2003 02/17/2004 COMBINED SINGLE LIMIT y X ANY AUTO (Ea accident) $ 1,000,000 ALL OWNED AUTOS BODILY INJURY $ SCHEDULED AUTOS (Per person) X HIRED AUTOS BODILY INJURY X NON-OWNED AUTOS (Per accident) $ PROPERTY DAMAGE $ (Per accident) GARAGE LIABILITY AUTO ONLY-EA ACCIDENT $ ANY AUTO EA ACC $ OTHER THAN AUTO ONLY: AGG $ EXCESS LIABILITY EACH OCCURRENCE $ OCCUR FI CLAIMS MADE AGGREGATE $ DEDUCTIBLE RETENTION $ $ 1CG30142201 02/17/2003 02/17/2004 TORYLIMTS I I OTH EMPLOYERS'LIABILITY WASHINGTON STOP GAP E.L.EACH ACCIDENT $ 1,000,000 E.L.DISEASE-EA EMPLOYEE $ 1,000,000 E.L.DISEASE-POLICY LIMIT $ 1,000,000 OTHER DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES/EXCLUSIONS ADDED BY ENDORSEMENT/SPECIAL PROVISIONS 2003 SLURRY SEAL CAG 03-050 Y OF RENTON ARE NAMED AS ADDITIONAL INSUREDS PER FORM CG 76351001 TTACHED. CERTIFICATE HOLDER ADDITIONAL INSURED;INSURER LETTER: CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF,THE ISSUING COMPANY WILL 1K)0Li(*YM MAIL CITY OF RENTON 45 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, CITY CLERK l(dOlmYffh=XXXD(X XXXX 1055 S GRADY WAY KK*XX*MKKYXVJLVLWOOOwmx4owjoow0000000Lxxmxxx RENTON, WA 98055 AUTHORIZED REPRESENTATIVE _ Tim Warner/CLH l/ r�l�'1 oc«uu2-r I ORD 25-S(7/97) ©ACORD CORPORATION 1988 06-03-03 12:16pm From-FROM 22MOC COMMERCIAL DEPT 5093251803 T-149 P.02/04 F-564 APO),ZCY NUMBER: O1CG30_T W1 MENT CHANGES THE POLICY. PLEASE REA* CAREFULLY. M. SAFECCr LIABILITY PLUS ENDORSEMENT CG 76 35 10 01 COMMERCIAL GENERAL LIABILITY This endorsement modifies Insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART .. SCHEDULE Name of Person or Organization: CITY OF RENTON CITY CLERK 1055 S GRADY WAY ' RENTON WA 98055 MW ADDITIONAL INSURED - BY WRITTEN CONTRACT, (2) Your ongoing operations for that insured, AGREEMENT OR PERMIT, OR SCHEDULE whether the work is performed by you or for The following paragraph is added to WHO IS AN INSURED you; (Section 11): (3) The maintenance, operation or use by you of equipment leased to you by suctl person 5. Any person or organization shown in the Schedule or or organization, subject to the following for whom you are required by written contract, additional provisions: agreement or permit to provide Insurance Is an insured, subject to the following additional provisions: (a) This insurance does not apply to any 1.a. The contract, agreement or permit must be In occurrence which takes place after the equipment lease expires; - effect during the policy period shown in the (b) This insurance does not apply to Declarations, and must have been executed prior "bodily injury" or "property. dama e" to the "bodily injury," "property damage, " g g arising out of the sole negligence of .. personal and advertising injury," b. The person or organization added as an Insured such person or organization; by this endorsement is an insured only to the (4) Permits issued by any state or political extent you are held liable due to: subdivision with respect to operations .. performed by you or on your behalf, subject (1) The ownership, maintenance or use of that to the following additional provision: part of premises you own, rent, lease or This insurance does not apply to "bodily occupy, subject to the following additional low provisions: injury," "property damage," "personal and advertising injury" arising out of operations (a) This insurance does not apply to any performed for the state or municipality: 'occurrence which takes place after C. The Insurance with respect to any architect, W1, you cease to be a tenant in any engineer, or surveyor added as an insured by this premises leased to or rented to you; endorsement does not apply to "bodily injury,° (b) This insurance does not apply to any "property damage," "personal and advertising No structural alterations, new construction injury" arising out of the rendering of or the or demolition operations performed by or a behalf the failure to render any professional services by or person or for you, including: organization added as an insured; NO No Includes Copyrighted Malarial of Insurance Services Office, Inc., with ;ts permission Copyright, Insurance services olfice. Inc„200, Pape 1 of 3 w 06-03-03 12:16pm From-FROM MOC COMMERCIAL DEPT 5093251803 T-149 P.03/04 F-564 CG 76 36 10 01 COMMERCIAL GENERAL LIABILITY (1) The preparing, approving, or failing to (4) Liability assumed under any "insured prepare or approve maps, drawings, contract" for the ownership, maintenance or opinions, reports, surveys, change orders, use of aircraft or watercraft; or designs or specifications; and (5) "Bodily injury" or "property damage" (2) Supervisory, inspection or engineering arising 'out of the operation of any of the •. services. equipment listed in paragraph f.(2) or f.(3) d. This Insurance does not apply to "bodily injury" of the definition of"mobile equipment." or "property damage" included -within the "products-completed operations hazard." (6) An aircraft you do not own provided it is not w. operated by any insured. A person's or organization's status as an insured under this endorsement ends when your TENANTS' PROPERTY DAMAGE LIABILITY operations for that insured are completed. When a Damage to Premises Rented to you Limit is shown No coverage will be provided if, In the absence in the Declarations, Exclusion J. of Coverage A, Section I is of this endorsement, no liability would be replaced by the following: Imposed by law on you. Coverage shall be limited' ), Damage To Property to the extent of your negligence or fault according to the applicable principles of comparative faulL- "Property damage" to: (1) Property you own, rent, or occupy, Including any NON-OWNED WATERCRAFT AND NON-OWNED AIRCRAFT costs or expenses incurred by you, or any other LIABILITY person, organization or entity, for repair, Exclusion g, of COVERAGE A (Section 1) is replaced by the replacement, enhancement, restoration or following: maintenance of such property for any reason, including prevention of injury to a person or 9. "[Bodily injury" or "property damage" arising out damage to another's property; of the ownership, maintenance, use or (2) Premises you sell, give away or abandon, if the w. entrustment to others of any aircraft, "auto" or "property damage" arises out of any part of watercraft owned or operated by or rented or those premises; loaned to any insured. Use includes operation (S) Property loaned to you; and "loading or unloading." (4) Personal property in the care, custody or control This exclusion applies even if the claims against of the insured; any insured allege negligence or other (5) That particular part of real property on which you wrongdoing in the supervision, hiring, or any contractors or subcontractors working employment, training or monitoring of others by directly or indirectly on your behalf are that insured, if the "occurrence" which caused performing operations, if the "property damage" the "bodily injury" or "property damage" arises out of those operations, or involved the ownership, maintenance, use or (6) That particular part of any property that must be entrustment to others of any aircraft, "auto" or restored, repaired or replaced because "your watercraft that is owned or operated by or rented work" was incorrectly performed on It. or loaned to any insured. Paragraphs (1), (3) and (4) of this exclusion do not This exclusion does not apply to: apply to "property damage" (other than damage by (1) A watercraft while ashore on premises you fire) to premises, including the contents of such ,,, premises, rented to you. A separate limit of insurance own or rent; applies to Damage To Premises Rented To You as (2) A watercraft you do not own that is: described in Section III - Limits Of Insurance. (a) Less than 52 feet long; and(b) p o ro p ertbey Paragraph (2) of this exclusion does not apply if the premises are "your work" and were never occupied, fora charge;to e,carry persons or rented or held for rental by you. (3) Parking an "auto" on, or on the ways next Paragraphs (3), (4), (5) and (6) of this exclusion do to, premises you own or rent, provided the not apply to liability assumed under a sidetrack "auto" is not owned by or rented or loaned to you or the insured; agreement. Include,Copyrighted Material or Insurance Services Office. Inc., with its permission. No _ _ — 06-03-03 12:17pm From-FROM MOC COMMERCIAL DEPT 5093251803 T-149 P14/04 F-564 CO 76 35 10 01 COMMERCIAL GENERAL LIABILITY Paragraph (6) of this exclusion does not apply to EXTENDED "PROPERTY DAMAGE" "property damage" included in the Exclusion a. of COVERAGE A. (Section I) is amended to "products-completed operations hazard." read: Paragraph 6. of Section III is replaced by the following: a. "Bodily Injury" or "property damage" expected or 6. Subject to 5. above, the Damage To Property Limit is intended from the standpoint of the insured. This the most we will pay under Coverage A for damages exclusion does not apply to "bodily injury" or because of "property damage" to any one premises, "property damage" resulting from the use of while rented to you, or in the case of damage by fire, reasonable force to protect persons or property. while rented to you or temporarily occupied by you INCREASED MEDICAL EXPENSE LIMIT with permission of the owner. The medical expense limit is amended to $10,000. The Tenants' Property Damage to Premises Rented to You KNOWLEDGE OF OCCURRENCE limit Is the higher of$200,000 or the amount shown in the The following is added to Paragraph 2. Duties In The Event Declarations as Damage to Premises Rented to You Limit. Of Occurrence, Offense, Claim Or Suft of COMMERCIAL WHO IS AN INSURED - MANAGERS GENERAL LIABILITY CONDITIONS (Section IV): The following is added to Paragraph 2.a. of WHO IS AN Knowledge of an "occurrence," claim or "suit" by your INSURED (Section II): agent, servant or employee shall not In itself constitute Paragraph (1) does not apply to executive officers, or to knowledge of the named Insured unless an officer of the managers at the supervisory level or above. named Insured has received such notice from the agent, SUPPLEMENTARY PAYMENTS - COVERAGES A AND B - servant or employee. �. BAIL BONUS UNIN"J"ENTIONAL FAILURE TO DISCLOSE ALL HAZARDS Paragraph 1.b. of SUPPLEMENTARY PAYMENTS - The following Is added to Paragraph 6. Rep,csentations of COVERAGES A AND B is replaced by the following: COMMERCIAL GENERAL LIABILITY CONDITIONS (Section IV): b. Up to $2,000 for cost of ball bonds required because If you unintentionally fall to disclose any hazards existing of accidents or traffic law violations arising out of the at the Inception date of your policy, we will not deny use of any vehicle to which the Bodily Injury Liability coverage under this Coverage Form because of such failure. Coverage applies. We do not have to famish these However, this provision does not affect our right to collect bonds. additional premium or exercise our right of cancel)atlon or .r EMPLOYEES AS INSUREDS - HEALTH CARE SERVICES non-renewal. Provision 2.a.(1) d. of WHO 1S AN INSURED (Section II) is LIBERALIZATION CLAUSE deleted, unless excluded by separate endorsement. The following paragraph is added to COMMERCIAL EXTENDED COVERAGE FOR NEWLY ACQUIRED GENERAL LIABILITY CONDITIONS (Section IV): ORGANIZATIONS 10. If a revision to this Coverage Part, which would Provision 4.a. of WHO IS AN INSURED (Section 11) is provide more coverage with no additional premium, replaced by the following: becomes effective during the policy period in the state a. Coverage under this provision Is afforded only shown in the Declarations, your policy will until the end of the policy period. automatically provide this additional coverage on the effective date of the revision. w. Includes Copyrighted Material of Insurance Services Orflce, inc., with its permission. CoOyright,Insurance Services Orike, Inc., 2001 Page 3 of 3 wrr `— 1-1 tsLHCKLINE 509 467 2602 P- 02 o� R City of Renton FHumanesources & Risk Management Department Insurance Information Form FOR: PROJECT NUMBER:1 f� Cj-t`��( S 6 STAFF CONTACT:_ _/ ! Certificate of Insurance indicates the coverageshimits specified in Yes contract? ❑ No Are the following coverages and/or conditions in effect? c'=' -�:> '\=" r 1 C)/0 ( Yes ❑ No The Commercial General Liability policy form is an ISO w93 �'-- i]_Yes ❑ No curr'ence Forn�.Ar Equivalent? (If no,attach a copy of the policy with required coverages clearly identified) CG 0043 Amendatory Endorsement provided?* ❑ Yes RfNo General Aggregate provided on a"per project basis(CG2503)?* Yes 'ff No Additional Insured wording provided?* Yes F-1 No r � Coverage on a primary basis and non-contributing basis?* �`yeS [J No Waiver of Subrogation Clause applies?* c -Yes ❑ No Q& ( c.) c �� Severability of Interest Clause(Cross Liability)applies? 'c3,�#i c>�.. a F � �� Yes ❑ No Notice of Cancellation/Non-Renewal amended to 45 days?* Yes ❑ No *To be shown on certificate of insurance= AM BEST'S RATING FOR CARRIER 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. ' Agency/Broker Comple T r Address n Comp y ignature) Name of person to contact Telephone Number NOTE: THIS QUESTIONNAIRE MUST BE COMPLETED FOR EACH LINE OF COVERAGE AND ATTACHED TO CERTIFICATE OF INSURANCE s `- MW V. CONTRACT SPECIFICATIONS CITY OF RENTON wr �r err wr dw V .w CONTRACT SPECIFICATIONS low Im fw 2003 Slurry Sea] V-1 go ow Cit y of Renton 2003 SLURRY SEAL SPECIAL PROVISIONS �Y ti O � o N� Washington State Department of Transportation IAmerican Public Works Association Washington State Chapter SPECIAL PROVISIONS 2003 SLURRY SEAL CITY OF RENTON STANDARD SPECIFICATIONS 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- 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 2002 Standard Specifications for Road, Bridge, and Municipal Construction (English)" published by the Washington State Department of Transportation and the American Public Works Association, Washington Chapter. WSDOT Amendments WSDOTAmendments 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 appendix contains the original WSDOT/APWA index showing the disposition (Adopted, Re- placed, or Deleted) of all original pages. 2003 SLURRY SEAL J:\STREEf\PMS\2003\Sluny\spc3.doc 2003 SLURRY SEAL SPECIAL PROVISIONS 2003 SLURRY SEAL INTRODUCTION TO THE SPECIAL PROVISIONS The following Special Provisions shall be used in conjunction with the Standard Specifications for Road, Bridge and Municipal Construction, 2002 English edition, as amended, as issued by the Washington State Department of Transportation and American Public Works Association, Washing- ton 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 several neighborhood streets by installing a slurry seal type 11 treatment, and other work, all in accordance with the attached Plans, these Special Provi- sions, the Standard Specifications. Each item in these Specifications signifies the source that wrote the item in parentheses following the listing of the section number and title: (APWA) Signifies an item taken verbatim from the Division 1 APWA Supplement to the 1996 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. 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. J:\STREET\PMS\2003\Sluny\spc3.doc 2003 SLURRY SEAL low fW SPECIAL PROVISIONS FOR .w 2003 SLURRY SEAL 4W International Slurry Seal Association Recommended Performance Guidelines for Emulsified Asphalt Slurry Seal Surfaces, A105 October 1991 edition (a copy of which is included in the .ow Project Manual), shall be used for the "Slurry Seal Type H" items, unless otherwise indicated in these special provisions. VW LOCATION: This project is located throughout the City of Renton (see attached maps and lists). 1.04 Scope of Work: 4W The work involved under the terms of this contract shall be the full and complete installation of latex modified Slurry Seal Type H to existing asphalt streets and parking lots and associated work as specified in the plans, specifications and details. .W All work associated with completing the project in conformance with the plans, specifications and details, but not specifically mentioned as separate pay items, shall be performed by the AN contractor and shall be considered as incidental to the construction with all costs to be included in the unit contract price(s)for other bid item(s). 1-06 Control of Material: Sources of all materials shall be approved by the engineer. All materials shall be pre-tested in a qualified laboratory, approved by the engineer, as to their suitability for use in the slurry. The MW theoretical asphalt content shall be determined. The laboratory shall also determine whether a mineral filler is required, and its proportions. These samples shall be made and tested on a wet track abrasion machine. A complete laboratory analysis and test report accompanied by abraded and unabraded slurry test samples shall be submitted by the contractor for approval by the engineer before installation of the materials. Storage and loading sites shall be obtained by the contractor. The contractor shall present the ", engineer with written evidence that any private property owner has given the contractor permission to utilize the site. No city sites may be used without the approval of the engineer. The contractor shall furnish a written release to the city regarding permission to use such property prior to final payment. 1.07.23 Traffic Control: to No Notifications The Contractor shall be responsible for delivering notification twice to all properties that front .p on, or access from, any street on which the slurry seal 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. aw The City shall supply the Contractor with sufficient quantities of standard notification forms which the Contractor shall fill out with the specific location and times for each location prior to go issuing the notices to fronting/accessing properties. On streets on which the slurry seal is to be applied, 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 go 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. `e 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. .rr However, the Contractor shall first make an effort to contact the vehicle owner if it is likely the owner lives in the area. err All work and materials associated with the notification procedures shall be incidental to the contract lump sum price for"Traffic Control." .r All work on this contract shall be performed between the off-peak traffic hours of 8:00 a.m. and 4:00 p.m., unless otherwise approved by the engineer. rrr 2-11 TRIMMING AND CLEANUP: Work required to perform this item shall be considered incidental to the construction. CONTRACTOR SHAL COMPLY WITH THE FOLLOWING FOR SLURRY SEAL TYPE II: See International Slurry Seal Association Recommended Performance Guidelines for Emulsified Asphalt Slurry Seal Surfaces,A105 October 1991. The limits of slurry seal work (as listed on the plans) will be marked in the field by the engineer. rw All existing weed growth in the street or gutter shall be killed by the application of the chemical herbicide "Round Up" (or approved equal). This work shall be completed within the first five(5) working days. Any tree branches or foliage which will hinder the proper placement of the slurry seal shall be removed by the contractor by pruning and sealing the cut ends, or tying back in a .r► manner approved by the engineer. 2 . rrr nrr The asphalt shall be a Cationic Quick-Setting mixing grade type CQS-1H emulsified asphalt. Liquid retardant (used with CQS-1H) Shall only be used if needed to improve workability of the mix. The city reserves the right to approve all equipment for performing the work based upon its reliability and capability for completing the work satisfactorily without undue delay. The contractor shall have immediate access to backup equipment in case of equipment failure. The contractor shall prepare all streets to be slurried, including final cleaning and preparation immediately prior to slurry application. A vacuum sweeper unit shall be used for all street cleaning. A hand-held blower-type unit shall be allowed at the direction of the engineer. Dust shall be controlled during street cleaning by sprinkling the surface with water (if necessary) as directed by the engineer. The contractor may (at his option and expense)use a high-pressure water flusher truck to clean curbed streets only. Such flushing shall be done sufficiently in advance of the seal �•• coating to allow for adequate drying of the street. All manhole lids, catch basin grates, water and gas valve lids, survey monument lids, ,. survey monuments flush with the pavement surface, and any other such street appurtenances shall be protected from the application of the slurry seal. Protection shall allow the slurry application without adverse affect to the final finish. The Contractor shall remove all residual slurry seal from curb, gutter, manhole covers, valve boxes, catch basin grates or other utility structures located in the project area. If MW necessary, after the slurry seal has been applied, catch basins shall be cleaned of slurry residual. Pre-wetting with a water fog spray shall be allowed only at the direction of the engineer. No rolling is required. Application rate shall be 14 pounds of dry aggregate per square yard (minimum) for Type II. Maximum rate shall be determined by the engineer based upon condition of the existing surface. The Contractor shall take precautions to eliminate the possibility of damage to the uncured slurry. However, if damage should occur, it shall be repaired by the contractor at his expense. Measurement and payment at the unit contract price per square yard of Slurry Seal Type H actually placed shall be full compensation for all labor, equipment, and materials required to complete the work - including, but not limited to: preparation of existing surfaces, furnishing mineral aggregates, CQS-1H emulsified asphalt, hauling and stockpiling. low 3 ow LATEX MODIFIED EMLJLSIFIED ASPHALT SLURRY SEAL SURFACE TREATMENT SPECIFICATIONS DESCRIPTION GENERAL The slurry seal shall consist of a mixture of latex modified emulsified asphalt, mineral aggregate, water, and approved additives. The materials shall be properly proportioned,mixed, and uniformly spread over a properly prepared surface as outlined in the special provisions. Tile completed slurry seal shall leave a homogeneous mat, adhere firmly to the prepared surface, and have a friction resistant surface texture throughout its service life. rrr PROJECT EXTENT The extent of the slurry seal shall conform to the dimensions shown on the plans or as directed by the Engineer. SPECIFICATIONS MATERIALS Asphalt Emulsion: The emulsified asphalt shall be grade LM-CQS-1h, as specified in ASTM D 5840, with the � following exception:the allowed polymer shall be Ultrapave SBR Latex, or approved equal,only. The latex shall be "co-milled"into the emulsion through the water phase during manufacturing. It shall be homogeneous and shall show no separation after thorough mixing with the other materials. It shall break and set on the aggregate within five (5) �. minutes and be ready for traffic within 90 minutes. Each load of polymer modified asphaltic emulsion shall be accompanied with a certificate of analysis/compliance from �. the manufacturer to assure that it is the same as that used in the mix design. The certificate shall state the percentage of polymer added by weight of the asphalt as well as the composition of the polymer. The addition of latex to the emulsion after emulsion manufacturing is prohibited. .r The polymer modified asphalt emulsion shall conform to the following specifications: Tests On Emulsions: Test Method Requirement Viscosity, SSF, ASTM D244 or 15 -90 @77°F, seconds AASHTO T59 Asphalt Content (residual) ASTM D244 60%minimum Particle charge ASTM D244 Positive Tests On Residue From Distillation Test: Test Method Requirement Penetration ASTM D5 40-90 SBR Polymer Content CTM 401 2-1/2%minimum* *Solid polymer content based on weight of residual asphalt. Polymer Modifier: The amount of latex polymer modifier shall be determined by the laboratory performing the mix design. The amount required will be based on bitumen weight content and will be certified by the emulsion supplier. A minimum of 2-1/2 percent polymer solids,based on asphalt weight, is required. Aggr_eQate: Aggregate shall be for Type II slurry seal. It shall come from sources approved by the City and consist of manufactured crushed stone such as granite, slag, limestone, or other high quality aggregates or a combination thereof. To assure the material is totally crushed, 100 percent of the parent aggregate will be larger than the largest stone in the gradation. The aggregate shall be free of organic matter. The aggregate, (including the mineral filler) shall conform to the following gradation, per ASTM C136 and ASTM C117: SIEVE SIZE %PASSING 3/8" 100 #4 90 - 100 #8 65 -90 ..► #16 45 - 70 #30 30 - 50 #50 18 -30 #100 10 - 21 #200 5 - 15 "" The aggregate shall meet the following test requirements: TEST TEST METHOD REQUIREMENTS Sand Equivalent ASTM D2419 60 Minimum Soundness ASTM C88 9%max using NAZ SO4,. or 12% Max using MgSO4. UW Abrasion Resistance ASTM C 131 35% Max The mix design shall set the target gradation. The stockpile(s)shall meet the gradation as set in the mix design, within the ranges specified above. Aggregate shall be stockpiled at a single location obtained by the Contractor. Precautions shall be taken to prevent segregation of the aggregate during storage and handling. The Contractor shall have written permission from the owner of the property and supply the City with a copy of that written permission. A plan outlining the proposed stockpiling, including protection from contamination and moisture, shall be submitted to and meet the approval of the City prior to stockpiling. Any streets or private property surrounding the stockpile area shall be kept clean and dust-free. The aggregate will be accepted at the stockpile. The stockpile shall be accepted based on the average of five samples per 500 tons of aggregate tested in conformance with ASTM D75.If the average of the five tests is within the gradation �. set by the mix design, the material will be accepted. If the material is outside this specification, the Contractor shall remove the material or blend it with other aggregates to bring it into compliance with the specification. Materials used to blend must meet all specifications as stated herein. The Contractor shall pay the cost of retesting the stockpile until it meets this specification. A new mix design may be required by the Engineer if the original stockpile does not pass the gradation tests. w. Screening shall be required at the stockpile. Mineral Filler: Mineral filler shall be either Portland Cement,hydrated lime,limestone dust, fly ash, or other approved filler meeting the requirements of ASTM D242 and shall be used if required by the mix design. The mineral filler shall be considered part of the aggregate. Water: The water used in the slurry seal shall be potable, free of harmful salts and contaminates. Additives: Additive may be used to accelerate or retard the mixing and setting characteristics of the slurry seal, or improve the resulting finished surface. The use of additive in the slurry mix (or individual materials) shall be made initially in quantities predetermined by the mix design with field adjustments if required. If the use of additive during application exceeds tl percent(tl%) deviation from the recommendations of the mix design, a new mix design will be required to verify system performance at the altered additive levels. MIX DESIGN Mix Desis�n: Tlie mix design shall cover the specific materials to be used on the project. Compatibility of the aggregate, No emulsion, mineral filler, and additives shall be verified by the mix design. Liquid retardants and mineral fillers may be used xvhen their amounts can be metered; the mix design shall determine the maximum amounts that can be used to improve the workability of the nux or gradation of the aggregate. The mix design shall include the same aggregate No gradation that the Contractor shall provide on the project. (Aggregate sources will be approved after submission of the mix design.) A lab certified mix design shall be submitted by the Contractor at the preconstruction conference. The lab shall also report the quantitative effects of moisture content on the unit weight of the aggregate, "bulking effect. Tile report must show the proportions of aggregate, mineral filler, water, additives, use for each additive, and asphalt emulsion based on the dry -, eight of the aggregate. The proportions may be adjusted slightly during construction only upon approval of the Engineer. No application may take place until the Engineer approves the mix design in writing. Proportions of the materials shall be within the following limits: RESIDUAL ASPHALT 7.5% - 13.5% Based on the dry weight of the aggregate r. � MINERAL FILLER 0% -2% Based on the dry weight of the aggregate ADDITIVES As needed to control mixing and setting times. .r To be determined by the mix design. WATER As needed for mix consistency. To be determined by the mix design. After the mix design has been approved, no substitution of materials shall be permitted. If changes in materials are required, a new mix design, using the new materials, shall be submitted to the City for approval prior to the start of application. A new mix design will be required if any of the materials delivered to the site deviate from those in the +rr mix design. The mix design shall be current to within 30 days of the start of slurry seal application. The laboratory performing the mix design shall have at least two year's experience with slurry seal mix design and shall be capable of performing all .r tests outlined below. The following are International Slurry Seal Association (ISSA)tests: TEST DESCRIPTION SPECIFICATION TB-113 Mix Time* Controllable to 180 .r Seconds Minimum TB-139 Wet Cohesion �+ 60 Minutes Min. 20kg-cm Minimum TB-109 Excess Asphalt 50g/ft2 Maximum ., By LWT Sand Adhesion (538 g/M2 Maximum) TB-114 Wet Stripping Pass (90 11/0 Minimum) TB-100 Wet Track Abrasion** 75g/ft2 Maximum Loss - One hour soak (807 g/mz Maximum) *The Mix Time and set time test should be done at the maximum temperatures expected during construction. —The Wet Track Abrasion test is used to determine the minimum asphalt content. rrr At the request of the Engineer,the Contractor shall submit samples of the materials in the mix design. The Contractor shall submit each material in the following quantity with its corresponding MSDS Sheet(s): Asphalt - 1 Gallon .w SBR Latex - 1 Pint Asphalt emulsion - 1 Quart Aggregate -50 Pounds No CONSTRUCTION METHODS Pavement Preparation and Cleaning: It shall be the responsibility of the Contractor to prepare pavement surfaces to •• ensure proper bonding. The surface shall be free of any loose dust, dirt, or debris. All cracks shall be free of organic and loose material. This shall include the joint between the curb/gutter and the ., pavement. Organic material shall be removed by flame torch or mechanical means. Chemical removal will not be allowed. All foreign and loose material shall be completely removed with compressed air, flushing, sweeping,or other repairs as necessary to ensure cleanliness, immediately prior to slurry application. Inspection emphasis shall be placed on a clean street with all cracks free of organic matter. Existing tape and thermoplastic pavement markings shall be securely protected from the slung by the same means used to protect utility covers. Prior to opening the street to traffic, the tape and/or thermoplastic pavement markings shall be uncovered. If the protection tears or for some other reason tape and/or thermoplastic markings are covered with slurry,the Contractor shall inunediately clean the marking and restore it to a like-new condition. Protection of tape and thermoplastic pavement markings shall be incidental to this contract. New paint pavement markings shall be slurried over without protection and repainted under the striping pay items. The Contractor shall scarify newly painted pavement markings to insure that the slurry properly bonds to the street. Oil, grease, or other material detrimental to the adhesion of the slurry seal shall be removed with non-toxic chemical w. remover. The chemical shall be specifically formulated for oil and grease removal without damage to the pavement. The Contractor shall submit the proposed product name,sample label, and MSDS sheets to the Engineer for approval prior to use. The Contractor shall sweep and clean the street immediately prior to application of the slung seal. Sweeping shall be done with a vacuum-type sweeper and be completed no more than 24 hours prior to application of the slung seal. If the Contractor is delayed more than 24 hours between cleaning and sealing,the Contractor shall reclean at no additional Cost. Flushing of streets shall be done as needed or as directed by the Engineer. Utility Covers: Before slurry seal is to be applied to any area, all utility lids, including manholes, catch basins,valve boxes, and vault covers shall be securely covered. The cover shall be secure and leak free and shall protect the utility. The lids shall be cleaned as quickly as possible after the application of the slurry seal, and not later than the final.set. If necessary, slurry residual shall be cleaned from the interior of the utilities. Water: Water, in proportions shown in the approved mix design, shall be used to develop a good mix. The City will provide water free of charge. At the preconstruction conference, the City and the Contractor shall agree on a fire hydrant to be used as the water source for the project. The Contractor shall then take water only from the approved hydrant and no other. The Contractor's equipment shall be equipped with approved backflow prevention devices in good working order. The City shall strictly enforce the backflow device requirement. Mixing and Spreading Equipment: All machines, equipment, and tools used in the performance of this work shall be maintained in satisfactory working order at all times. In addition to the slurry application equipment, suitable surface preparation equipment, traffic control equipment, hand tools, and other needed support equipment shall be provided in sufficient quantity to perform the work. aw The slurry mixing and spreading equipment shall be specifically designed and manufactured for slurry seal application. The slurry shall be mixed with a self-propelled slurry mixing machine. The unit shall be capable of accurately delivering and proportioning the aggregate, emulsified asphalt,mineral filler, control setting additive,and water to the mixing chamber. The mixing unit shall be capable of thoroughly blending all ingredients together.The aggregate shall be proportioned using a belt feeder operated with an adjustable cutoff gate. The height of the gate opening shall be M readily determinable. Tile aggregate shall be moistened immediately prior to mixing with the emulsion. Tile mixing unit shall be equipped with an approved fines feeder that provides an accurate metering device to add the mineral filler to into the mixer at the same time and location as the aggregate. The emulsion shall be proportioned by a positive WO displacement pump. A variable rate emulsion pump, if used, shall be equipped with a mechanism that locks the pump in its calibrated position. The mixing unit shall be equipped with a water pressure system and fog type spray bar. It shall be capable of completely fogging the pavement surface with between 0.05 - 0.10 gaUsy of water. The fog spray shall precede the spreading equipment. The mixing unit shall have sufficient storage capacity for each material used in the mix design to maintain an adequate supply to the proportioning controls. The proportioning controls must be clean and easy to read and properly marked. The appropriate settings/readings will have been determined during calibration of the equipment. No slurry seal shall be applied until the slurry mixing and spreading units have been calibrated to the satisfaction of the Engineer. Excessive mixing shall not be permitted. The mixed slurry shall be discharged in a.uniform continuous flow. .r The slurry shall be spread with a conventional surfacing spreader box attached to the mixer and equipped to agitate and spread the material evenly throughout the box. A front seal shall be provided to insure no loss of the mixture at the road contact point. The rear seal shall act as a final strike-off and shall be adjustable. The spreader box and rear strike-off shall be designed and operated to provide a free flow of uniformly consistent slurry to the rear strike-off.The spreader box shall have adjustable controls to compensate for variation in the pavement geometry, width,crown, and grade. The box shall be kept clean. Build up of asphalt and aggregate shall not be permitted. A burlap drag or other approved screed may be attached to the rear of the spreader box to provide a uniform, highly textured mat. Calibration: Before application can begin the City and the Contractor shall calibrate each mixer-spreader truck to be used on the job. Each truck shall be calibrated to determine the delivery rate of aggregate, mineral filler, emulsion, water and other additives. The calibration shall confirm appropriate gauge readings\.settings for each material.- The Contractor shall arrange for scales to be used during calibration. Each application truck shall be weighed empty and after loading of the aggregate. Calibration of each unit shall provide the Engineer with a visual reference between tons of aggregate and fill level for each application truck. The calibration shall demonstrate that delivery rates of each r material are within the limits of the approved mix design. The Contractor shall provide written calibration documentation for each mixer-spreader truck to be used on the job. The written calibration documentation must cover the exact materials to be used, as specified in the mix design. The documentation must have been completed within the previous calendar year. The documentation shall include an individual calibration of each material at various settings,which can be related to the machine's metering devices.No machine will be allowed to work on the project until the calibration has been completed and accepted by the Engineer. • + It is the responsibility of the Contractor to check stockpile moisture content and to set the machine accordingly to account for aggregate bulking. .. Rate of Application: The rate of application of dry aggregate per square yard shall be 10 - 14 pounds for Type 11. The application shall be sufficient to provide minimum depths of 3/16-inch for Type IL The depth of the slurry seal will .r be sufficient to correct surface conditions, fill surface voids,provide scaling, and a minimum-wearing surface. Weather: Slung seal shall only be applied when the atmospheric temperature is at least 50°F and rising. Slurry seal shall not be placed after 2:00 p.m. unless authorized by the City. The slurry seal shall not be applied during periods when weather conditions inhibit curing such that streets cannot be opened within three (3) hours of slurry seal application. ' Application of Slurry Seal:When required by local conditions,the surface shall be pre-wetted by fogging ahead of the spreader box. The rate of application of the fog spray shall be adjusted during the day as pavement temperatures and humidity change.No free water shall be on the pavement surface following the fog spray. .r The slurry mixture shall have a smooth and uniform consistency upon leaving the mixer. The spreader shall be uniformly full, with no empty pockets, to insure complete coverage of the pavement surface.The slurry shall be applied within the mix time, as determined by the mix design. No excessive breaking of the emulsion will be allowed in the spreader box. The application rate sliall be as specified herein and the mixer-spreader truck's speed shall insure the application rate is met. Overloading of the spreader box shall be avoided. No streaks, such as those caused by oversized aggregate, will be left in the finished surface. No lumping,balling, or unmixed aggregate shall be permitted. No segregation of the emulsion and aggregate fines from the coarse aggregate will be pennitted. If the coarse aggregate settles to the bottom of the mix, the slurry will be removed from the pavement surface. In the case of a concrete gutter, the slurry seal shall cover the crack sealed gutter line joint but shall not overlap onto the gutter. In the case of no concrete gutter, ensure a good seal at curb lines. The flow line at curbs shall allow storm runoff to flow to the catch basins without ponding. Streets that cross this project that have been recently slurry sealed or overlaid will not be slurry sealed. At intersections and curb returns, the sealing shall be to the limits identified by the Engineer. Longitudinal joints shall correspond with the edges of traffic lanes. All through-lanes shall be spread in full-lane-width pulls only. Longitudinal joints,common to two driving lanes shall be butt joints with overlaps not to exceed three(Y) inches. Building paper shall be placed at transverse joints over previously placed slung seal. No excessive buildup or unsightly appearance shall be permitted on longitudinal or transverse joints. Care shall be taken to insure straight lines along curbs and shoulders. Lines at intersections shall be kept straight. All incidental work,such as driveway aprons, street returns etc., shall be done concurrently with the street they abut. Approved hand squeegees with burlap drags shall be used to spread slurry in areas not accessible to the spreader box. Upon completion of the work, the pavement surface shall be free of holes,bare spots,or cracks. The finished surface shall present a uniform and skid resistant texture satisfactory to the Engineer. Curin : The cure rate of the polymer modified slurry seal shall allow the area to be opened to traffic within two (2) hours after application without tracking or damage to the surface. Streets shall be opened to traffic upon approval of the Engineer. The City shall not be responsible for any damage to the slurry prior to approval to open the street. Any damage to the slurry shall be repaired at no additional cost to the City. Clean up: The Contractor shall be responsible for immediate cleanup of any spills caused by the Contractor. Damage caused by the Contractor's operations shall be repaired or replaced to an equal to or better than existing condition,by the Contractor, at the Contractor's expense. Damage restoration must meet the approval of the Engineer. All material swept or blown onto sidewalks, all trash, all discarded slurry seal materials or other refuse shall be collected daily,removed,and properly disposed of. All project sites must be cleaned to the satisfaction of the Engineer prior to final payment. Sample: A sample strip of Type II slurry seal utilizing materials and machinery to be used on the job shall be laid at the City of Albany maintenance yard or other approved location. Tile strip shall consist of two panels approximately 50-feet long,placed side by side to form a typical seam between them. The width of the panels shall be the same as the Contractor plans to use on the streets. The strip shall be placed at least 24 hours prior to the beginning of the actual work. If it is determined by the City on the basis of this test strip that there are deficiencies in the mix design,method of application, or rate of drying, the City may require the Contractor to revise the mix design or repair or modify equipment or application. After all corrections are made, a new sample strip shall be laid. a� QUALITY CONTROL AND TESTING Analication Rate Verification: The specified application rate shall be verified with aggregate delivery receipts. The +r Contractor shall provide the Engineer receipts for all aggregate delivered to the stockpile. At the end of each day, the Contractor shall provide the Engineer the following infornation: 1. Tons of dry aggregate used that day. 2. Tons of asphalt emulsion consumed that day. 3. The square yards of pavement slurry sealed that day. This information is due to the Engineer by 10:00 a.m. the following morning. rr r r r rr a. CITY OF RENTON 2003 SLURRY SEAL CONTRACT DOCUMENTS wo RECOMMENDED PERFORMANCE GUIDLEINES FOR EMILSIFIED ASPHALT SLURRY SEAL am am we 4m "'" a°%•`U&qY International Slurry Surfacing Association 0// \\11 RECOMMENDED PERFORMANCE GUIDELINES A105 (revised) FOR EMULSIFIED ASPHALT SLURRY SEAL Oct. 1991 k 1101 Connecticut Avenue, N.W., Washington, D.C. 20036 8s0 CI Pt�� �,. NOTICE It is not intended or recommended that these guidelines be used as specifications. They will, hopefully, be an aid in helping user agencies establish better specifications. Users should understand that almost all areas vary as to the availability of aggregate and emulsions. Efforts should be made to find out what materials are available and how compatible they are. Feel free to contact the ISSA for answers to any questions and also for a list of ISSA contractors and companies who could assist. 1. SCOPE 4.1.2 QUALITY TESTS The intent of this guideline is to aid in the.design, TEST QUALITY SPEC testing methods, quality control, measurement and AASHTO T59 Residue after payment procedures for the application of.Emulsified Asphalt Slurry Seal Surfacing. ASTM D244 Distillation 60% min 2. DESCRIPTION TEST ON RESIDUE AASHTO T49 Penetration at '40-90 The slurry seal shall consist of a mixture of an ASTM 2397 77°F (25°C) approved emulsified asphalt, mineral aggregate, water 'Climate conditions should be considered when estab- an and specified additives, proportioned, mixed and lishing this band. uniformly spread over a properly prepared surface as directed by the Buyer's Authorized Representative Each load of emulsified asphalt shall be accompanied (B.A.R.). The completed slurry seal shall leave a with a certificate of analysis/compliance to assure that it "' homogeneous mat, adhere firmly to the prepared is the same as that used in the mix design. surface, and have a friction resistant surface texture throughout its service life. 4.2 AGGREGATE wr 3. APPLICABLE SPECIFICATIONS 4.2.1 GENERAL. The mineral aggregate used shall be the type and grade specified for the particular use 3.1 GENERAL of the slurry seal. The aggregate shall be manufactured '■' crushed stone such as granite, slag, limestone, chat, or There are agencies and testing methods listed in the other high quality aggregate, or combination thereof. To appendix (see Appendix A) which form a part of this assure the material is totally crushed, 100% of the I,r guideline. parent aggregate will be larger than the largest stone It is not normally required to run all tests on every in the gradation to be used. project. Some tests are expensive and take a substan- 4.2.2 DUALITY TESTS. When tested according to tial time to conduct. If the materials to be used on the the following tests, the aggregate will meet these project have a past record of good performance, the requirements. requirements for testing may be decreased. Paving TEST" QUALITY SPEC authorities are often familiar with local materials and should be able to furnish information which would mini- AASHTO T176 Sand Equivalent 45 min mize the amount of testing required. ASTM D2419 AASHTO T104 Soundness 15% max using low 4. MATERIALS ASTM C88 NA2 SO4 or 25% 4.1 EMULSIFIED ASPHALT max using MgSo4 AASHTO T96 Abrasion 35% max The emulsified asphalt shall conform to Grade ASTM C131 Resistance (SS-1, SS-1h, CSS-1, CSS-1h, CQS-1h, Quick Set Mixing Grade) as specified in (ASTM D977, D2397, The abrasion test is to be run on the aggregate before AASHTO M140 and M208). The cement mixing test is it is crushed. waived. The aggregate should meet approved polishing values. s 1991 by International Slurry Surfacing Association. No reproduction of any kind may be made without permission of ISSA. r 4.2.3 GRADING. When tested in accordance to 4.5 ADDITIVES AASHTO T27 (ASTM C136) and ASSHTO T11 (ASTM C117), the target (mix design) aggregate gradation Additives may be used to accelerate or retard the (including the mineral filter) shall be within one of the break-set of the slurry seal, or improve the resulting following bands (or of one currently recognized by finished surface. The use of additives in the slurry mix your local paving authority): (or individual materials) shall be made initially in quanti- ties predetermined by the mix design with field adjust- ISSA ments if required, after approval by the B.A.R. Type I Type II Type III Percent Percent Percent Stockpile 5. LABORATORY EVALUATION Sieve Size Passing Passing Passing Tolerance 3/a(9.5 mm) 100 100 100 5.1 GENERAL #4 (4.75 mm) 100 90-100 70-90 + or - 5% Before work begins, the contractor shall submit a #8 (2.36 mm) 90-100 65-90 45-70 + or - 5% signed mix design covering the specific materials to be #16 (1.18 mm) 65-90 45-70 28-50 + or - 5% used on the project. This design will be performed by #30 (600 um) 40-65 30-50 19-34 + or - 5% a laboratory who has experience in designing Emulsi- #50 (330 um) 25-42 18-30 12-25 + or - 4% fied Asphalt Slurry Seal Surfacing. After the mix design #100 (150 um) 15-30 10-21 7-18 . + or - 3% has been approved, no substitutidn will be permitted, #200 (75 um) 10-20 5-15 5-15 + or - 2% unless approved by the B.A.R. The job mix (target) gradation shall be within the ISSA can provide a list of laboratories experienced in gradation band for the desired type. After the target testing of slurry seal materials for mix designs. gradation has been submitted (this should be the gradation that the mix design is based on) then the percent passing each sieve shall not vary by more 5.2 MIX DESIGN than the stockpile tolerance and still remain within the gradation band. The contractor shall submit to the B.A.R. for approval a complete mix design prepared and certified by the The aggregate will be accepted at the job location or laboratory. Compatibility of the aggregate, emulsion, stockpile. The stockpile shall be accepted based on mineral filler, and other additives shall be verified by five gradation tests according to ASSHTO T2 (ASTM the mix design. The mix design shall be made with the D75). If the average of the five tests is within the same aggregate gradation that the contractor will gradation tolerances, then the materials will be provide on the project. Recommended tests and accepted. If the tests show the material to be out, the values are as follows: contractor will be given the choice to either remove the TEST DESCRIPTION SPEC material or blend other aggregates with the stockpiles material to bring it into specifications. Materials used in ISSA T106 Slurry Seal Consistency blending must meet the quality test before blending ISSA TB-139 Wet Cohesion n` and must be blended in a manner to produce a (for quick- 30 minutes min (set) 12kg-cm min consistent gradation. This may require a new mix traffic systems) design. 60 minutes min 20kg-cm min Screening shall be required at the stockpile if there are ISSA TB-109 Excess Asphalt 5ogtft2 max any problems created by having oversize materials in (for heavy by LWT (538 g/m2 max) the mix. traffic areas Sand Adhesion only) ISSA TB-114 Wet Stripping Pass (90% min) 4.3 MINERAL FILLER ISSA TB-100 Wet Track Abrasion Portland Cement, hydrated lime, limestone dust, flyash Loss or other approved filler meeting the requirements of One hour soak 75g/ft2 max ASTM D242 shall be used if required by the mix (807 g/m2) design. They shall be considered as part of the dry ISSA TB-113 -Mix Time Controllable aggregate. to 180 sec min 'The mixing test and set time test should be done at the 4.4 WATER highest temperatures expected during construction. The water shall be free of harmful salts and The wet track abrasion test is used to determine the contaminates. minimum asphalt content. The mixing test is used to predict how long the mate- SUGGESTED APPLICATION RATE rial can be mixed in the machine before it begins to TYPE I Parking Areas, Urban 8-12#/SY break. It is more for information to be used by the and Residential (3.63-5.44 contractor than for the quality of the end product. It is Streets kgs/m2) however, a good field test to check for consistent Airport Runways sources of material, both emulsified asphalt and aggregate. TYPE II Urban and Residential 12 20#/SY Streets (5.44-9.07 kgs/m2) The laboratory shall also report the quantitative effects Airport Runways of moisture content on the unit weight of the aggregate (bulking effect). The report must clearly show the TYPE III Primary and Interstate 18-30#/SY proportions of aggregate, mineral filler (min. and max.), Routes (8.16-13.6 kgs/m2) water (min. and max.), additive(s) (usage), and asphalt emulsion based on the dry weight of the aggregate. Application aggregate, the adationcofd the yaggregate angd the the 99 9 9 w All the component materials used in the mix design demand of the surface to which the slurry seal is shall be representative of the materials proposed by being applied. ISSA technical bulletin 112 gives a the contractor to be used on the project. method to determine expected application rates. •• The percentages of each individual material required shall be shown in the laboratory report. Adjustments 5.4 TOLERANCES may be required during the construction, based on the field conditions. The B.A.R. will give final approval for Tolerances for individual materials as well as the slurry all such adjustments. seal mixture are as follows: The B.A.R. shall approve the mix design and all slurry a. After the designed residual asphalt content is deter- seal materials and methods prior to use. The compo- mined, a plus or minus one percentage point varia- �"` nent materials shall be within the following limits: tion will be permitted. RESIDUAL ASPHALT TYPE I — 100/b — 16% b. The percentage of aggregate passing each sieve TYPE II — 7.5% — 13.5% shall be within stockpile tolerance range as stated. TYPE III — 6.5% — 12% c. The percentage of aggregate passing shall not go Based on dry weight of from the high end to the low end of the specified aggregate. range of any two successive sieves. .� MINERAL FILLER 0.5% — 2.0% d. The slurry consistency shall not vary more than Based on dry weight of +0.5 cm from the job mix formula after field aggregate. adjustments. As needed. ADDITIVES e. The rate of application once determined by the WATER As needed to achieve proper B.A.R. shall not vary more than ±2#/SY, while mix consistency. remaining within the design application rate. (Total mix liquids should not exceed the loose aggregate 6. EQUIPMENT voids. ISSA T106 should be Aw used to check optimum liquids. 6.1 GENERAL All equipment, tools, and machines used in perfor- 5.3 RATE OF APPLICATION mance of this work shall be maintained in satisfactory Aw working condition at all times to ensure a high quality The slurry seal mixture shall be of proper consistency product. at all times so as to provide the application rate required by the surface condition. The average appli OW cation rate, as measured by the B.A.R., shall be in 6.2 MIXING EQUIPMENT accordance with the following table: The machine shall be specifically designed and manufactured to lay slurry seal. The material shall be "` mixed by a self-propelled slurry seal mixing machine of either truck mounted or continuous run design. Continous run machines are those that are equipped aw to self load materials while continuing to lay slurry seal. Either type machine shall be able to accurately deliver and proportion the aggregate, emulsified asphalt, wr mineral filler, control setting additive, and water to a revolt'- 7. CALIBRATION ing mixer and discharge the mixed product on a continu- ous flow basis. The machine shall have sufficient Each mixing unit to be used in performance of the storage capacity for aggregate, emulsified asphalt, work shall be calibrated in the presence of the B.A.R. mineral filler, control additive and water to maintain an prior to construction. Previous calibration documenta- adequate supply to the proportioning controls. tion covering the exact materials to be used may be acceptable, provided they were made during the The B.A.R. must decide which type of equipment best calendar year. The documentation shall include an suits their specific project, and if that type of equip- individual calibration of each material at various tlli ment is readily available and utilized in their area. settings, which can be related to the machine's meter- Generally, truck mounted machines or continuous run ing devices. No machine will be allowed to work on machines may be used on similar projects. In some the project until the calibration has been completed cases, truck mounted machines may be more suited; and/or accepted. ie. cul-de-sacs, small narrow roadways, parking lots, etc. On major highways, interstates, etc., continuous run equipment may be the desired choice due to the 7.1 VERIFICATION continuity of mix and the reduction of start up joints. • Test strips will be made by each machine after calibra- If continuous run equipment is used the machine shall tion and prior to construction. Test.strips shall be a be equipped to allow the operator to have full control portion of the project. Samples of the slurry seal will be taken and verification made as to mix consistency and of the forward and reverse speed during application of y the slurry seal. It shall be equipped with a self-loading proportioning. Verification of rate of application will also device, opposite side driver stations, and forward and be made. Upon failure of any of these tests, additional reverse speed controls. test strips, at no cost to the buyer, will be required until each unit is authorized to work. Any unit failing to pass the tests after the third trial, will not be permitted 6.3 PROPORTIONING DEVICES to work on the project. Test strips must be accepted Individual volume or weight controls for proportioning or rejected within 24 hours after application. each material to be added to the mix (.e. aggregate, mineral filler, emulsified asphalt and additive) shall be 8. WEATHER LIMITATIONS provided and properly marked. The slurry seal shall not be applied if either the pave- The proportioning devises are usually revolution coun- ment or air temperature is below 50°F (10°C) and ters or similar devices and are used in material calibra- falling, but may be applied when both pavement and tion and determining the material output at any time. air temperature are above 45°F (7°C) and rising. No slurry seal shall be applied when there is danger that 6.4 SPREADING EQUIPMENT the finished product will freeze before 24 hours. The mixture shall not be applied when weather conditions The mixture shall be spread uniformly by means of a prolong opening to traffic beyond a reasonable time. conventional surfacing spreader box attached to the mixer and equipped to agitate and spread the material 9. NOTIFICATION AND TRAFFIC CONTROL evenly throughout the box. A front seal shall be provided to insure no loss of the mixture at the road 9.1 NOTIFICATION contact point. The rear seal shall act as final strike-off and shall be adjustable. The spreader box and rear All homeowners and business affected by the paving strike-off shall be so designed and operated that a shall be notified one day in advance of the surfacing. uniform consistency is achieved to produce a free flow Suitable tow-away signs may be posted prior to the of material to the rear strike-off. The spreader box shall surfacing. Should work not occur on the specified day, have suitable means provided to side shift the box to a new notification will be distributed. compensate for variations in the pavement geometry. The notification shall be in a form of written posting, A burlap drag or other approved screed may be stating the time and date that the surfacing will take attached to the rear of the spreader box to provide a uniform, highly textured mat. place. 6.5 AUXILIARY EQUIPMENT 9.2 TRAFFIC CONTROL Suitable surface preparation equipment, traffic control Suitable methods shall be used by the contractor to equipment, hand tools, and any other support equipment protect the slurry seal from all types of vehicular traffic shall be provided as necessary to perform the work. without damage. Opening to traffic does not constitute ' acceptance of the work. The B.A.R. shall be notified of the methods to be used. ill In areas which are subject to an increased rate of No lumping, balling, or unmixed aggregate shall be .. sharp turning vehicles, additional time may be required permitted. for a more complete cure of the slurry seal mat to prevent damage. Slight tire marks may be.evident in No streaks, such as those caused by oversized these areas after opening but will diminish over time aggregate shall be left in the finished surface. If excess aw with rolling traffic. If these areas are not severly rutted oversize develops, the job will be stopped until the they should be considered as normal characteristics of contractor proves to the B.A.R. that the situation has a slurry seal and should be accepted. been corrected. Some situations may require screening the aggregate just prior to loading it into the units going from the stockpile area to the laydown 10. SURFACE PREPARATION operation. 10.1 GENERAL aw 11.2 JOINTS Immediately prior to applying the slurry seal the surface shall be cleared of all loose material, oil spots, No excess buildup, uncovered areas, or unsightly vegetation, and other objectionable material. Any stan- appearance shall be permitted on longitudinal or trans- "` dard cleaning method will be acceptable. If water is verse joints. The contractor shall provide suitable width used, cracks shall be allowed to dry thoroughly before spreading equipment to produce a minimum number slurry surfacing. Manholes, valve boxes, drop inlets of longitudinal joints throughout the project. When dw and other service entrances shall be protected from possible, longitudinal joints shall be placed on lane the slurry seal by a suitable method. The B.A.R. shall lines. Half passes and odd width passes will be used approve the surface preparation prior to surfacing. only in minimum amounts. If half passes are used, they shall not be the last pass of any paved area. A dw maximum of six inches (61 (152 mm) shall be allowed 10.2 TACK COAT for overlap of longitudinal lane line joints. Normally tack coat is not required unless the surface w, to be covered is extremely dry and raveled or is 11.3 MIX STABILITY concrete or brick. If required the tack coat should consist of one part emulsified asphalt and three parts The slurry seal shall posses sufficient stability so that ` water. The emulsified asphalt should be the same as premature breaking of the material in the spreader box *W used in the mix. The distributor shall be capable of does not occur. The mixture shall be homogeneous applying the dilution evenly at a rate of .05 to .10 during and following mixing and spreading. It shall be gallons per square yard (0.15 to 0.35 liters per square free of excess water and emulsion and free of segre- go meter). The tack coat shall be allowed to cure before gation of the emulsion and aggregate fines from the application of the slurry seal. coarser aggregate. Spraying of additional water into the spreader box will not be permitted. e 10.3 CRACKS 11.4 HAND WORK It is advisable to pre-treat cracks in the pavement surface with an acceptable crack sealer prior to appli- Areas which cannot be reached with slurry seal cation of the slurry seal. machines shall be surfaced using hand squeegees to provide complete and uniform coverage. The area to be handworked shall be lightly dampened prior to mix 11. APPLICATION placement and the slurry worked immediately. Care 11.1 GENERAL shall be exercised to leave no unsightly appearance from handwork. The same type finish as applied by When required by local conditions, the surface shall be the spreader box shall be required. Handwork shall be pre-wetted by fogging ahead of the spreader box. completed during machine applying process. The rate of application of the fog spray shall be adjusted during the day to suit temperatures, surface 11.5 LINES ,i, texture, humidity, and dryness of the pavement. Care shall be taken to insure straight lines along curbs The slurry seal shall be of the desired consistency and shoulders. No runoff on these areas will be upon leaving the mixer. A sufficient amount of material permitted. Lines at intersections will be kept straight to Aw shall be carried in all parts of the spreader at all times provide good appearance. so that a complete coverage is obtained. Overloading of the spreader shall be avoided. 11.6 ROLLING 12.3 SLURRY SEAL Rolling is usually not necessary for slurry seal surfacing Samples of the slurry seal will be taken directly from on roadways. Airports and parking areas should be the slurry unit(s) at a minimum rate of one sample per rolled by a self propelled 10 ton pneumatic roller with mixing unit per each days use. Consistency and a tire pressure of 50 PSI (3.4 ATMS) and equipped residual asphalt content tests may be made on the with a water spray system. The surfaced areas shall be samples and compared to the specifications. Tests will subjected to a minimum of two (2) full coverage be run at the expense of the buyer. The buyer must passes by the roller. notify the contractor immediately if any test fails to Rolling should not commence until the slurry has cured meet specifications. enough so that it will not pick up on the tires of the The B.A.R. may use the recorders and measuring facil- , roller. ities of the slurry seal unit to determine application rates, asphalt emulsion content, mineral filler and addi- 11.7 CLEAN-UP tive(s) content for an individual load. It is the responsibility of the contractor to check stock- All areas, such as manways, gutters and intersections, pile moisture content and to set the machine accord- shall have the slurry seal removed as specified by the in I to account for B.A.R. The contractor shall remove any debris g y aggregate bulking. , associated with the performance of the work on a daily basis. 12.4 NON-COMPLIANCE If any two successive tests fail on the stockpile mate- 12. QUALITY CONTROL rial, the job shall be stopped. It is the responsibility of 12.1 INSPECTION the contractor, at his own expense, to prove to the B.A.R. that the conditions have been corrected. If any To insure quality, inspectors assigned to projects must two successive tests on the mix from the same be familiar with the materials, equipment and applica- machine fail, the use of the machine shall be tion of slurry seal. suspended. It will be the responsibility of the contrac- tor, at his own expense, to prove to the B.A.R. that the Local conditions and specific project requirements problems have been corrected and that the machine is go must be considered when determining the parameters working properly. of field inspection. 13. PAYMENT 12.2 MATERIALS The slurry seal shall be measured and paid for by the The Contractor will permit the B.A.R. to take samples unit area or weight of aggregate and weight of emul- of the aggregate and asphalt emulsion used in the sion used on the work completed and accepted by project at the B.A.R.'s discretion. Gradation and sand the buyer. If paid by the weight of the aggregate and equivalent tests may be run on the aggregate and emulsion, the contractor shall submit to the B.A.R. a residual asphalt content tests on the emulsion. Test certified affidavit and delivery tickets which show quan- results will be compared to specifications. Tests will be tities of each material delivered to the job site and run at the expense of the buyer. used on the project. The buyer must notify the contractor immediately if any The price shall be full compensation for furnishing all test fails to meet the specifications. materials and for preparation, mixing and applying these materials, and for all labor, equipment, tools, test design, clean-up and incidentals necessary to complete and warrant the job as specified herein. +4► APPENDIX A ISSA T114 Wet Stripping Test for Cured �. AGENCIES AND TEST METHODS Slurry Seal Mixes AGENCIES ISSA T115 Determination of Slurry Seal Compatibility AASHTO American Association of State Highway and Trans- portation Officials ISSA T139 Method of Classified Emulsified ASTM American Society for Testing and Materials Asphalt, Aggregate Mixtures by w ISSA International Slurry Surfacing Association Modified Cohesion Test Meas- urement of Set and Cure AGGREGATE AND MINERAL FILLER Characteristics AASHTO T2 ASTM D75 Sampling Mineral Aggregates AASHTO 727 ASTM C136 Sieve Analysis of Aggregates ASTM D3910 Design, Testing and Construc- ar AASHTO T11 ASTM C117 Materials Finer than No. 200 in tion of Slurry Seal Mineral Aggregate ASTM D2172 Quantitative Extraction of Bitumen AASHTO 176 ASTM D2419 Sand Equivalent Value of Soils for Bituminous Paving Mixtures and Fine Aggregate AASHTO T84 ASTM C128 Specific Gravity and Absorption APPENDIX B of Fine Aggregate AASHTO'T19 ASTM C29 Unit Weight of Aggregate INSTRUCTIONS TO THE WRITER AASHTO 796 ASTM C131 Resistance to Abrasion of Small A. This specification is written as a guideline and should be Size Coarse Aggregate by use used as such. It is not intended to be copied verbatim. The of the Los Angeles Machine writer should thoroughly read the guideline and determine (This test should be performed what is and what is not applicable. Feel free to contact the AW on the parent rock that is used ISSA for answers to any questions and also for a list of ISSA for crushing the finer gradation member contractors and companies who could assist. slurry seal material). B. This specification is written to cover a conventional slurry 410 AASHTO T37 ASTM D546 Sieve Analysis of Mineral Filler seat system. It is not applicable to micro-surfacing. Consult AASHTO T104 ASTM C88 Soundness of Aggregates by the ISSA for information on modified systems. Use of Sodium Sulfate or TECHNICAL NOTES Magnesium Sulphate ASTM D242 Mineral Filler for Bituminous A. 3.4 SLURRY SEAL To be sure all the water is removed Paving Mixtures from the slurry before running ASTM D2172, ASTM D95 or AASHTO T127 ASTM C183 Sampling Hydraulic Cement ASTM D1461 should be run. Some laboratories have modified ASTM D95 to permit removing of the water and bitumen at EMULSIFIED ASPHALT the same time. rr AASHTO T40 ASTM D140 Sampling Bituminous Materials B. 4.1 EMULSIFIED ASPHALT The cement mixing test AASHTO T59 ASTM D244 Testing Emulsified Asphalt determines the emulsion mixability. However, this is best deter- AASHTO M140 ASTM D977 Specification for Emulsified mined by the laboratory using the job materials rather than Asphalt cement. Also, many emulsions designed especially for slurry seal will not pass the cement mixing test, yet give good AASHTO M208 ASTM D2397 Specification for Cationic Emul- results in the field. sified Asphalt C. 4.2.1 GENERAL It is recommended a 100% crushed ISSA T102 Mixing, Setting and Water material be used for airfields and major roadways. The use of Resistance Test to identify natural non-angular sand will give poor results. If materials are "Quick-Set" Emulsified Asphalt to be blended, be sure the contractor provides suitable RESIDUE FROM EMULSION means. Wet materials are difficult to blend. Materials with a AASHTO T59 ASTM D244 Residue by Evaporation great difference in unit weights are hard to blend. Where AASHTO T49 ASTMD2397 Penetration 100 gm at 5 sec. blended materials are used, stockpile sampling and testing 77°F (25°C) should be increased. D. 4.2.3 GRADING Select only one gradation. SLURRY SEAL SYSTEM Experience has taught it is better to limit the top sieve of ISSA T101 Guide for Sampling Slurry Mix each gradation (No. 8, Type I; No. 4, Type II; 3/8 Type III) to for Extraction Test 98 to 100% passing to improve surface appearance. ISSA T106 Measurement of Slurry Seal The following is additional information on the three gradations: Consistency Type I. This aggregate blend is used to fill surface voids ISSA T109 Test Method for Measurement and correct moderate surface conditions. It gives an approxi- of Excess Asphalt in Bitumi- mate application rate of 8 to 12 pounds per square yard (3.63 w. nous Mixtures by Use of a kg to 5.4 kg per sq. m) and a theoretical asphalt content of Loaded Wheel Tester 10-16% based on dry aggregate weight. The fineness of this ISSA T111 Outline Guide Design Proce- design provides it with the ability for crack penetration. A dure for Slurry Seal typical example of this type of slurry surface would be on ISSA T112 Method of Estimate Slurry Seal areas where only protection from the elements is desired. If Spread Rates and to Measure Type I gradation is used for streets, it is recommended that Pavement Macrotexture maximum poundage be required. ar Type II. This aggregate blend is used when it is desired to H. 6.2 SLURRY MIXING EQUIPMENT Counters, flow ' fill surface voids, correct severe surface conditions, and meters or totalizer meters are the most common instruments provides sealing and a wearing surface. It gives an approxi- used on machines. They should be kept in good working mate application rate of 12 to 20" pounds per square yard order. (5.4 kg to 9.07 kg per sq. m) and a theoretical asphalt content 1. 6.4 SLURRY SPREADING EQUIPMENT Some spre ader of 7.5 to 13.5% based on the dry aggregate weight. boxes are equipped with one or more sets of augers to A typical example of this type of slurry surface would be on improve the distribution of the slurry seal in the spreader box. pavements with medium textured surfaces which would In some quick-set systems, these augers also keep the mix require this size aggregate to fill in the cracks and provide a from breaking. The important thing is to have the slurry seal minimum wearing surface. Another example would be placing the proper consistency as it leaves the mixer and not to add a general slurry on flexible base, stabilized base, or soil any water to the mix afterwards. Any type drag pulled behind cement as a sealer prior to final paving. the spreader box that has been stiffened by hardened slurry Type III. This aggregate blend is used to give maximum or asphalt is ineffective, skid resistance and an improved wearing surface. It is applied J. 7 CALIBRATION ISSA Operations Bulletin 128 describes at a rate of 18 " pounds per square yard (8.16 kg per sq. m) a method of machine calibration. ISSA contractors and/or or more and a theoretical asphalt content of 6.5 to 12.0%, machine manufacturers have proven methods of machine calibra- based on dry aggregate weight. A typical example of this tion which can be provided. type of slurry surface is as the first or second course of a K. 7 VERIFICATION The consistency test is sometimes multiple course slurry treatment on flexible base, stabilized difficult to evaluate in the field, especially if the slurry is setting base, or soil cement. Another example of this type of slurry quickly. If run in the field it must be performed immediately surface would be on pavements which have highly textured after the sample is taken. One methods used to measure surfaces and require this size aggregate to fill in the voids consistency is to take a stick and draw a line through the and provide an improved wearing surface. slurry immediately behind the spreader box. If the line stays, "For aggregates of ASG#2.65 the slurry is at the proper consistency. If it fills up, the mix is E. 4.3 MINERAL FILLER Mineral filler is required with not correct. most aggregates. Its use is normally 0.5 to 2.0% and is Keeping the proper consistency should be one of the major considered part of the aggregate. Mineral filler is primarily areas of inspector concern. An improper mix will cause a used to improve the homogeneity of the slurry seal. number of problems. If mixes are too dry, streaking, lumping F. 4.5 ADDITIVES There are many types of additives and roughness will be present in the mat. Mixes applied too being tried and used in slurry seal for slurry break and set wet will run excessively, not hold straight lane lines and cause control. Any additives used should be approved by the an asphalt rich surface with segregation evident in the mat. laboratory as part of the mix design. The slurry equipment L. 10.2 TACK COAT When slurry is being placed over a should have accurate means to meter the product into the brick, concrete, or other highly absorbent or polished surface, mix and instrumentation to measure the amount of material a 1 part emulsion, 3 part water tack coat of the same asphalt that has been added during any particular period. emulsion (f possible) type and grade as specified for the G. 5.2 LABORATORY REPORT ISSA T109, the traded slurry is recommended. This can be applied with an asphalt Wheel Test for Excessive Asphalt, is most applicable when the distributor. The normal application rate is a05 to 0.10 gal./sq. slurry seal is to be placed in areas receiving high volumes of yd. (0.15 to 0.35 ft./sq. m) of the diluted emulsion. traffic. For jobs where the slurry is only being placed on low M. 11.5 LINES Many contractors use 15 lb. black roofing , volume areas, the test could be deleted. paper to start and stop at intersections. This insures a straight ISSA TB136 describes some of the items to watch for when line and leaves something to hold the excess slurry for easy performing the Wet Track Abrasion Test. removal. ISSA TB139 describes a method to classify emulsified asphalt/aggregate mixture systems as to set and cure charac- teristics by a Modified Cohesion Tester. ISSA Operation Bulletin 128 describes a method to determine the bulk effect of aggregate and how it relates to machine calibration. , 0 4V 9+ cc us _n •9S'SO CIA00 International Slurry Surfacing Association 1101 Connecticut Avenue, N.W. Suite 700 Washington, D.C. 20036-4303 (202) 857-1160 FAX (202) 223-4579 arr CITY OF RENTON 2003 SLURRY SEAL CONTRACT DOCUMENTS �r AMENDMENTS TO THE STANDARD SPECIFICATIONS adyr grr air �r aw arr :rrr �w� - 1 INTRODUCTION 2 The following Amendments and Special Provisions shall be used in conjunction with the 3 2002 Standard Specifications for Road, Bridge, and Municipal Construction (English). 4 5 AMENDMENTS TO THE STANDARD SPECIFICATIONS 6 7 The following Amendments to the Standard Specifications are made a part of this contract 8 and supersede any conflicting provisions of the Standard Specifications. For informational 9 purposes, the date following each Amendment title indicates the implementation date of the 10 Amendment or the latest date of revision. 11 12 Each Amendment contains all current revisions to the applicable section of the Standard 13 Specifications and may include references which do not apply to this particular project. 14 15 SECTION 1-02, BID PROCEDURES AND CONDITIONS 16 April 7, 2003 17 1-02.6 Preparation of Proposal 18 The second paragraph is deleted. 19 20 The eighth paragraph, dealing with Traffic Control Labor, is deleted. 21 22 1-02.13 Irregular Proposals 23 Number 2. is revised to read: 24 25 2. A proposal may be considered irregular and may be rejected if: 26 27 a. The proposal does not include a unit price for every bid item; 28 b. Any of the unit prices are excessively unbalanced (either above or below 29 the amount of a reasonable bid) to the potential detriment of the - 30 Contracting Agency; 31 c. Receipt of addenda is not acknowledged; 32 d. A member of a joint venture or partnership and the joint venture or 33 partnership submit proposals for the same project (in such an instance, 34 both bids may be rejected); or 35 e. If proposal form entries are not made in ink. 36 37 SECTION 1-04, SCOPE OF THE WORK 38 December 2, 2002 39 1-04.4 Changes 40 The fifth paragraph is revised to read: 41 42 For Item 2, if the actual quantity of any item, exclusive of added or deleted amounts 43 included in agreed change orders, increases or decreases by more than 25 percent 44 from the original plan quantity, the unit contract price for that item may be adjusted in 45 accordance with Section 1-04.6. 46 47 1-04.6 Increased or Decreased Quantities 48 This section is revised to read: 1 2 Payment to the Contractor will be made only for the actual quantities of work performed 3 and accepted in conformance with the contract. When the accepted quantity of work 4 performed under a unit item varies from the original proposal quantity, payment will be 5 at the unit contract price for all work unless the total accepted quantity of any contract 6 item, adjusted to exclude added or deleted amounts included in change orders 7 accepted by both parties, increases or decreases by more than 25 percent from the 8 original proposal quantity. In that case, payment for contract work may be adjusted as 9 described herein: 10 11 The adjusted final quantity shall be determined by starting with the final accepted 12 qua-ity measured after all work under an item has been completed. From this amount, 13 subtract any quantities included in additive change orders accepted by both parties. 14 Then, to the resulting amount, add any quantities included in deductive change orders 15 accepted by both parties. The final result of this calculation shall become the adjusted 16 final quantity and the basis for comparison to the original proposal quantity. 17 18 1. Increased Quantities. 19 Either party to the contract will be entitled to renegotiate the price for that portion of 20 the adjusted final quantity in excess of 1.25 times the original proposal quantity. 21 The price for excessive increased quantities will be determined by agreement of 22 the parties, or, where the parties cannot agree, the price will be determined by the 23 Engineer based upon the actual costs to perform the work, including reasonable 24 markup for overhead and profit. 25 26 2. Decreased Quantities. 27 Either party to the contract will be entitled to an equitable adjustment if the adjusted 28 final quantity of work performed is less than 75 percent of the original bid quantity. 29 The equitable adjustment shall be based upon and limited to three factors: 1. Any 30 increase or decrease in unit costs of labor, materials or equipment, utilized for work 31 actually performed, resulting solely from the reduction in quantity; 2. Changes in 32 production rates or methods of performing work actually done to the extent that the 33 nature of the work actually performed differs from the nature of the work included 34 in the original plan; and 3. An adjustment for the anticipated contribution to 35 unavoidable fixed cost and overhead from the units representing the difference 36 between the adjusted final quantity and 75% of the original plan quantity. 37 38 The following limitations shall apply to renegotiated prices for increases and/or 39 equitable adjustments for decreases: 40 41 1. The equipment rates shall be actual cost but shall not exceed the rates set 42 forth in the AGC/WSDOT Equipment Rental Agreement (referred to in Section 43 1-09.6) that is in effect at the time the work is performed. 44 45 2. No payment will be made for extended or unabsorbed home office overhead 46 and field overhead expenses to the extent that there is an unbalanced 47 allocation of such expenses among the contract bid items. 48 49 3. No payment for consequential damages or loss of anticipated profits will be 50 allowed because of any variance in quantities from those originally shown in 51 the proposal form, contract provisions, and contract plans. 52 1 4. The total payment (including the adjustment amount and unit prices for work 2 performed) for any item which experiences an equitable adjustment for 3 decreased quantity shall not exceed 75% of the amount originally bid for the 4 item. 5 6 If the adjusted final quantity of any item does not vary from the quantity shown in the 7 proposal by more than 25%, then the Contractor and the Contracting Agency agree that 8 all work under that item will be performed at the original contract unit price and within 9 the original time for completion. 10 11 When ordered by the Engineer, the Contractor shall proceed with the work pending 12 determination of the cost or time adjustment for the variation in quantities. 13 14 The Contractor and the Contracting Agency agree that there will be no cost adjustment 15 for decreases if the Contracting Agency has entered the amount for the item in the 16 proposal form only to provide a common proposal for bidders. 17 18 1-04.7 Differing Site Conditions (Changed Conditions) 19 This section is revised to read: 20 21 During the progress of the work, if preexisting subsurface or latent physical conditions 22 are encountered at the site, differing materially from those indicated in the contract, or if 23 preexisting unknown physical conditions of an unusual nature, differing materially from 24 those ordinarily encountered and generally recognized as inherent in the work provided 25 for in the contract, are encountered at the site, the party discovering such conditions 26 shall promptly notify the other party in writing of the specific differing site conditions 27 before they are disturbed and before the affected work is performed. 28 29 Upon written notification, the Engineer will investigate the conditions and if he/she 30 determines that the conditions materially differ and cause an increase or decrease in 31 the cost or time required for the performance of any work under the contract, an 32 adjustment, excluding loss of anticipated profits, will be made and the contract modified 33 in writing accordingly. The Engineer will notify the Contractor of his/her determination 34 whether or not an adjustment of the contract is warranted. 35 36 No contract adjustment which results in a benefit to the Contractor will be allowed 37 unless the Contractor has provided the required written notice. 38 39 The equitable adjustment will be by agreement with the Contractor. However, if the 40 parties are unable to agree, the Engineer will determine the amount of the equitable 41 adjustment in accordance with Section 1-09.4. Extensions of time will be evaluated in 42 accordance with Section 1-08.8. 43 44 If the Engineer determines that different site conditions do not exist and no adjustment 45 in costs or time is warranted, such determination shall be final as provided in Section 1- 46 05.1. 47 48 If there is a decrease in the costs or time required to perform the work, failure of the 49 Contractor to notify the Engineer of the differing site conditions shall not affect the 50 Contracting Agency's right to make an adjustment in the costs or time. 51 1 No claim by the Contractor shall be allowed unless the Contractor has followed the 2 procedures provided in Section 1-04.5 and 1-09.11. 3 4 SECTION 1-05, CONTROL OF WORK 5 April 7, 2003 6 1-05.13 Superintendents, Labor, and Equipment of Contractor 7 This section is supplemented with the following: 8 9 1-05.13(1) Emergency Contact List 10 The Contractor shall submit an Emergency Contact List to the Engineer no later than 11 five calendar days after the date the contract is executed. The list shall include, at a 12 minimum, the Prime Contractor's Project Manager, or equivalent, the Prime 13 Contractor's Project Superintendent and the Traffic Control Supervisor. The list shall 14 identify a representative with delegated authority to act as the emergency contact on 15 behalf of the Prime Contractor and include one or more alternates. The emergency 16 contact shall be available upon the Engineer's request at other than normal working 17 hours. The Emergency Contact List shall include 24-hour telephone numbers for all 18 individuals identified as emergency contacts or alternates. 19 20 SECTION 1-06, CONTROL OF MATERIAL 21 December 2, 2002 22 1-06.2(2)B Financial Incentive 23 In the first paragraph, the reference to pay factors "1.0000" and "1.0500" are revised to 24 "1.00" and "1.05" respectively. 25 26 In the second paragraph, the reference to pay factor"1.000" is revised to "1.00". 27 28 SECTION 1-07, LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC 29 December 2, 2002 30 1-07.1 Laws to be Observed 31 The first sentence is revised to read: 32 33 The Contractor shall always comply with all Federal, State, tribal or local laws, 34 ordinances, and regulations that affect work under the contract. 35 36 1-07.15 Temporary Water Pollution/Erosion Control 37 This section is supplemented with the following: 38 39 1-07.15(1) Spill Prevention, Control and Countermeasures Plan 40 The Contractor shall prepare a project specific spill prevention, control and 41 countermeasures (SPCC) plan to be used for the duration of the project. The plan shall 42 be submitted to the Engineer prior to the commencement of any on site construction 43 activities. The Contractor shall maintain a copy of the plan at the work site, including 44 any necessary updates as the work progresses. If hazardous materials are 45 encountered during construction, the Contractor shall do everything possible to control 46 and contain the material until appropriate measures can be taken. Hazardous material, 47 as referred to within this specification, is defined in RCW 70.105.010 under "Hazardous 1 Substances". Occupational safety and health requirements that pertain to SPCC 2 planning are contained in WAC 296-155 and WAC 296-62. 3 4 The SPCC plan shall address the following project-specific information: 5 6 1. SPCC Plan Elements 7 8 A. Site Information 9 Identify general site information useful in construction planning, 10 recognizing potential sources of spills, and identifying personnel 11 responsible for managing and implementing the plan. 12 13 B. Project Site Description 14 Identify staging, storage, maintenance, and refueling areas and their 15 relationship to drainage pathways, waterways, and other sensitive areas. 16 Specifically address: 17 18 0 the Contractor's equipment maintenance, refueling, and cleaning 19 activities. 20 21 & the Contractor's on site storage areas for hazardous materials. 22 23 C. Spill Prevention and Containment 24 Identify spill prevention and containment methods to be used at each of 25 the locations identified in B., above. 26 27 D. Spill Response 28 Outline spill response procedures including assessment of the hazard, 29 securing spill response and personal protective equipment, containing and 30 eliminating the spill source, and mitigation, removal and disposal of the 31 material. 32 33 E. Standby, On-Site, Material and Equipment 34 The plan shall identify the equipment and materials the Contractor will 35 maintain on site to carry out the preventive and responsive measures for 36 the items listed. 37 38 F. Reporting 39 The plan shall list all federal, state and local agency telephone numbers 40 the Contractor must notify in the event of a spill. 41 42 G. Program Management 43 Identify site security measures, inspection procedures and personnel 44 training procedures as they relate to spill prevention, containment, 45 response, management and cleanup. 46 47 H. Preexisting Contamination 48 If preexisting contamination in the project area is described elsewhere in 49 the plans or specifications, the SPCC plan shall indicate measures the 50 Contractor will take to conduct work without allowing release or further 51 spreading of the materials. 52 1 2. Attachments , 2 3 A. Site plan showing the locations identified in (1. B. and 1. C.) noted 4 previously. 5 6 B. Spill and Incident Report Forms, if any, that the Contractor will be using. 7 8 Implementation Requirements 9 The Contractor shall be prepared and shall carry out the SPCC plan in the event of 10 a hazardous spill within the project limits. 11 12 Payment 13 The lump sum contract price for the "SPCC Plan" shall be full pay for: 14 15 1. All costs associated with creating the SPCC plan. 16 17 2. All costs associated with providing and maintaining on site standby 18 materials and equipment described in the SPCC plan. 19 20 As to other costs associated with spills the contractor may request payment as 21 provided for in the Contract. No payment shall be made if the spill was caused by 22 or resulted from the Contractor's operations, negligence or omissions. 23 24 1-07.16 Protection and Restoration of Property 25 This section is supplemented with the following: 26 27 1-07.16(2)A Archaeological and Historical Objects 28 Archaeological or historical objects, such as ruins, sites, buildings, artifacts, fossils, or 29 other objects of antiquity that may have significance from a historical or scientific 30 standpoint, which may be encountered by the Contractor, shall not be further disturbed. 31 The Contractor shall immediately notify the Engineer of any such finds. 32 33 The Engineer will determine if the material is to be salvaged. The Contractor may be 34 required to stop work in the vicinity of the discovery until such determination is made. 35 The Engineer may require the Contractor to suspend work in the vicinity of the 36 discovery until salvage is accomplished. 37 38 If the Engineer finds that the suspension of work in the vicinity of the discovery 39 increases or decreases the cost or time required for performance of any part of the 40 work under this contract, the Engineer will make an adjustment in payment or the time 41 required for the performance of the work in accordance with Sections 1-04.4 and 1- 42 08.8. 43 44 1-07.16(4) Payment 45 The first sentence is revised to read: 46 47 All costs to comply with this section and for the protection and repair specified in this 48 section, unless otherwise stated, are incidental to the contract and are the responsibility 49 of the Contractor. 50 1 SECTION 1-08, PROSECUTION AND PROGRESS 2 April 7, 2003 3 1-08.10(3) Payment for Termination for Public Convenience 4 This section including title is revised to read: 5 6 1-08.10(3) Termination for Public Convenience Payment Request 7 After receipt of Termination for Public Convenience as provided in Section 1-08.10(2), 8 the Contractor shall submit to the Contracting Agency a request for costs associated 9 with the termination. The request shall be prepared in accordance with the claim 10 procedures outlined in Sections 1-09.11 and 1-09.12. The request shall be submitted 11 promptly but in no event later than 90 calendar days from the effective date of 12 termination. 13 14 The Contractor agrees to make all records available to the extent deemed necessary by 15 the Engineer to verify the costs in the Contractor's payment request. 16 17 1-08.10(4) Termination for Public Convenience Claims 18 This section including title is revised to read: 19 20 1-08.10(4) Payment for Termination for Public Convenience 21 Whenever the contract is terminated in accordance with Section 1-08.10(2), 22 payment will be made in accordance with Section 1-09.5 for the actual work 23 performed. 24 25 If the Contracting Agency and the Contractor cannot agree as to the proper 26 amount of payment, then the matter will be resolved as outlined in Section 1- 27 09.13 except that, if the termination occurs because of the issuance of a 28 restraining order as provided in Section 1-08.10(2), the matter will be resolved 29 through mandatory and binding arbitration as described in Sections 1-09.13(3) A 30 and B, regardless of the amount of the claim. 31 32 SECTION 1-09, MEASUREMENT AND PAYMENT 33 August 5, 2002 34 1-09.2(4) Specific Requirements for Belt Conveyor Scales 35 In the first paragraph, the reference to "National Bureau of Standards Handbook No. 44," is 36 revised to read: 37 38 National Institute of Standards and Technology (NIST) Handbook No. 44, 39 40 1-09.6 Force Account 41 On page 1-86, under "For Labor", the fourth and fifth sentences in the second paragraph 42 are deleted. 43 44 On page 1-86, under "For Labor", the fifth paragraph is revised to read: 45 46 In addition to compensation for direct labor costs defined above, the Contracting 47 Agency will pay the Contractor 29 percent of the sum of the costs calculated for labor 1 reimbursement to cover project overhead, general company overhead, profit, bonding, 2 insurance, Business & Occupation tax, and any other costs incurred. This amount will 3 include any costs of safety training and health tests, but will not include such costs for 4 unique force account work that is different from typical work and which could not have 5 been anticipated at the time of bid. 6 7 On page 1-87, under "For Equipment", the third paragraph is supplemented with the 8 following: 9 10 In the event that prior quotations are not obtained and the vendor is not a firm 11 independent from the Contractor or subcontractor, then after-the-fact quotations may 12 be obtained by the Engineer from the open market in the vicinity and the lowest such 13 quotation may be used in place of the submitted invoice. 14 15 On page 1-88, under"For Services", the first paragraph is supplemented with the following: , 16 17 In the event that prior quotations are not obtained and the service invoice is submitted 18 by a subcontractor, then after-the-fact quotations may be obtained by the Engineer 19 from the open market in the vicinity and the lowest such quotation may be used in place 20 of the submitted invoice. 21 22 SECTION 1-10, TEMPORARY TRAFFIC CONTROL 23 April 7, 2003 24 1-10.2(1) General 25 This section is revised to read: 26 27 It is the Contractor's responsibility to plan, conduct and safely perform the work. The 28 Contractor shall designate an individual or individuals to perform the duties of Traffic 29 Control Manager (TCM). The TCM must be an employee of the Contractor. The duties 30 of the TCM may not be subcontracted. 31 32 The Contractor shall also designate an individual or individuals to perform the duties of 33 the Traffic Control Supervisor (TCS). The TCS shall be responsible for safe 34 implementation of approved Traffic Control Plans provided by the TCM. 35 36 The TCM and TCS shall be certified as worksite traffic control supervisors by one of the 37 organizations listed in the Special Provisions. A TCM and TCS are required on all 38 projects that have traffic control. The TCM may also perform the duties of the TCS. The 39 Contractor shall identify an alternate TCM and TCS who can assume the duties of the 40 assigned or primary TCM and TCS in the event of that person's inability to perform. 41 Such alternates shall meet the same requirements as the primary TCM and TCS. 42 43 The Contractor shall maintain 24-hour telephone numbers at which the TCM and TCS 44 can be contacted and be available upon the Engineer's request at other than normal 45 working hours. The TCM and TCS shall have the appropriate personnel, equipment, 46 and material available at all times in order to expeditiously correct any deficiency in the 47 traffic control system. 48 49 1-10.2(1)A Traffic Control Manager , 50 This section is revised to read: 1 2 The duties of the Traffic Control Manager (TCM) shall include: 3 4 1. Overseeing and approving the actions of the Traffic Control Supervisor (TCS) 5 to ensure that proper safety and traffic control measures are implemented and 6 consistent with the specific requirements created by the Contractor's 7 workzones and the Contract. 8 9 2. Providing the Contractor's designated TCS with approved Traffic Control Plans 10 (TCP's) which are compatible with the work operations and traffic control for 11 which they will be implemented. 12 13 3. Discussing proposed traffic control measures and coordinating implementation 14 of the Contractor-adopted traffic control plan(s) with the Engineer. 15 16 4. Coordinating all traffic control operations, including those of subcontractors, 17 suppliers, and any adjacent construction or maintenance operations. 18 19 5. Coordinating the project's activities (such as ramp closures, road closures, 20 and lane closures) with appropriate police, fire control agencies, city or county 21 engineering, medical emergency agencies, school districts, and transit 22 companies. 23 24 6. Overseeing all requirements of the contract which contribute to the 25 convenience, safety, and orderly movement of vehicular and pedestrian traffic. 26 27 7. Having the latest adopted edition of the MUTCD including the Modifications to 28 the MUTCD for Streets and Highways for the State of Washington and 29 applicable standards and specifications available at all times on the project. 30 31 8. Attending all project meetings where traffic management is discussed. 32 33 9 Reviewing the TCS diaries daily and being aware of "field" traffic control 34 operations. 35 36 10. Assuring daily submissions of previous day's TCS diaries, indicating date of 37 TCM review, to WSDOT TCS. 38 39 11, Being present on-site a sufficient amount of time to adequately accomplish the 40 above-listed duties. 41 42 1-10.2(1)B Traffic Control Supervisor 43 This section is revised to read: 44 45 A Traffic Control Supervisor (TCS) shall be on the project whenever traffic control labor 46 is required or less frequently, as approved by the Engineer. 47 48 The TCS shall personally perform all the duties of the TCS. During non-work periods, 49 the TCS shall be available to the job site within a 45-minute time period after notification 50 by the Engineer. 51 52 The TCS's duties shall include: 1 2 1. Inspecting traffic control devices and nighttime lighting for proper location, 3 installation, message, cleanliness, and effect on the traveling public. Traffic 4 control devices shall be inspected each work shift except that Class A signs 5 and nighttime lighting need to be checked only once a week. Traffic control 6 devices left in place for 24 hours or more should also be inspected once 7 during the nonworking hours when they are initially set up (during daylight or 8 darkness, whichever is opposite of the working hours). 9 10 2. Preparing a daily traffic control diary on DOT Forms 421-040A and 421-04013, 11 which shall be submitted to the Engineer no later than the end of the next 12 working day to become a part of the project records. The Contractor may use 13 their own form if it is approved by the Engineer. Include in the diary such items 14 as: 15 16 a. When signs and traffic control devices are installed and removed, 17 b. Location and condition of signs and traffic control devices, 18 c. Revisions to the approved traffic control plan (TCP), 19 d. Lighting utilized at night, and 20 e. Observations of traffic conditions. 21 22 3. Ensuring that corrections are made if traffic control devices are not functioning 23 as required. The TCS may make minor revisions to the approved traffic control 24 plan to accommodate site conditions as long as the original intent of the traffic 25 control plan is maintained and the revision has concurrence of the TCM and/or , 26 WSDOT TCS. 27 28 4. Attending traffic control coordinating meetings or coordination activities as 29 authorized by the Engineer. 30 31 5. Ensuring that all needed traffic control devices are available and in good 32 working condition prior to the need to install those devices. 33 34 6. Having a current set of approved TCP's and applicable contract provisions as 35 provided by the TCM and the latest adopted edition of the MUTCD including 36 the Modifications to the MUTCD for Streets and Highways for the State of 37 Washington and applicable standards and specifications. 38 39 The TCS may perform the work described by "Traffic Control Labor" as long as the 40 duties of the TCS are accomplished. Possession of a current flagging card by the TCS 41 is mandatory. 42 43 A reflective vest and a hard hat shall be worn by the TCS. 44 45 1-10.2(2) Traffic Control Plans 46 This section including title is revised to read: 47 48 1-10.2(2) Traffic Control Plans (TCPs) 49 The traffic control plan or plans appearing in the contract plans show a method of 50 handling traffic. All flaggers are to be shown on the traffic control plan except for 51 emergency situations. The Contractor shall designate and adopt in writing the specific 52 traffic control plan or plans required for their method of performing the work. If the 1 Contractor's methods differ from the contract traffic control plan(s), the Contractor shall 2 propose modification of the traffic control plan(s) by showing the necessary construction 3 signs, flaggers, and other traffic control devices required for the project. The 4 Contractor's modified traffic control plan(s) shall be in accordance with the established 5 standards for plan development as shown in the MUTCD, Part VI. The Contractor's 6 letter designating and adopting the specific traffic control plan(s) or any proposed 7 modified plan(s) shall be submitted to the Engineer for approval at least ten calendar 8 days in advance of the time the signs and other traffic control devices will be required. 9 The Contractor shall be solely responsible for providing copies of the approved Traffic 10 Control Plans to the Traffic Control Supervisor. 11 12 1-10.2(3) Conformance to Established Standards 13 The second sentence in the sixth paragraph (Category 4) is deleted. 14 15 1-10.5 Payment 16 Under"Traffic Control Vehicle", the reference to 1-10.3(1)B is revised to 1-10.2(1)B. 17 18 SECTION 1-99, APWA SUPPLEMENT 19 December 2, 2002 20 Section 1-01.3 (APWA Only) page 1-111 21 The third paragraph is revised to read as follows: 22 23 The venue of all causes of action arising from the advertisement, award, execution, and 24 performance of the contract shall be in the Superior Court of the County where the - 25 Contracting Agency's headquarters is located. 26 27 Section 1-02.1 (APWA Only) Page 112 28 This section is revised to read: 29 30 Bidders shall be qualified by experience, financing, equipment, and organization to do 31 the work called for in the Contract Documents. The Contracting Agency reserves the 32 right to take whatever action it deems necessary to ascertain the ability of the bidder to 33 perform the work satisfactorily. 34 35 SECTION 1-02.9 IS SUPPLEMENTED BY REVISING THE FIRST PARAGRAPH 36 TO READ: 37 38 Each proposal shall be submitted in a sealed envelope, with the Project Name and 39 Project Number as stated in the Advertisement for Bids clearly marked on the outside of 40 the envelope, or as otherwise stated in the Bid Documents. 41 42 Section 1-02.14 (APWA Only) Page 114 43 Item 3 is revised to read: 44 45 1 The bidder, in the opinion of the Contracting Agency, is not qualified for the work or 46 to the full extent of the bid, or to the extent that the bid exceeds the authorized 47 prequalification amount as may have been determined by a prequalification of the 48 bidder; 49 50 Item 10 is deleted 1 - 2 Section 1-07.18 (APWA Only) Page 1-123 3 Item No. 4 is revised to read- 4 5 4. A Pollution Liability policy, required if so stated in the Contract Provisions, providing 6 coverage for claims involving remediation, disposal, or other handling of pollutants 7 arising out of: (1) Contractor's operations related to this project; (2) transportation 8 of hazardous materials to or from any site related to this project, including, but not 9 limited to, the project site and any other site, including those owned by the 10 Contractor or for which the Contractor is responsible; and (3) remediation, 11 abatement, repair, maintenance or other work with lead-based paint or materials 12 containing asbestos. 13 14 Such Pollution Liability policy shall provide the following minimum coverage for 15 Bodily Injury and Property Damage: 16 17 $1,000,000 per occurrence 18 19 Section 1-07.18 (APWA Only) Page 1-124 , 20 The third paragraph under "Evidence of Insurance" is revised to read: 21 22 A copy of the endorsement naming Contracting Agency and any other entities required 23 by the Contract Provisions as Additional Insured(s), and stating that coverage is primary 24 and non-contributory, showing the policy number, and signed by an authorized 25 representative of the insurance company on Form CG2010 (ISO) or equivalent. , 26 27 Section 1-10.5 (APWA Only) Page 1-130 28 This section is deleted ' 29 30 SECTION 2-03, ROADWAY EXCAVATION AND EMBANKMENT 31 December 2, 2002 ' 32 2-03.3(14)D Compaction and Moisture Control Tests 33 The second paragraph is revised to read: , 34 35 In place density will be determined using Test Methods WSDOT FOP for AASHTO T 36 310 and WSDOT SOP for T 615. 37 38 2-03.5 Payment 39 Under the bid item "Sand Drainage Blanket", per ton the statement "Compaction will be paid 40 for by the item "Embankment Compaction", is deleted. 41 42 Under the bid item "Gravel Borrow Incl. Haul", per ton or per cubic yard, the statement 43 "Compaction will be paid for by the item "Embankment Compaction", is deleted. 44 " 45 The statement "Unless otherwise provided, the work described in Section 2-03.3(14), 46 Embankment Construction, shall be incidential to other pay items involved." is moved above 47 the bid item "Select Borrow Incl. Haul", per ton or per cubic yard. 48 1 SECTION 4-04, BALLAST AND CRUSHED SURFACING 2 April 7, 2003 3 4-04.4 Measurement 4 The third paragraph is revised to read: 5 6 Shoulder ballast will be measured by the ton or by the cubic yard. 7 8 SECTION 5-01, SUBSEALING 9 April 7, 2003 10 This section including the title is revised to read: 11 12 SECTION 5-01, CEMENT CONCRETE PAVEMENT REHABILITATION 13 14 5-01.1 Description 15 This work shall consist of rehabilitating or replacing section(s) of portland cement 16 concrete pavement in accordance with these Specifications and in conformity with the 17 lines, grades, thicknesses, and typical cross-sections shown in the Plans or established 18 by the Engineer. 19 20 5-01.2 Materials 21 Materials shall meet the following requirements as listed: 22 23 Portland Cement 9-01 24 Fine Aggregate 9-03 25 Coarse Aggregate 9-03 26 Combined Aggregate 9-03 27 Joint Filler 9-04.1 28 Joint Sealants 9-04.2 29 Reinforcing Steel 9-07 30 Dowel Bars 9-07.5 31 Tie Bars 9-07.6 32 Concrete Patching Material 9-20 33 Curing Materials and Admixtures 9-23 34 Water 9-25 35 Epoxy Resins (bonding agents) 9-26 36 37 Parting Compound shall be a curing compound, grease or other substance 38 approved by the Engineer. 39 40 Subsealing 41 Pozzolan meeting the requirements of AASHTO M 295 may also be used. 42 43 Standard Mix Design (by volume) for subsealing is as follows: 44 45 1 part Portland cement Type I or II 46 3 parts pozzolan 47 2.25 parts water 48 1 The Contractor shall supply the Engineer with test reports of the slurry to be 2 used on the project. The Contractor shall use the services of a laboratory that 3 has an equipment calibration/ verification system and a technician training and 4 evaluation process per AASHTO R-18 to conduct all tests. The test reports 5 shall show one, three, and seven-day strengths, flow cone times, and time of 6 initial set. The seven-day compressive strength shall not be less than 600 psi 7 as measured using AASHTO T-106. Time of efflux shall range from 9 to 15 8 seconds for the cement concrete pavement slabs and 16 to 25 seconds for the 9 cement concrete bridge approach slabs as per ASTM C939. 10 11 The Engineer shall approve any deviation from the standard mix design. 12 13 Dowel Bar Retrofit 14 Dowel bar expansion caps shall be tight fitting and made of non-metallic 15 material, which will allow for % inch of movement at each end of the bar. 16 17 Chairs for supporting the dowel bar shall be epoxy coated according to 18 Section 9-07.3 or made from non-metallic material. 19 20 The foam insert shall be closed cell foam faced with poster board material or 21 plastic faced material on each side commonly referred to as foam core board 22 by office suppliers. The foam insert shall be capable of remaining in a vertical 23 position and tight to all edges during the placement of the concrete patching 24 material. 25 26 Caulking filler used for sealing the transverse joint at the bottom and sides of 27 the slot shall be a silicone caulk. 28 29 5-01.3 Construction Requirements 30 31 5-01.3(1)A Concrete Mix Design for Concrete Patching Materials 32 1. Materials. The prepackaged concrete patching material shall conform to Section 33 9-20. The aggregate extender shall conform to Section 9-03.1(4)C, AASHTO 34 Grading No. 7. Mitigation for Alkali Silica Reaction (ASR) will not be required for 35 the extender aggregate used for concrete patching material. 36 37 2. Submittals. The Contractor shall provide a mix design to the Engineer for approval 38 of the concrete patching material to be used. The Contractor's submittal shall 39 include the mix proportions of the prepackaged mix, water, and aggregate 40 extender, and the proposed sources for all aggregate. The Contractor shall use O 41 the manufacturer's recommendations to determine the proportions. Mix designs 42 submitted by the Contractor shall include test data confirming that concrete 43 patching material will meet the requirements of section 9-20. The Contractor shall 44 use the services of an accredited laboratory that has an equipment calibration/ ' 45 verification system and a technician training and evaluation process per AASHTO 46 R-18 to conduct all required tests. 47 48 5-01.3(1)B Equipment 49 In addition to Sections 5-05.3(3)A ,5-05.3(3)B, 5-05.3(3)D and 5-05.3(3)E the following 50 shall apply. , 51 1 Mobile volumetric mixers are not allowed. 2 3 Air compressors shall be of sufficient size and capacity to perform the work to the 4 satisfaction of the Engineer. 5 6 The equipment for grinding cement concrete pavement shall use diamond embedded 7 saw blades gang mounted on a self propelled machine that is specifically designed to 8 smooth and texture concrete pavement. The equipment shall not damage the 9 underlying surface, cause fracture, or spalling of any joints. 10 11 All equipment shall be maintained in good condition. 12 13 Subsealing 14 Grout mixers shall consist of a cement injection pump and a high-speed colloidal 15 mixing machine. The colloidal mixing machine shall operate at a minimum speed 16 of 1,200 rpm and shall consist of a rotor operating in close proximity to a stator, 17 creating a high shearing action and subsequent pressure release to make a 18 homogeneous mixture. Water shall be added to the batch through a meter or 19 scale with a totalizer for the day's consumption. 20 21 Wooden cylindrical plugs or other devices approved by the Engineer shall be 22 provided to temporarily plug the application holes until the material has set. The 23 plugs shall be slightly tapered on one end for ease in driving. 24 25 5-01.3(2) Material Acceptance 26 27 5-01.3(2)A Concrete Patching Material 28 The concrete patch material shall be as specified in Section 9-20. 29 30 5-01.3(2)6 Portland Cement Concrete 31 The point of acceptance will be at the discharge of the placement system. 32 33 The concrete producer shall provide a certificate of compliance for each truckload of 34 concrete in accordance with Section 6-02.3(5)B. 35 36 Acceptance testing for compliance of air content and 28 day compressive strength shall 37 be conducted from samples obtained according to FOP for WAQTC TM 2. Air content 38 shall be determined by conducting WAQTC FOP for AASHTO T 152. If the Contractor 39 fails to provide the Aggregate Correction Factor per WAQTC FOP for AASHTO T 152 40 with the mix design, one will not be applied. Compressive Strength shall be determined 41 by WSDOT FOP for AASHTO T 22 and WSDOT FOP for AASHTO T 23. 42 43 Rejection of Concrete 44 Rejection by the Contractor: The Contractor may, prior to sampling, elect to 45 remove any defective material and replace it with new material at no expense to 46 the Contracting Agency. The replacement material will be sampled, tested and 47 evaluated for acceptance. 48 49 Rejection without Testing: The Engineer may reject any load that appears defective 50 prior to placement. Material rejected before placement shall not be incorporated 51 into the pavement. No payment will be made for the rejected materials unless the 1 Contractor requests that the rejected material be tested. If the Contractor elects to M 2 have the rejected materials tested, a sample will be taken and both the air content 3 and strength shall be tested by WSDOT. 4 5 Payment for rejected material will be based on the results of the one sample, which 6 was taken and tested. If the rejected material fails either test, no payment will be 7 made for the rejected material and in addition, the cost of sampling and testing, at 8 the rate of $250.00 per sample shall be borne by the Contractor. If the rejected 9 material passes both tests the mix will be compensated for at actual invoice cost 10 and the cost of the sampling and testing will borne by the Contracting Agency. 11 12 5-01.3(3) Subsealing 13 Subsealing shall not be done when the pavement is wet, or when water is present 14 under the pavement. The maximum surface temperature for testing and subsealing is 15 70°F. 16 17 The Contractor shall test all transverse joints through the areas as shown in the Plans. 18 19 The testing will determine the need for subsealing. Testing will be accomplished by 20 applying a 9,000 lb load on each side of the joint to measure the vertical movement 21 (along the right lane edge or the edge nearest the shoulder). The testing equipment 22 shall be able to record the information to within 0.001 inch. The Contractor shall submit 23 the method of testing, for approval by the Engineer, prior to commencing work. Testing 24 will be required before and after the grouting operation. All testing will be conducted 25 when the concrete pavement surface temperature is 70°F or less, except the Engineer , 26 shall stop testing earlier if there is evidence of slab lockup due to thermal expansion or 27 as required by other traffic control plans. To determine the location of subsealing, both 28 the leave and approach outside corner of the slab will be tested. Any slab exhibiting a 29 deflection greater than 0.025 inch will be subsealed. 30 31 If the slab deflection is greater than 0.025 inch after the initial grouting, a second 32 grouting and third test shall be performed. If the third test fails, the Engineer will make 33 a determination whether to re-grout a third time or to remove the slab. 34 35 During the subsealing operation, a positive means of monitoring lift which is accurate 36 to within 0.001 inch, as approved by the Engineer, shall be used. The upward 37 movement of the pavement shall not be greater than 0.025 inch. The maximum 38 allowable pressure for the subseal operation shall not exceed 100 pounds per square 39 inch, except that a short surge of 300 pounds per square inch will be allowed when 40 starting to pump the hole in order for the grout to penetrate into the void structure. The 41 pressure shall be monitored by an accurate pressure gauge in the grout line that is , 42 protected from the grout slurry. Water displaced from the void structure by grout shall 43 be allowed to flow freely. Excessive loss of the grout through cracks, joints, or from 44 back pressure in the hose or in the shoulder area will not be allowed. 45 46 5-01.3(4) Replace Portland Cement Concrete Panel 47 Curing, cold weather work, concrete pavement construction in adjacent lanes, and 48 protection of pavement shall meet the requirements of Section 5-05.3. 49 50 Concrete slabs to be replaced as shown in the Plans or staked by the Engineer shall be , 51 at least 6.0 feet long and full width of an existing pavement panel. The portion of the 52 panel to remain in place shall have a minimum dimension of 6 feet in length and full 1 panel width; otherwise the entire panel shall be removed and replaced. There shall be 2 no new joints closer than 3.0 feet to an existing transverse joint or crack. Vertical saw 3 cutting full pavement depth is required along all longitudinal joints and at transverse 4 locations. Removal of existing cement concrete pavement shall not cause damage to 5 adjacent slabs that are to remain in place. The Contractor, at no cost to the 6 Contracting Agency, shall repair any damage caused by the Contractor's operation. In 7 areas that will be ground, slab replacements shall be performed prior to pavement 8 grinding. 9 10 When new concrete pavement is to be placed against existing cement concrete 11 pavement, epoxy coated tie bars and epoxy coated dowel bars shall be drilled and 12 grouted into the existing pavement with epoxy resin, type I or IV as specified in Section 13 9-26. Tie bars are not required for panel replacements less than a full panel. 14 15 Dowel bars shall be placed at the mid depth of the concrete slab, centered over the 16 transverse joint, and parallel to the centerline and to the roadway surface. 17 18 Placement tolerances for dowel bars 19 1. ± 1 inch of the middle of the concrete slab depth. 20 2. ± 1 inch of being centered over the transverse joint. 21 3. ± '/2 inch from parallel to the centerline. 22 4. ± '/2 inch from parallel to the roadway surface. 23 24 Dowel bars may be adjusted to avoid contact with existing dowel bars in the transverse 25 joint at approach slabs or existing panels without exceeding specified tolerances. 26 27 Tie bars shall be placed at the mid depth of the concrete slab, centered over the joint, 28 perpendicular to centerline, and parallel to the roadway surface. 29 30 Placement tolerances for tie bars 31 1. ±1 inch of the middle of the concrete slab depth. 32 2. ±1 inch of being centered over the joint. 33 3. ±1 inch from perpendicular to the centerline. 34 4. ±1 inch from parallel to the roadway surface. 35 36 The horizontal position of tie bars may be adjusted to avoid contact with existing tie 37 bars in the longitudinal joint where panel replacement takes place. 38 39 Dowel bars and tie bars shall be placed according to the Standard Plan when multiple 40 panels are placed. 41 42 Panels shall be poured separately from the bridge approach slab. 43 44 Dowel bars to be drilled into existing concrete or at a new transverse contraction joint 45 shall have a parting compound, such as curing compound, grease, or other Engineer 46 approved equal, applied to them prior to placement. 47 48 The tie bar and dowel bar holes shall be blown clean with compressed air before 49 grouting. The bar shall be centered in the hole for the full length of embedment before 50 grouting. The grout shall then be pumped into the hole around the bar in a manner that 51 the back of the hole will be filled first. Blocking or shimming shall not impede the flow of 52 the grout into the hole. Dams, if needed, shall be placed at the front of the holes to I 1 confine the grout. The dams shall permit the escape of air without leaking grout and 2 shall not be removed until grout has cured in the hole. 3 4 The Contractor shall smooth the surfacing below the removed panel and compact it to 5 the satisfaction of the Engineer. Crushed surfacing base course, or asphalt concrete 6 pavement may be needed to bring the surfacing to grade prior to placing the new 7 concrete. If the material under the removed panel is uncompactable and the Engineer 8 requires it, the Contractor shall excavate the subgrade two feet, place a soil stabilization 9 construction geotextile meeting the requirements of Section 9-33, and backfill with 10 crushed surfacing base course. 11 12 Side forms shall meet the requirements of Section 5-05.3(7)6 whenever a sawed full 13 depth vertical face cannot be maintained. 14 15 The Contractor shall place polyethylene film in accordance with AASHTO M 171 along ' 16 all existing concrete surfaces and between the bottom of the slab and treated bases 17 prior to placing concrete. 18 19 Grade control shall be the responsibility of the Contractor. ' 20 21 All panels shall be struck off level with the adjacent panels and floated to a smooth 22 surface. ' 23 24 Final finish texturing shall meet the requirements of section 5-05.3(11). 25 26 In areas where the Plans do not require grinding, the surface smoothness will be 27 measured with a 10-foot straightedge by the Engineer in accordance with Sections 5- 28 05.3(12). If the replacement panel is located in an area that will be ground as part of 29 portland cement concrete pavement grinding in accordance with Section 5-01.3(9), the 30 surface smoothness shall be measured, by the Contractor, in conjunction with the 31 smoothness measurement done in accordance with Section 5-01.3(10). 32 33 All transverse and longitudinal joints shall be sawed and sealed in accordance with 34 Section 5-05.3(8). The Contractor may use a hand pushed single blade saw for sawing 35 joints. 36 37 Portland cement concrete shall meet the criteria of Sections 5-05.3(1), 5-05.3(2) and 5- 38 05.3(5)A. Where accelerated pavement construction is required the Contractor may 39 use concrete patching materials for panel replacement as specified in Section 9-20. 40 41 Opening to traffic shall meet the requirements of Section 5-05.3(17). 42 43 5-01.3(5) Partial Depth Spall Repair 44 Removal of the existing pavement shall not damage any pavement to be left in place. , 45 Any existing pavement that is to remain that has been damaged shall be repaired at the 46 Contractor's expense. If jackhammers are used for removing pavement, they shall not 47 weigh more than 30 pounds, and chipping hammers shall not weigh more than 15 48 pounds. All power driven hand tools used for the removal of pavement shall be 49 operated at angles less than 45 degrees as measured from the surface of the 50 pavement to the tool. The patch limits shall extend beyond the spalled area a minimum ' 51 of 3.0 inches. Repair areas shall be kept square or rectangular. Repair areas that are 52 within 12.0 inches of another repair area shall be combined. 1 2 A vertical saw cut shall be made to a minimum depth of 3.0 inches around the area to 3 be patched as marked by the Engineer. The Contractor shall remove material within 4 the perimeter of the saw cut to a depth of 3.0 inches, or to sound concrete as 5 determined by the Engineer. Repair depths that exceed one third of the total slab shall 6 require full depth repair. 7 8 The surface patch area shall be sand blasted and all loose material removed. All 9 sandblasting residue shall be removed using dry oil-free air. 10 11 Spall repair shall not be done in areas where dowel bars or heavy reinforcing steel are 12 encountered. 13 14 When a partial depth repair is placed directly against an adjacent longitudinal joint, 15 polyethylene film shall be placed between the existing concrete and the area to be 16 patched. 17 18 Patches that abut working transverse joints or cracks require placement of a 19 compressible insert. The new joint or crack shall be formed to the same width as the 20 existing joint or crack. The compressible joint material shall be placed into the existing 21 joint 1.0 inch below the depth of repair. The compressible insert shall extend at least 22 3.0 inches beyond each end of the patch boundaries. 23 24 Patches that abut the lane/shoulder joint require placement of a formed edge, along the 25 slab edge, even with the surface. 26 27 The patching material shall be mixed, placed, consolidated, finished and cured 28 according to manufacturer's recommendations. Slab/patch interfaces that will not 29 receive pavement grinding shall be sealed (painted) with a 1:1 cement-water grout 30 along the patch perimeter. 31 32 The Contractor shall reseal all joints in accordance with Section 5-05.3(8)B. 33 34 Opening to traffic shall meet the requirements of Section 5-05.3(17). 35 36 5-01.3(6) Dowel Bar Retrofit 37 Dowel bars shall be installed in the existing concrete pavement joints and transverse 38 cracks where shown in the Plans or as marked by the Engineer. 39 40 Saw cut slots will be required in the pavement to place the center of the dowel at mid- 41 depth in the concrete slab. The completed slot shall provide a level, secure surface for 42 the feet of the dowel bar chairs. Slots that intersect longitudinal or random cracks shall 43 not be retrofitted. When gang saws are used, slots that are not used shall be cleaned 44 and sealed with an epoxy resin, type I or IV. The epoxy resin shall conform to the 45 requirements of Section 9-26. The transverse joint between Portland Cement Concrete 46 Pavement and a Bridge approach slab shall not be retrofitted. 47 48 Saw cut slots shall be prepared such that dowel bars can be placed at the mid depth of 49 the concrete slab, centered over the transverse joint, and parallel to the centerline and 50 to the roadway surface. 51 i 1 Placement tolerances for dowel bars 2 1. ± 1 inch of the middle of the concrete slab depth. 3 2. ± 1 inch of being centered over the transverse joint. 4 3. ± '/ inch from parallel to the centerline. 5 4. ± '/2 inch from parallel to the roadway surface. 6 '7 If jackhammers are used to break loose the concrete they shall weigh less than 30 8 pounds. 9 10 All exposed surfaces and cracks in the slot shall be sand blasted and cleaned to bare 11 concrete to remove slurry, parting compound, or other foreign materials prior to 12 installation of the dowel. Traffic shall not be allowed on slots where concrete has been 13 removed. 14 15 Prior to placement, the dowel bars shall be lightly coated with a parting compound and 16 placed on a chair that will provide a minimum of '/z inch clearance between the bottom 17 of the dowel and the bottom of the slot. 18 19 The chair design shall hold the dowel bar tightly in place during placement of the 20 concrete patching material. Immediately prior to placement of the dowel bar and 21 concrete patching material, the Contractor shall caulk the transverse joint or crack at 22 the bottom and sides of the slot as shown in the Plans. The caulking filler shall not be 23 placed any farther than 1/2 inch outside either side of the joint or crack. The transverse 24 joint or crack shall be caulked sufficiently to satisfy the above requirements and to 25 prevent any of the patching material from entering the joint/crack at the bottom or sides , 26 of the slot. 27 28 A 3/8-inch thick foam insert shall be placed at the middle of the dowel to maintain the 29 transverse joint. The foam insert shall fit tightly around the dowel and to the bottom and 30 edges of the slot and be a minimum of 11/2 inch below the existing concrete surface. 31 The foam insert shall be capable of remaining in a vertical position and held tightly to all 32 edges during placement of the patch. If for any reason the foam insert shifts during 33 placement of the patch the work shall be rejected and redone at the Contractor's 34 expense. 35 ' 36 Patching material shall be consolidated by using a 1.0-inch or less diameter vibrator as 37 approved by the Engineer. The Contractor shall not overwork the patching material 38 during the patch consolidation process. 39 40 The patching material on the surface of the dowel bar slots shall not be overworked, 41 causing segregation and leaving the fine material on the surface. The patching ' 42 material shall be left 1/8 inch to 1/4 inch high and not finished flush with the existing 43 concrete surface. 44 ,45 The joint shall be maintained by saw cutting the surface with a hand pushed single 46 blade saw. The cut width shall be 3/16 to 5/16 inch and the depth 11/2 inches. The cut 47 length shall be 21/2 feet long centered over the three retrofit epoxy-coated dowel bars 48 and shall be sawed within 24 hours after placement of the concrete patching material. 49 50 5-01.3(7) Sealing Existing Concrete Random Cracks 51 The Contractor shall route, clean and seal existing concrete random cracks where 52 indicated by the Engineer. Cracks smaller than 5/16 inch in width shall be routed to 1 5/16 inch wide by 1 inch deep prior to placing the sealant. Cracks over 5/16 inch in 2 width shall be cleaned and sealed. 3 4 All incompressible material shall be completely removed from the existing random crack 5 to a depth of 3/4 inch. Immediately prior to sealing, the cracks shall be blown clean 6 with dry, oil free compressed air. 7 8 The top surface of the sealant shall be at least 1/4 inch below the surface of the 9 pavement. 10 11 5-01.3(8) Sealing Existing Transverse and Longitudinal Joints 12 The Contractor shall clean and seal existing transverse and longitudinal joints where 13 shown in the Plans or as marked by the Engineer. 14 15 Old sealant and incompressible material shall be completely removed from the joint to 16 the depth of the new reservoir with a diamond blade saw. The removed sealant shall 17 become the property of the Contractor and be removed from the jobsite. 18 19 Removal of the old sealant for the entire depth of the joint is not required if the depth of 20 the new reservoir is less that the depth of the existing joint. 21 22 Joints constructed with joint tape do not require cleaning and sealing. 23 24 Immediately prior to sealing, the cracks shall be blown clean with dry oil-free 25 compressed air. The joints shall be completely dry before the sealing installation may 26 begin. Immediately following the air blowing, the sealant material shall be installed in 27 conformance to manufacturer's recommendations and in accordance with Section 5- 28 05.3(8)6. 29 30 The top surface of the sealant shall be at least '/4 inch below the surface of the 31 pavement. 32 33 5-01.3(9) Portland Cement Concrete Pavement Grinding 34 Pavement grinding shall begin within 10 working days of placing dowel bar retrofit 35 patching materials. Once the grinding operation has started it shall be continuous until 36 completed. The right travel lane in the direction of traffic shall be ground first. 37 38 The pavement shall be ground in a longitudinal direction beginning and ending at lines 39 normal to the pavement centerline. The minimum overlap between longitudinal passes 40 shall be 2.0 inches. 95% of the surface area of the pavement to be ground shall have a 41 minimum of 1/8 inch removed by grinding. 42 43 Removal of the grinding residue from the roadway shall occur immediately after 44 grinding and shall be accomplished on a continual basis. Slurry shall not be allowed to 45 drain across open traffic lanes and shoulders. Slurry shall not be allowed to drain into 46 any waterway, placed on the roadway slope within 200 feet of any waterway, or other 47 areas as designated by the Engineer. Prior to commencing the grinding operation, the 48 Contractor shall submit to the Engineer for approval a plan to prevent contaminants, 49 such as grinding slurry or concrete debris, from entering ditches, culverts, or other 50 waterways, including wetlands or aquifers. 51 1 Prior to opening to traffic, the Contractor shall remove any grindings and dust from the ' 2 ground pavement by washing and/or brooming to the satisfaction of the Engineer. 3 '4 Concrete slurry shall be collected from the roadway and disposed of by the Contractor 5 off the project site. The Contractor shall provide a copy of the permit for an approved 6 waste site for the disposal of the slurry prior to the start of the grinding. ' 7 8 Bridge decks, bridge approach slabs and bridge overlay insets shall not be ground. 9 The ground pavement shall be feathered to match the elevation of the above features. 10 11 5-01.3(9)A Surface Finish 12 The final surface texture shall be uniform in appearance with longitudinal corduroy type ' 13 texture. The grooves shall be between 3/32 and 5/32 inches wide, and no deeper than 14 1/16 inch. The land area between the grooves shall be between 1/16 and 1/8 inches 15 wide. ' 16 17 5-01.3(10) Pavement Smoothness 18 Section 5-05.3(12) is supplemented with the following: 19 20 Where the pavement is ground, calculation of the profile index shall exclude dips 21 and depressions in the existing roadway. The profilograph generated reports shall 22 be provided to the Engineer prior to payment. 23 24 5-01.4 Measurement 25 Testing cement concrete pavement slabs for subsealing will be measured per each 26 transverse joint, for each traffic lane tested. Measurement of this item will be made 27 only once and will not be measured again after necessary retesting. 28 29 Pavement subseal will be measured by the cubic foot of dry materials. 30 31 Retrofit dowel bars will be measured per each for the actual number of bars used in the 32 completed work. 33 34 Cement concrete pavement grinding will be measured by the square yard, based on the 35 actual width and length of area ground. Extra passes to meet the specifications or 36 overlaps will not be measured. 37 38 5-01.5 Payment 39 Payment will be made in accordance with Section 1-04.1, for each of the following bid 40 items that are included in the proposal: 41 42 "Testing Cement Concrete Pavement Slabs For Subsealing", per each. 43 The unit contract price per each, when multiplied by the number of units measured, 44 shall be full payment for all costs to complete the testing of all joints located in the , 45 areas shown in the Plans. The costs of any retesting required by the specifications 46 shall also be included. 47 48 "Drill Hole for Subsealing", per each. 49 "Pavement Subseal", per cubic foot. 50 "Replace Cement Concrete Panel", per square yard. 1 The unit contract price per square yard shall be full payment for all costs to 2 complete the work as specified, including saw cutting full depth, removal and 3 disposal of the existing panels off of the State's right-of-way, preparing the 4 surfacing below the new panel, provide, place and compact the crushed surfacing 5 or asphalt concrete pavement, excavation, construction geotextile, placement and 6 compaction of crushed surfacing base course, furnishing and placing polyethylene 7 film, furnishing and placing the portland cement concrete, drilling the holes, 8 providing, and anchoring the dowel bars and tie bars, and for all incidentals 9 required to complete the work as specified. 10 11 "Retrofit Dowel Bars", per each. 12 The unit contract price per each shall be full payment for all costs to complete the 13 work as specified, including furnishing and installing parting compound, dowel bar 14 expansion caps, caulking filler, foam core insert material, cement patch where 15 pavement is removed for dowel bar retrofit and for all incidentals required to 16 complete the work as specified. 17 18 "Partial Depth Spall Repair", by force account as provided in Section 1-09.6. 19 To provide a common proposal for all bidders, the Contracting Agency has entered 20 an amount in the proposal to become a part of the total bid by the Contractor. 21 22 "Sealing Existing Concrete Random Crack", per linear foot. 23 The unit contract price per linear foot for "Sealing Existing Concrete Random 24 Crack" shall be full payment for all costs to complete the work as specified, 25 including removing incompressible material, preparing and sealing existing random 26 cracks where existing random cracks are cleaned and for all incidentals required to 27 complete the work as specified. 28 29 "Sealing Transverse and Longitudinal Joints", per linear foot. 30 The unit contract price per linear foot for "Sealing Transverse and Longitudinal 31 Joints", shall be full payment for all costs to complete the work as specified, 32 including removing incompressible material, preparing and sealing existing random 33 cracks where existing random cracks are cleaned and for all incidentals required to 34 complete the work as specified. 35 36 "Cement Concrete Pavement Grinding", per square yard. 37 The unit contract price per square yard for "Cement Concrete Pavement Grinding", 38 when multiplied by the number of units measured, shall be full payment for all costs 39 to complete the work as specified. The costs of any additional pavement grinding, 40 profiling, removal and disposing of slurry required to complete the work as 41 specified is also included in this payment. 42 43 SECTION 5-04, ASPHALT CONCRETE PAVEMENT 44 December 2, 2002 45 5-04.2 Materials 46 The reference to "Recycling Agent 9-02.1(5)" is deleted. 47 48 5-04.3(5)C Crack Sealing 49 Under item 1 "Sand Slurry", the first sentence is revised to read: 50 1 The sand slurry shall consist of approximately 20 percent CSS-1 emulsified asphalt, 2 approximately 2 percent portland cement, water (if required), and the remainder clean 3 U.S. No. 4-0 paving sand. 4 5 5-04.3(8)A Acceptance Sampling and Testing 6 Under"D", the reference to "AASHTO T 30" is revised to AASHTO T 27/11. 7 8 5-04.3(19) Sealing of Driving Surfaces 9 This section including title is revised to read: 10 11 5-04.3(19) Sealing of Pavement Surfaces 12 Where shown in the Plans, the Contractor shall apply a fog seal. Before application of 13 the fog seal all surfaces shall be thoroughly cleaned of dust, soil, pavement grindings, 14 and other foreign matter. The fog seal shall be CSS-1 or CSS-1 h uniformly applied to 15 the pavement free of streaks and bare spots at the rate 0.03 to 0.05 residual gallons 16 per square yard. The emulsified asphalt shall be diluted at a rate of one part water to 17 one part emulsified asphalt unless otherwise directed by the Engineer. The emulsified 18 asphalt shall be applied within the temperature range specified in Section 5-02.3(3). 19 20 5-04.3(21) Paving Asphalt Revision 21 The third sentence in the first paragraph is revised to read: 22 23 A new contract item, Paving Asphalt Revision, will be established for material varying 24 from the asphalt content shown in the Special Provisions by more than plus or minus 25 0.3 percent. 26 27 5-04.4 Measurement 28 The following paragraph is added after the third paragraph: 29 30 Asphalt for fog seal will be measured by the ton, before dilution, in accordance with 31 Section 1-09. 32 33 The fourth paragraph is deleted. 34 35 5-04.5 Payment 36 The following paragraph is added after the sixth paragraph: 37 38 "Asphalt for Fog Seal", per ton. 39 The unit contract price per ton for "Asphalt for Fog Seal" shall be full pay for all costs of 40 material, labor„ tools, and equipment necessary for the application of the fog seal as 41 specified. 42 43 The following is inserted after the tenth paragraph: 44 45 All costs for asphalt for tack coat shall be included in the unit contract price per ton of 46 the asphalt concrete pavement. 47 1 SECTION 5-05, CEMENT CONCRETE PAVEMENT 2 April 7, 2003 3 5-05.3(1) Concrete Mix Design for Paving 4 Number 2 in this section is revised to read: 5 6 2. Submittals. The Contractor's submittal shall include the mix proportions per cubic 7 yard and the proposed sources for all ingredients including the power plant that 8 generated the fly ash. The mix shall be capable of providing a minimum flexural 9 strength of 650 psi at 14 days. Evaluation of strength shall be based on statistically 10 analyzed results of 5 beam specimens made according to WSDOT T 808 and 11 tested according to WSDOT T 802 that demonstrate a quality level of not less than 12 80 percent analyzed in accordance with Section 1-06.2(2)D. In addition the 13 Contractor shall fabricate, cure, and test 5 sets of cylinders, for evaluation of both 14 14 and 28 day strengths, according to WSDOT FOP's for AASHTO T 22 and 15 AASHTO T 23 using the same mix design as used in fabrication of the beams. 16 Compressive strength data (for both 14 and 28 day strength) shall be submitted to 17 the engineer for use in determination of a conversion factor of flexural strength to 18 compressive strength, which will be used by the Engineer for strength acceptance 19 testing. 20 21 Mix designs submitted by the Contractor shall provide a unique identification for 22 each proposal and shall include test data confirming that concrete made in 23 accordance with the proposed design will meet the requirements of these 24 Specifications. Test data shall be from an independent testing lab or from a 25 commercial concrete producer's lab. If the test data is developed at a producer's 26 lab, the Engineer or a representative may witness all testing. 27 28 The second paragraph under number 3 in this section is supplemented with the following: 29 30 Only non-chloride accelerating admixtures that meet the requirements of Section 9-23.6 31 Admixture for Concrete, shall be used. 32 33 5-05.3(4)A Acceptance of Portland Cement Concrete Pavement 34 In the third sentence of the tenth paragraph, the reference to "1000 psi" is revised to "1200 35 psi": 36 37 5-05.3(10) Tie Bars and Dowel Bars 38 In the seventh paragraph, the first sentence is deleted and replaced by the following: 39 40 When new cement concrete pavement is to be placed against existing cement concrete 41 pavement, epoxy-coated tie bars shall be drilled and set into the existing pavement with 42 an epoxy bonding agent in accordance with the Standard Plan and specified tolerances 43 for placement of the tie bars. The epoxy bonding agent shall meet the requirements of 44 Section 9-26.1 for Type I epoxy. 45 46 5-05.3(18) Cement Concrete Approach 47 This section including title is revised to read: 48 49 5-05.3(18) Vacant 50 1 5-05.3(19) Reinforced Concrete Bridge Approach Slabs 2 The fifth paragraph is revised to read: 3 4 Reinforced concrete bridge approach slab anchors shall be installed as detailed in the 5 Plans. The anchor rods, couplers, and nuts shall conform to Section 9-06.5(1). The 6 steel plates shall conform to ASTM A 36. All metal parts shall receive one coat of 7 formula A-11-99 paint. The pipe shall be any non-perforated PE or PVC pipe of the 8 diameter specified in the Plans. Polystyrene shall conform to Section 9-04.6. The 9 anchors shall be installed parallel both to profile grade and center line of roadway. The 10 Contractor shall secure the anchors to ensure that they will not be misaligned during 11 concrete placement. For Method B anchor installations, the epoxy resin used to install 12 the anchors shall conform to Section 9-26.1. 13 14 5-05.3(22) Repair of Defective Pavement Slabs 15 In the third paragraph, the eighth and ninth sentences are deleted and replaced by the 16 following: 17 18 Where required, an epoxy bonding agent shall be applied to the dry, cleaned surface of 19 the cavity in a thin even coat, using a stiff-bristle brush. Placement of Portland cement 20 concrete or epoxy concrete or mortar shall immediately follow the application of the 21 epoxy bonding agent. The epoxy bonding agent shall meet the requirements of Section 22 9-26.1(1) for Type 11 epoxy (Portland cement concrete placement) or Type III epoxy 23 (epoxy concrete or mortar placement). Epoxy concrete or mortar shall meet the 24 requirements of Section 9-26.3(1)A. Low areas which grinding cannot feasibly remedy, 25 shall be sandblasted, filled with epoxy bonded mortar, and textured by grinding. The 26 epoxy bonding agent shall meet the requirements of Section 9-26.1(1)B for Type II 27 epoxy. 28 29 5-05.4 Measurement 30 The statement "Cement concrete approach will be measured by the square yard" is deleted. 31 32 5-05.5 Payment 33 The bid item "Cement Conc. Approach _ Day, per square yard" is deleted. 34 35 SECTION 6-02, CONCRETE STRUCTURES 36 April 7, 2003 37 6-02.3(2)A Contractor Mix Design 38 The last sentence of the first paragraph is revised to read: 39 40 All other concrete mix designs except those for lean concrete and commercial concrete 41 shall have a minimum cementitious material content of 564 pounds per cubic yard of 42 concrete. 43 44 6-02.3(2)B Commercial Concrete 45 This section is revised to read as follows: 46 47 Commercial concrete shall have a minimum compressive strength at 28 days of 3000 48 psi in accordance with AASHTO T 22. Commercial concrete placed above the finished 49 ground line shall be air entrained and have an air content from 4.5 percent to 7.5 - 1 percent per AASHTO T 152. Commercial concrete does not require plant approval, mix 2 design, or source approvals for cement, aggregate, and other admixtures. 3 4 Where concrete Class 3000 is specified for nonstructural items such as, culvert 5 headwalls, plugging culverts, concrete pipe collars, pipe anchors, monument cases, 6 luminaire bases, pedestals, cabinet bases, guardrail anchors, sign post foundations, 7 fence post footings, sidewalks, curbs, and gutters, the Contractor may use commercial 8 concrete. If commercial concrete is used for sidewalks, curbs, and gutters, it shall have 9 a minimum cementitious material content of 564 pounds per cubic yard of concrete and 10 shall be air entrained. Commercial concrete shall not be used for structural items such 11 as, bridges, retaining walls, box culverts, or foundations for high mast luminaires, mast 12 arm traffic signals, cantilever signs, and sign bridges. The Engineer may approve other 13 nonstructural items not listed for use as commercial concrete. 14 15 6-02.3(4)A Qualification of Concrete Suppliers 16 In the seventh paragraph the reference to 70 revolutions" is revised to "30 revolutions". 17 18 6-02.3(4)C Consistency 19 The first paragraph is supplemented with the following: 20 21 4. 9 inches for shafts when using Class 4000P, provided the water cement ratio does 22 not exceed 0.44 and a water reducer is used meeting the requirements of 9-23.6. 23 24 5. 5.5 inches for all concrete placed in curbs, gutters, and sidewalks. 25 26 The second paragraph is revised to read: 27 28 When a high range water reducer is used, the maximum slump listed in 1, 2, 3, and 5 29 above, may be increased an additional 2 inches. 30 31 6-02.3(5)A General 32 In the fourth paragraph, in 2., revise "proceeding" to "preceding". 33 34 6-02.3(6)A Weather and Temperature Limits to Protect Concrete 35 The section "Cold Weather Protection" is revised to read: 36 37 The Contractor shall provide a written procedure for cold weather concreting to the 38 Engineer for review and approval. The procedure shall detail how the Contractor will 39 prevent the concrete temperature from falling below 50° F. Permission given by the 40 Engineer to place concrete during cold weather will in no way ensure acceptance of the 41 work by the Contracting Agency. Should the concrete placed under such conditions 42 prove unsatisfactory in any way, the Engineer shall still have the right to reject the work 43 although the plan and the work were carried out with his permission. 44 45 The Contractor shall provide and maintain a recording thermometer on the concrete 46 surface at a location specified by the Engineer. During freezing or near-freezing 47 weather, data from this thermometer shall be readily available to the Engineer. 48 49 The Contractor shall not mix nor place concrete while the air temperature is below 50 35° F, unless the water or aggregates (or both) are heated to at least 70° F. The 51 aggregate shall not exceed 150° F. If the water is heated to more than 150° F, it shall 1 be mixed with the aggregates before the cement is added. Any equipment and methods 2 shall heat the materials evenly. 3 4 The Contractor may warm stockpiled aggregates with dry heat or steam, but not by 5 applying flame directly or under sheet metal. If the aggregates are in bins, steam or 6 water coils or other heating methods may be used if aggregate quality is not affected. 7 Live steam heating is not permitted on or through aggregates in bins. If using dry heat, 8 the Contractor shall increase mixing time enough to permit the super-dry aggregates to 9 absorb moisture. 10 11 Any concrete placed in air temperatures below 35° F shall be immediately enclosed. Air 12 temperature within the enclosure shall be maintained such that the concrete surface 13 temperature stays between 50° F and 90° F, and the relative humidity shall be above 14 80 percent. These conditions shall be maintained for a minimum of seven days or for 15 the cure period required by Section 6-02.3(11), whichever is longer. If artificial heat is 16 used to maintain the temperature inside the enclosure, moisture shall be added to the 17 enclosure to maintain the humidity as stated above. The Contractor shall stop adding 18 moisture 24 hours before removing the heat. Extra protection shall be provided for 19 areas especially vulnerable to freezing (such as exposed top surfaces, corners and 20 edges, thin sections, and concrete placed into steel forms). 21 22 If weather forecasts predict air temperatures below 35° F during the seven days just 23 after the concrete placement, the Contractor may place the concrete only if his 24 approved cold weather concreting plan is implemented. 25 26 In addition, if air temperatures fall below 35°F within 7 days after placement of concrete, 27 the Contractor shall implement his approved cold weather concreting plan. 28 29 6-02.3(14)6 Class 2 Surface Finish 30 The first sentence of the first paragraph is revised to read: 31 32 The Contractor shall apply a Class 2 finish to all above-ground surfaces not receiving a 33 Class 1 finish as specified above unless otherwise indicated in the Contract. 34 35 6-02.3(17)D Falsework Support Systems: Piling, Temporary Concrete 36 Footings, Timber Mudsills, Manufactured Shoring Towers, Caps, and Posts 37 Under Temporary Concrete Footings and Timber Mudsills, Number 1, Granular Soil, 38 the first sentence is revised to read: 39 40 The Contractor shall conduct on-site tests according to AASHTO T 235. 41 42 6-02.3(17)J Face Lumber, Studs, Wales, and Metal Forms 43 On page 6-60, the paragraph beginning with "All corners shall be beveled... etc." is revised 44 to read: 45 46 All corners shall be beveled 3/4 inch. However, footings, footing pedestals, and seals 47 need not be beveled unless required in the Plans. 48 yr 49 6-02.3(24)C Placing and Fastening 50 In the second paragraph, the following is inserted after the third sentence: 51 1 All epoxy-coated bars in the top mat of the roadway slab shall be tied at all 2 intersections. Other epoxy-coated bars shall also be tied at all intersections, but shall 3 be tied at alternate intersections when spacing is less than 1 foot in each direction. 4 5 6-02.3(24)H Epoxy-Coated Steel Reinforcing Bar 6 In the fifth paragraph, the second and third sentences are deleted and replaced by the 7 following: 8 9 All bars shall be placed and fastened as specified in Section 6-02.3(24)C. 10 11 6-02.3(25)E Contractors Control Strength 12 In the tenth paragraph, the first sentence is deleted and replaced by the following: 13 14 The Contractor shall coat cored holes with an epoxy bonding agent and patch the holes 15 using the same type concrete as that in the girder, or a mix approved during the annual 16 plant review and approval. The epoxy bonding agent shall meet the requirements of 17 Section 9-26.1 for Type II, Grade 2 epoxy. 18 19 6-02.3(26)E Ducts 20 The first paragraph under "Ducts for External Exposed Installation" is revised to read: 21 22 Duct shall be high-density polyethylene (HDPE) conforming to ASTM D 3350. The cell 23 classification for each property listed in Table 1 shall be as follows: 24 25 Property Cell Classification 26 1 3 or 4 27 2 2, 3, or 4 28 3 4 or 5 29 4 4 or 5 30 5 2 or 3 31 6 2, 3, or 4 32 33 The color code shall be C. 34 35 6-02.3(26)H Grouting 36 The sixth paragraph is revised to read: 37 38 The Contractor shall proportion the mix to produce a grout with a flow of 11 to 20 39 seconds as determined by ASTM C 939, Flow of Grout for Preplaced Aggregate 40 Concrete (Flow Cone Method). The grout ejected from the end vent shall have a 41 minimum flow of 11 seconds. 42 43 6-02.3(28) Precast Concrete Panels 44 This section is revised to read: 45 46 The Contractor shall perform quality control inspection. The manufacturing plant for 47 precast concrete units shall be certified by the Precast/Prestressed Concrete Institute's 48 Plant Certification Program for the type of precast member to be produced, or the 49 National Precast Concrete Association's Plant Certification Program or be an 50 International Congress Building Officals Evaluation Services recognized fabricator of 51 structural precast concrete products, and shall be approved by WSDOT as a Certified 1 Precast Concrete Fabricator prior to the start of production. WSDOT Certification will be 2 granted at, and renewed during, the annual precast plant review and approval process. 3 Products that shall conform to this requirement include noise barrier panels, wall 4 panels, floor and roof panels, marine pier deck panels, retaining walls, pier caps, and 5 bridge deck panels. Precast concrete units that are prestressed shall meet all the 6 requirements of Section 6-02.3(25). 7 8 The Contracting Agency intends to perform Quality Assurance Inspection. By its 9 inspection, the Contracting Agency intends only to facilitate the work and verify the 10 quality of that work. This inspection shall not relieve the Contractor of any responsibility 11 for identifying and replacing defective material and workmanship. 12 13 Prior to the start of production of the precast concrete units, the Contractor shall advise 14 the Engineer of the production schedule. The Contractor shall give the Inspector safe 15 and free access to the work. If the Inspector observes any nonspecification work or 16 unacceptable quality control practices, the Inspector will advise the plant manager. If 17 the corrective action is not acceptable to the Engineer, the unit(s) will be rejected. 18 19 6-02.3(28)B Casting 20 The following new paragraph is inserted after the first paragraph: 21 22 Concrete shall meet the requirements of Section 6-02.3(25)B for annual pre-approval of 23 the concrete mix design, and slump. 24 25 6-02.3(28)H Shipping 26 This section is revised to read: 27 28 Precast units shall not be shipped until the concrete has reached the specified design 29 strength, and the Engineer has reviewed the fabrication documentation for contract 30 compliance and stamped the precast concrete units " Approved for Shipment.". The 31 units shall be supported in such a manner that they will not be damaged by anticipated 32 impact on their dead load. Sufficient padding material shall be provided between tie 33 chains and cables to prevent chipping or spalling of the concrete. 34 35 SECTION 6-03, STEEL STRUCTURES 36 April 7, 2003 37 6-03.3(21)C Web Splices and Fillers 38 The second sentence is revised to read: 39 40 In lieu of the steel material specified in the Plans or Special Provisions, the Contractor 41 may substitute either ASTM A 1008 or ASTM A 1011 steel for all filler plates less than 42 1/4 inch thickness, provided that the grade of filler plate steel meets or exceeds that of 43 the splice plates. 44 45 6-03.3(25) Welding and Repair Welding 46 The first paragraph is revised to read: 47 48 Welding and repair welding of all steel bridges shall comply with the AASHTO/AWS 49 D1.5M/D1.5:2002 Bridge Welding Code. Welding and repair welding for all other steel 50 fabrication shall comply with the AWS D1.1/D1.1M, latest edition, Structural Welding 1 Code. The requirements described in the remainder of this section shall prevail 2 whenever they differ from either of the above welding codes. 3 4 6-03.3(25)A Welding Inspection 5 The first paragraph is revised to read: 6 7 The Contractor's inspection procedures, techniques, methods, acceptance criteria, and 8 inspector qualifications for welding of steel bridges shall be in accordance with the 9 AASHTO/AWS D1.5M/D1.5:2002 Bridge Welding Code. The Contractor's inspection 10 procedures, techniques, methods, acceptance criteria, and inspector qualifications for 11 welding of steel structures other than steel bridges shall be in accordance with AWS 12 D1.1/D1.1M, latest edition, Structural Welding Code. The requirements described in the 13 remainder of this section shall prevail whenever they differ from either of the above 14 welding codes. 15 16 Under "Radiographic Inspection", the last sentence is revised to read: 17 18 In addition, edge blocks conforming to the requirements of AASHTO/AWS 19 D1.5M/D1.5:2002 Bridge Welding Code Section 6.10.14 shall be used for radiographic 20 inspection. 21 22 Under"Ultrasonic Inspection", the last sentence is revises to read: 23 24 The testing procedure and acceptance criteria for tubular members shall conform to the 25 requirements of the AWS D1.1/D1.1 M latest edition, Structural Welding Code. 26 27 SECTION 6-05, PILING 28 December 2, 2002 29 6-05.3(9)A Pile Driving Equipment Approval 30 The fourth sentence in the second paragraph is revised to read: 31 32 The wave equation analysis shall verify that the pile driving system proposed does not 33 produce stresses greater than 50,000 psi or 90 percent of the yield stress whichever is 34 less, for steel piles, or steel casings for cast-in-place concrete piles. 35 36 6-05.5 Payment 37 This section is revised to read: 38 39 Payment will be made in accordance with Section 1-04.1, for each of the following bid 40 items that are included in the proposal: 41 42 "Furnishing and Driving (type) Test Pile", per each. 43 The unit contract price per each for "Furnishing and Driving (type) Test Pile" shall 44 be full pay for furnishing and driving test piles to the ultimate bearing capacity or 45 penetration required by the Engineer, furnishing and installing a pile tip when pile 46 tips are specified for the permanent piles, preboring when preboring is specified for 47 the permanent piles, for pulling the piles or cutting them off as required, and for 48 removing them from the site or for delivery to the Contracting Agency for salvage 49 when ordered by the Engineer. This price shall also include all costs in connection 50 with moving all pile driving equipment or other necessary equipment to the site of 1 the work and for removing all such equipment from the site after the piles have 2 been driven. If, after the test piles have been driven, it is found necessary to 3 eliminate the piling from all or any part of the structure, no additional pay will be 4 allowed for moving the pile driving equipment to and from the site of the work. 5 6 "Driving Timber Pile (untreated or name treatment)", per each. 7 The unit contract price per each for "Driving Timber (type) Pile" shall include any 8 metal shoes which the Contractor has determined to be beneficial to the pile 9 driving. 10 11 "Driving Conc. Pile (size)", per each. 12 "Driving St. Pile", per each. 13 The unit contract price per each for "Driving (type) Pile ( )" shall be full pay for 14 driving the pile to the ultimate bearing and/or penetration specified. When 15 overdriving piles beyond the ultimate bearing capacity and minimum tip elevation 16 specified in the Contract is required by the Engineer, payment for the first 3 feet of 17 overdriving will be included in the unit contract price for "Driving (type) Pile". 18 Additional penetration beyond the first 3 feet of overdriving will be paid for on the 19 basis of force account work as covered in Section 1-09.6. 20 21 "Furnishing Timber Piling (untreated or name treatment)", per linear foot. 22 "Furnishing Conc. Piling (size)", per linear foot. 23 "Furnishing St. Piling", per linear foot. 24 The unit contract price per linear foot for "Furnishing (type) Piling ( )" shall be 25 full pay for furnishing the piling specified. Such price shall also be full pay, when 26 measurement includes, for piling length ordered but not driven. 27 28 "Precast Concrete Pile Buildup", by force account. 29 Build-ups of precast or precast-prestressed concrete piles will be paid in 30 accordancewith Section 1-09.6. No payment will be made for build-ups or 31 additional lengths of build-up made necessary because of damage to the piling 32 during driving. The length of splice for precast concrete piles includes the length 33 cut off to expose reinforcing steel for the splice. The length of splice for precast- 34 prestressed piles includes the length in which holes are drilled and reinforcing bars 35 are grouted. 36 37 For the purpose of providing a common proposal for all bidders, the Contracting 38 Agency entered an amount for "Precast Concrete Pile Buildup" in the proposal to 39 become part of the total bid by the Contractor. 40 41 "Furnishing Steel Pile Tip or Shoe (size)", per each. 42 43 SECTION 6-07, PAINTING 44 April 7, 2003 45 6-07.3(1) Painting New Steel Structures 46 Method B for"Primer Coat" is revised to read: 47 48 Inorganic zinc or A-11-99 shop applied 49 1 6-07.3(1)A Preparation for Shop Coating 2 The first and second paragraphs are revised to read: 3 4 A roughened surface profile shall be provided by an abrasive blasting procedure as 5 approved by the Engineer. The profile shall be one mil minimum or per the paint 6 manufacturer's recommendation, whichever is greater. The steel surfaces shall be 7 cleaned to a near white condition as per SSPC-SP10. 8 9 After being thoroughly cleaned by abrasive blasting as specified above, all structural 10 steel shall be primed within the same working day on which abrasive blasting takes 11 place, and before any rust forms, by spraying with a full coat of inorganic zinc silicate 12 paint. The Contractor shall not begin painting until receiving the Engineer's approval of 13 the prepared surface. High strength field bolts need not be painted before erection. 14 15 6-07.3(2)A Bridge Cleaning 16 Under "Pressure Flushing", in the third paragraph; the "Apparent opening size (ASTM 17 D4751)" is revised from #40 US Sieve to #70 US Sieve. In the same paragraph, the 18 "Permittivity (ASTM D4491)" is revised from 0.7 sec -1 or better to 1.0 sec -1 or better. 19 20 6-07.3(2)C Testing and Disposal of Containment Waste 21 The first paragraph is revised to read: 22 23 Containment waste is defined as all paint chips and debris removed from the steel 24 surface, and all abrasive blast media, as contained by the containment system. After 25 all waste from the containment structures has been collected, the Contractor shall have 26 a minimum of three samples of the wastes tested by an accredited analytical laboratory. 27 Each sample shall be taken from a different storage container unless directed otherwise 28 by the Engineer. 29 30 6-07.3(4) Painting Galvanized Surfaces 31 This section is revised to read: 32 33 All galvanized surfaces specified to be painted shall be prepared for painting in 34 accordance with the ASTM D 2092. The method of preparation shall be as agreed 35 upon by the paint manufacturer and the galvanizer. The Contractor shall not begin 36 painting until receiving the Engineer's approval of the prepared galvanized surface. 37 38 Environmental Conditions 39 Steel surfaces shall be: 40 41 • Greater than 35°F and 42 Less than 115°F 43 44 or per the manufacturer's recommendations, whichever is more stringent. 45 46 The Contractor shall paint the dry surface as follows: 47 48 Paint Formulas Type 49 First Coat MIL-P-24441 Epoxy polyamide 50 Second Coat C-11-99 Moisture Cured Aliphatic 51 Polyurethane 1 2 Each coat shall be dry before the next coat is applied. All coats applied in the shop shall 3 be dried hard before shipment. 4 5 6-07.5 Payment 6 This section is revised to read: 7 8 Payment will be made in accordance with Section 1-04.1, for each of the following bid 9 items that are included in the proposal: 10 11 "Cleaning and Painting - ", lump sum. 12 The lump sum contract price for "Cleaning and Painting - " shall be full pay 13 for all cost in connection with furnishing and placing all necessary staging and 14 rigging, providing material, labor, tools, and equipment, collection and storage of 15 containment waste, collection, storage, testing, and disposal of all containment 16 waste not conforming to the definition in Section 6-07.3(2)C, performing all 17 cleaning and preparation of surfaces to be painted and applying all coats of paint s 18 and sealant. 19 20 "Containment of Abrasives", lump sum. 21 The lump sum contract price for "Containment of Abrasives" shall be full payment 22 for all costs incurred by the Contractor in complying with the requirements as 23 specified in Section 6-07.3(2)6 to design, construct, maintain, and remove 24 containment systems for abrasive blasting operations. 25 26 "Testing and Disposal of Containment Waste", by force account as provided in 27 Section 1-09.6. 28 29 All costs in connection with testing containment waste, transporting containment 30 waste for disposal, and disposing of containment waste in accordance with Section 31 6-07.3(2)C will be paid by force account in accordance with Section 1-09.6. For 32 the purpose of providing a common proposal for all bidders the Contracting Agency 33 has entered an amount for the item "Testing and Disposal of Containment Waste" 34 in the bid proposal to become part of the total bid by the Contractor. 35 36 Payment for painting new steel structures and timber structures will be in 37 accordance with Sections 6-03.5 and 6-04.5, respectively. 38 39 SECTION 6-09, VACANT 40 December 2, 2002 41 This section including title is revised to read: 42 43 6-09 MODIFIED CONCRETE OVERLAYS 44 6-09.1 Description 45 This work shall consist of scarifying concrete bridge decks, preparing and repairing 46 bridge deck surfaces designated and marked for further deck preparation, and placing, 47 finishing, and curing modified concrete overlays. 48 1 6-09.2 Materials 2 Materials shall meet the requirements of the following Sections: 3 4 Portland Cement 9-01.2(1) 5 Fine Aggregate 9-03.1(2)B 6 Coarse Aggregate 9-03.1(4)C 7 Burlap Cloth 9-23.5 8 Admixtures 9-23.6 9 Fly Ash 9-23.9 10 Water 9-25.1 11 12 Portland cement shall be either Type I or Type II. Type III portland cement will not be 13 allowed. 14 15 Fine aggregate shall be Class 1. Coarse aggregate shall be AASHTO grading No. 7 or 16 No. 8. 17 18 Fly ash shall be Class F only. 19 20 Microsilica admixture shall conform to AASHTO M 307, and shall be either a dry powder 21 or a slurry admixture. Microsilica will be accepted based on submittal to the Engineer of 22 a Manufacturer's Certificate of Compliance conforming to Section 1-06.3. If the 23 microsilica is a slurry admixture, the microsilica content of the slurry shall be certified as 24 a percent by mass. 25 26 Latex admixture shall be a non-toxic, film-forming, polymeric emulsion in water to which 27 all stabilizers have been added at the point of manufacture. The latex admixture shall 28 be homogeneous and uniform in composition, and shall conform to the following: 29 30 Polymer Type Styrene Butadiene 31 Stabilizers: 32 Latex Non-ionic surfactants 33 Portland Cement Polydimethyl siloxane 34 Percent Solids 46.0 to 49.0 35 Weight per Gallon 8.4 pounds at 77F 36 Color White 37 PH (as shipped) 9 minimum 38 Freeze/Thaw Stability 5 cycles (5F to 77F) 39 Shelf Life 2 years minimum 40 41 Latex admixture will be accepted based on submittal to the Engineer of a 42 Manufacturer's Certificate of Compliance conforming to Section 1-06.3. 43 44 High Molecular Weight Methacrylate (HMWM) resin for crack and joint sealing shall 45 conform to the following: 46 47 Viscosity <25 cps (Brookfield RVT with UL adaptor, 50 rpm at 48 77F)... California Test 434 49 Density 8.5 to 8.8 pounds per gallon at 77F... ASTM D 2849 50 Flash Point >200F, PMCC (Pinsky-Martens CC) 51 Vapor Pressure <0.04 inches Hg at 77F, ASTM D 323 52 Tg (DSC) >136F, ASTM D 3418 t 1 Gel Time 60 minutes minimum 2 3 The promoter/initiator system for the methacrylate resin shall consist of a metal drier 4 and peroxide. 5 6 Sand for abrasive finish shall be crushed sand, oven dried, and stored in moisture proof 7 bags. The sand shall conform to the following gradation: 8 9 Sieve Size Percent Passing 10 Minimum Maximum 11 U.S. No. 10 98 100 12 U.S. No. 16 55 75 13 U.S. No. 20 30 50 14 U.S. No. 30 8 25 15 U.S. No. 50 0 5 16 U.S. No. 100 0 3 17 All percentages are by weight. 18 19 6-09.3 Construction Requirements 20 21 6-09.3(1) Equipment 22 23 6-09.3(1)A Power Driven Hand Tools 24 Power driven hand tools may be used for concrete scarification in areas not accessible 25 to scarification machines, and for further deck preparation work, except for the 26 following: 27 28 1. Jack hammers more forceful than the nominal 30-pound class. 29 30 2. Chipping hammers more forceful than the nominal 15-pound class. 31 32 The power driven hand tools shall be operated at angles less than 45 degrees as 33 measured from the surface of the deck to the tool. 34 35 6-09.3(1)B Rotary Milling Machines 36 Rotary milling machines shall be capable of scarifying a minimum width of four feet per 37 pass, have a maximum operating weight of 50,000 pounds, and conform to 38 requirements in Section 1-07.7. 39 40 Machines known to meet these specifications will be specified in the Special Provisions. 41 42 6-09.3(1)C Hydro-Demolition Machines 43 Hydro-demolition machines shall consist of filtering and pumping units operating in 44 conjunction with a remote-controlled robotic device. Hydro-demolition machines shall 45 scarify a minimum width of four feet per pass, using high velocity water jets to remove " 46 1/2 inch of sound concrete with the simultaneous removal of all deteriorated concrete. 47 Hydro-demolition machines shall also clean any exposed reinforcing steel of all rust and 48 corrosion products. 49 50 Possible sources of machines known to meet these specifications will be specified in 51 the Special Provisions. 1 2 6-09.3(1)D Shot Blasting Machines 3 Shot blasting machines shall consist of a self contained mobile unit capable of 4 scarifying a minimum width of six feet per pass, using steel abrasive to remove 1/2 inch 5 of sound concrete. The shot blasting machine shall vacuum and store all material 6 removed from the scarified concrete surface into a self contained unit. 7 8 Possible sources of machines known to meet these specifications will be specified in 9 the Special Provisions. 10 11 6-09.3(1)E Air Compressor 12 Air compressors shall be equipped with oil traps to eliminate oil from being blown onto 13 the roadway deck during sandblasting and air-cleaning. 14 15 6-09.3(1)F Vacuum Machine 16 Vacuum machines shall be capable of collecting all dust, concrete chips, free standing 17 water and other debris encountered while cleaning during deck preparation. The 18 machines shall be equipped with collection systems that allow the machines to be 19 operated in air pollution sensitive areas and shall be equipped to not contaminate the 20 deck during final preparation for concrete placement. 21 22 6-09.3(1)G Water Spraying System 23 The water spraying system shall include a portable high pressure sprayer with a 24 separate water supply of potable water. The sprayer shall be readily available to all 25 parts of the deck being overlaid and shall be able to discharge water in a fine mist to 26 prevent accumulation of free water on the deck. Sufficient water shall be available to 27 thoroughly soak the deck being overlaid and to keep the deck wet prior to concrete 28 placement. 29 30 The Contractor shall certify that the water spraying system meets the following 31 requirements: 32 33 Pressure 2,200 psi minimum 34 Flow Rate 4.5 gpm minimum 35 Fan Tip 150 to 250 Range 36 37 6-09.3(1)H Mobile Mixer for Latex Modified Concrete 38 Proportioning and mixing shall be accomplished in self-contained, self-propelled, 39 continuous-mixing units conforming to the following requirements: 40 41 1. The mixer shall be equipped so that it can be grounded. 42 43 2. The mixer shall be equipped to provide positive measurement of the portland 44 cement being introduced into the mix. An approved recording meter, visible at 45 all times and equipped with a ticket print-out, shall be used. 46 47 3. The mixer shall be equipped to provide positive control of the flow of water and 48 latex admixture into the mixing chamber. Water flow shall be indicated by an 49 approved flow meter with a minimum readability of one-half gallon per minute, 50 accurate to ± 1 percent. The water system shall have a bypass valve capable 51 of completely diverting the flow of water. Latex flow shall also be indicated by 1 an approved flow meter with a minimum readability of two gallons per minute, 2 accurate to ± 1 percent. The latex system shall be equipped with a bypass 3 valve suitable for obtaining a calibrated sample of admixture. 4 5 4. The mixer shall be equipped to be calibrated to automatically proportion and 6 blend all components of the specified mix on a continuous or intermittent basis 7 as required by the finishing operation, and shall discharge mixed material 8 through a conventional chute directly in front of the finishing machine. 9 10 Inspection of each mobile mixer shall be done by the Contractor in the presence of the 11 Engineer and in accordance with the following requirements: 12 13 1. Check the manufacturer's inspection plate or mix setting chart for the serial 14 number, the proper operating revolutions per minute (rpm), and the 15 approximate number of counts on the cement meter to deliver 94 pounds of 16 cement. 17 18 2. Make a general inspection of the mobile mixer to ensure cleanliness and good 19 maintenance practices. 20 21 3. Check to see that the aggregate bins are empty and clean and that the bin 22 vibrators work. 23 24 4. Verify that the cement aeration system operates, that the vent is open, and 25 that the mixer is equipped with a grounding strap. Check the cement meter 26 feeder to ensure that all fins and pockets are clean and free from accumulated 27 cement. If the operator cannot demonstrate, through visual inspection, that 28 the cement meter feeder is clean, all cement shall be removed from the bin 29 and the cement meter feeder inspected. The aeration system shall be 30 equipped with a gauge or indicator to verify that the system is operating. 31 32 5. Verify that the main belt is clean and free of any accumulated material. 33 34 6. Check the latex strainer to ensure cleanliness. 35 36 The initial calibration shall consist of the following items: 37 38 1. Cement Meter 39 a. Refer to the truck manufacturer's mix setting chart to determine the 40 specified operating rpm and the approximate number of counts required 41 on the cement meter to deliver 94 pounds of cement. 42 43 b. Place at least 40 bags (about 4,000 pounds) of cement in the cement bin. 44 45 c. Be sure the mixer is resting on a level surface. 46 47 d. Be sure the mixer is grounded. 48 49 e. Adjust the engine throttle to obtain the specified rpm. Operate the unit, 50 discharging cement until the belt has made one complete revolution. 51 Stop the belt. Reset the cement meter to zero. Position a suitable 52 container to catch the cement and discharge approximately one bag of 1 cement. With a stop watch, measure the time required to discharge the 2 cement. Record the number of counts on the cement meter and 3 determine the weight of the cement in the container. Repeat the process 4 of discharging approximately one bag of cement until six runs have been 5 made. Reset the cement meter to zero for each run. 6 7 Example: 8 9 Run Cement Weight of Time In 10 No. Counts Cement Seconds 11 12 1 66 95 31 13 2 68 96 31.2 14 3 67 95.5 31.0 15 4 66 95 29.8 16 5 67 95.25 30.5 17 6 66 95 30.8 18 19 TOTAL 400 571.75 184.3 20 21 Pounds of cement per count on cement meter: 22 23 Weight of Cement = 571.75 = 1.43 LB. 24 No. of Counts 400 Count 25 26 Counts per bag (94 pounds): 27 28 94 = 65.7 Counts 29 1.43 Bag 30 31 Pounds of cement discharged per second: 32 33 Weight of Cement = 571.75 = 3.10 LB. 34 Time in Seconds 184.3 SEC. 35 36 Required time to discharge one bag: 37 38 Time = 94 = 30.32 SEC. 39 3.10 Bag 40 41 2. Latex Throttling Valve 42 a. Check to be sure that the latex strainer is unobstructed. 43 44 b. The latex throttling valve shall be adjusted to deliver 3.5 gallons of latex 45 (29.4 pounds) for each bag of cement. From the above calculation 30.32 46 seconds are required to deliver one bag of cement. 47 48 c. With the unit operating at the specified rpm, discharge latex into a 49 container for 30.3 seconds and determine the weight of latex. Continue 50 adjusting the valve until 29.4 to 29.5 pounds of latex is discharged in 30.3 51 seconds. Verify the accuracy of this valve setting three times. 52 1 3. Water Flow Meter ' 2 a. Set the water flow meter by adjusting it to flow at one-half gallon per 3 minute. 4 5 b. Collect and weigh the water discharged during a one minute interval with 6 the equipment operating at the specified rpm. Divide the weight of water 7 by 8.34 to determine the number of gallons. 8 9 c. Repeat Items a. and b., above, with the flow meter adjusted to one and 10 one-half gallons per minute. 11 12 4. Aggregate Bin Gates 13 a. Set the gate openings to provide the amount of aggregate required to 14 produce concrete having the specified proportions. 15 16 b. Discharge a representative sample of the aggregates through the gates 17 and separate on the U.S. No. 4 sieve. Aggregates shall meet the 18 requirements for proportions in accordance with Section 6-09.3(3)E. 19 20 c. Adjust the gate openings if necessary to provide the proper ratio of fine 21 aggregate to total aggregate. 22 23 5. Production of Trial Mix 24 Each mobile mixer shall be operated to produce at least 1/2 cubic yard of 25 concrete, which shall be in compliance with these specifications, prior to 26 acceptance of the mobile mixer for job use. The Engineer will perform yield, 27 slump, and air tests on the concrete produced by each mixer. 28 29 Calibration of each mobile mixer shall be done by the Contractor in the presence of the 30 Engineer. A complete calibration is required on each mixer on each concrete 31 placement unless, after the initial calibration, the personnel having the responsibility of 32 mixer calibration on subsequent concrete placement were present during the initial 33 calibration of the mixer and during the concrete placement operations and are able to 34 verify the dial settings of the initial calibration and concrete placement. 35 36 If these criteria are met, a complete calibration need not be repeated provided that a 37 single trial run verifies the previous settings of the cement meter, latex throttling valve, 38 water flow meter, and aggregate gradations, and that the mixer has not left the project 39 and the Engineer is satisfied that a complete calibration is not needed. 40 41 6-09.3(1)1 Ready Mix Trucks for Fly Ash Modified and Microsilica Modified 42 Concrete 43 Ready mix trucks shall conform to Section 6-02.3(4)A. 44 45 6-09.3(1)J Finishing Machine 46 The finishing machine shall meet the requirements of Section 6-02.3(10) and the 47 following requirements: 48 . 49 The finishing machine shall be equipped with a rotating cylindrical double drum 50 screed not exceeding 60 inches in length preceded by a vibrating pan. The 51 vibrating pan shall be constructed of metal and be of sufficient length and width to 52 properly consolidate the mixture. The vibrating frequency of the vibrating pan shall 1 be variable with positive control between 3,000 and 6,000 rpm. A machine with a 2 vibrating pan as an integral part may be proposed and will be considered for 3 approval by the Engineer. Other finishing machines will be allowed subject to 4 approval of the Engineer. 5 6 6-09.3(2) Submittals 7 The Contractor shall submit the following items to the Engineer for approval in 8 accordance with Section 6-01.9: 9 10 1. The type of machine (rotary milling, hydro-demolition, or shot blasting) 11 selected by the Contractor for use in this project to scarify concrete surfaces. 12 13 2. The axle loads and axle spacing of the rotary milling machine (if used). 14 15 3. The Runoff Water Disposal Plan (if a hydro-demolition machine is used). The 16 Runoff Water Disposal Plan shall describe all provisions for the containment, 17 collection, filtering, and disposal of all runoff water and associated 18 contaminants generated by the hydro-demolition process. 19 20 4. The method and materials used to contain, collect, and dispose of all concrete 21 debris generated by the scarifying process, including provisions for protecting 22 adjacent traffic from flying debris. 23 24 5. The mix design for concrete Class M, and either fly ash modified concrete, 25 microsilica modified concrete, or latex modified concrete, as selected by the 26 Contractor for use in this project in accordance with Section 6-09.3(3). 27 28 6. Samples of the latex admixture and the portland cement for testing and 29 compatibility (if latex modified concrete is used). 30 31 7. Details of the screed rail support system, including details of anchoring the 32 rails and providing rail continuity. 33 34 The Contractor shall not begin scarifying operations until receiving the Engineer's 35 approval of Items 1 through 4 as applicable for the Contractor's scarifying method. The 36 Contractor shall not begin placing modified concrete overlay until receiving the 37 Engineer's approval of Items 5 through 7 as applicable for the Contractor's selected 38 type of modified concrete. 39 40 6-09.3(3) Concrete Overlay Mixes 41 42 6-09.3(3)A General 43 For fly ash, microsilica, and latex modified concrete, the Contractor shall adjust the 44 slump to accommodate the gradient of the bridge deck, subject to the maximum slump 45 specified. 46 47 For fly ash and microsilica modified concrete, the maximum water/cement ratio shall be 48 calculated using all of the available mix water, including the free water in both the 49 coarse and fine aggregate, and in the microsilica slurry if a slurry is used. 50 51 For fly ash and microsilica modified concrete, all water reducing and air entraining 52 admixtures, and superplasticizers, shall be used in accordance with the fly ash 1 supplier's and microsilica admixture supplier's recommendations, respectively, and as 2 approved by the Engineer. 3 4 6-09.3(3)6 Concrete Class M 5 Concrete Class M for further deck preparation patching concrete shall be proportioned 6 in accordance with the following mix design: 7 8 Portland Cement 705 pounds 9 Fine Aggregate 1,280 pounds 10 Coarse Aggregate 1,650 pounds 11 Water/Cement Ratio 0.37 maximum 12 Air (± 1-1/2 percent) 6 percent 13 Slump (± 1 inch) 5 inches 14 15 The use of a water-reducing admixture conforming to AASHTO M 194 Type A will be 16 required to produce patching concrete with the desired slump, and shall be used in 17 accordance with the admixture manufacturer's recommendations. Air entraining 18 admixtures shall conform to AASHTO M 154 and shall be used in accordance with the 19 admixture manufacturer's recommendations. The use of accelerating admixtures or 20 other types of admixtures is not allowed. 21 22 6-09.3(3)C Fly Ash Modified Concrete 23 Fly ash modified concrete shall be a workable mix, uniform in composition and 24 consistency. Mix proportions per cubic yard shall be as follows: 25 26 Portland Cement 611 pounds 27 Fly Ash 275 pounds 28 Fine Aggregate 38 percent of total aggregate 29 Coarse Aggregate 62 percent of total aggregate 30 Water/Cement Ratio 0.30 maximum 31 Air (± 1-1/2 percent) 6 percent 32 Slump 7 inches maximum 33 34 6-09.3(3)D Microsilica Modified Concrete 35 Microsilica modified concrete shall be a workable mix, uniform in composition and 36 consistency. Mix proportions per cubic yard shall be as follows: 37 38 Portland Cement 658 pounds 39 Microsilica Fume 52 pounds 40 Fine Aggregate 1,515 pounds 41 Coarse Aggregate 1,515 pounds 42 Water/Cement Ratio 0.33 maximum 43 Air (± 1-1/2 percent) 6 percent 44 Slump 7 inches maximum 45 46 6-09.3(3)E Latex Modified Concrete 47 Latex modified concrete shall be a workable mix, uniform in composition and 48 consistency. Mix proportions per cubic yard shall be as follows: 49 50 Portland Cement 1.00 parts by weight 51 Fine Aggregate 2.40 to 2.75 parts by weight 1 Coarse Aggregate 1.75 to 2.00 parts by weight 2 Latex Admixture 3.50 gallons per bag of cement 3 Water/Cement Ratio 0.33 maximum 4 Air Content of Plastic Mix 6 percent maximum 5 Slump 7 inches maximum 6 7 The aggregates shall be proportioned such that the amount of aggregate passing the 8 U.S. No. 4 sieve is 65 ± 5 percent of the total aggregate (fine plus coarse). All 9 calculations shall be based on dry weights. 10 11 The moisture content of the fine aggregate and coarse aggregate shall be no more 12 than 3.0 and 1.0 percent, respectively, above the saturated surface dry condition. 13 14 The water limit for calculating the water/cement ratio shall include the added water, the 15 free water in the aggregates, and 52 percent of the latex admixture. 16 17 6-09.3(4) Storing and Handling 18 19 6-09.3(4)A Aggregate 20 Aggregates shall be stored and handled in a manner to prevent variations of more than 21 1.0 percent in moisture content of the stockpile. 22 23 For latex modified concrete, the moisture content of the aggregate at the time of 24 proportioning shall be as specified in Section 6-09.3(3)E. 25 26 6-09.3(4)B Latex Admixture 27 The admixture shall be kept in suitable containers which will protect it from freezing and 28 from exposure to temperatures in excess of 85F. Containers of the admixture shall not 29 be stored in direct sunlight for periods in excess of ten days. When stored in direct 30 sunlight the top and sides of the containers shall be covered with insulating blanket 31 material. 32 33 Storage of the admixture may extend over a period greater than ten days as long as the 34 conditions specified above are maintained and the latex admixture is agitated or stirred 35 once every ten days. Stirring or agitation of the admixture shall be done mechanically 36 in accordance with the manufacturer's recommendation and as approved by the 37 Engineer. If the ambient temperature is higher than 85F at any time during the storage 38 period, the admixture shall be covered by insulated blankets or other means that will 39 maintain the admixture temperature below 85F. 40 41 The admixture shall be strained through a Number 10 strainer at the time it is 42 introduced into the mixing tank from the storage containers. 43 44 6-09.3(4)C High Molecular Weight Methacrylate Resin (HMWM) 45 The HMWM resin shall be stored in a cool dry place and protected from freezing and 46 exposure to temperature in excess of 100F. The promoter and initiator, if supplied 47 separate from the resin, shall not contact each other directly. Containers of promoters 48 and initiators shall not be stored together in a manner that will allow leakage or spillage 49 from one to contact the containers or material of the other. 50 1 6-09.3(5) Scarifying in Concrete Surface 2 3 6-09.3(5)A General 4 The Contractor shall not begin scarifying a concrete bridge deck surface unless 5 completion of the scarification and concrete overlay can be accomplished within the 6 current construction season. 7 8 The Contractor shall not begin scarifying a concrete bridge deck surface until receiving 9 the Engineer's written approval of the machine to be used for scarifying. 10 11 The Contractor shall protect adjacent traffic from flying debris generated by the 12 scarification process in accordance with Item 4 of Section 6-09.3(2) and as approved by 13 the Engineer. 14 15 The Contractor shall collect, contain, and dispose of all concrete debris generated by 16 the scarification process in accordance with Item 4 of Section 6-09.3(2) and as 17 approved by the Engineer. 18 19 All areas of the deck that are inaccessible to the selected scarifying machine shall be 20 scarified to remove the concrete surface matrix to a maximum depth of 1/2 inch by a 21 method approved by the Engineer. If these areas are hand-chipped then the 22 equipment shall meet the requirements as specified in Section 6-09.3(1)A. , 23 24 6-09.3(5)B Testing of Hydro-Demolition and Shot Blasting Machines 25 A trial area shall be designated by the Engineer to demonstrate that the equipment and 26 methods of operation are capable of producing results satisfactory to the Engineer. 27 The trial area shall consist of two patches each of approximately 30 square feet, one 28 area in sound concrete and one area of deteriorated concrete as determined by the 29 Engineer. 30 31 In the "sound" area of concrete, the equipment shall be programmed to remove 1/2 inch 32 of concrete. 33 34 Following the test over sound concrete, the equipment shall be located over the 35 deteriorated concrete and using the same parameters for the sound concrete removal, 36 remove all deteriorated concrete. The Engineer will grant approval of the equipment 37 based on successful results from the trial area test. 38 39 6-09.3(5)C Hydro-Demolishing 40 Once the operating parameters of the Hydro-Demolition machine are defined by 41 programming and calibration as specified in Section 6-09.3(5)B, they shall not be 42 changed as the machine progresses across the bridge deck, in order to prevent the 43 unnecessary removal of sound concrete below the required minimum removal depth. 44 The Contractor shall maintain a minimum production rate of 250 square feet per hour 45 during the deck scarifying process. 46 47 All water used in the Hydro-Demolition process shall be potable. Stream or lake water 48 will not be permitted. 49 50 All bridge drains and other outlets within 100 feet of the Hydro-Demolition machine shall 51 be temporarily plugged during the Hydro-Demolition operation. When scarifying a 1 bridge deck passing over traffic lanes, the Contractor shall protect the traffic below by 2 restricting and containing scarifying operations, and implementing traffic control 3 measures, as approved by the Engineer. 4 5 The Contractor shall provide for the collection, filtering and disposal of all runoff water 6 generated by the Hydro-Demolition process, in accordance with the Runoff Water 7 Disposal Plan as approved by the Engineer in accordance with Item 3 of Section 6- 8 09.3(2). The Contractor shall comply with applicable regulations concerning such water 9 disposal. 10 11 6-09.3(5)D Shot Blasting 12 Once the operating parameters of the Shot Blasting machine are defined by 13 programming and calibration, as specified in Section; 6-09.3(5)B, they shall not be 14 changed as the machine progresses across the bridge deck, in order to prevent the 15 unnecessary removal of sound concrete below the required minimum removal depth. 16 The Contractor shall maintain a minimum production rate of 250 square feet per hour 17 during the deck scarifying process. 18 19 6-09.3(5)E Rotomilling 20 The entire concrete surface of the bridge deck shall be scarified to remove the surface 21 matrix to a maximum 1/2 inch depth of the concrete. The operating parameters of the 22 rotary milling machine shall be monitored in order to prevent the unnecessary removal 23 of sound concrete below the 1/2 inch maximum removal depth. 24 25 6-09.3(5)F Repair of St. Reinf. Bars Damaged by Scarifying Operations 26 All reinforcing steel damaged due to the Contractor's operations shall be repaired by 27 the Contractor. For bridge decks not constructed under the same contract as the 28 concrete overlay, damage to existing reinforcing steel shall be repaired and paid for in 29 accordance with Section 1-09.6 if the existing concrete cover is 1/2 inch or less. All 30 other reinforcing steel damaged due to the Contractor's operations shall be repaired by 31 the Contractor at no additional expense to the Contracting Agency. 32 33 The repair shall be as follows or as directed by the Engineer: 34 35 1. Damage to epoxy coating, when present on existing steel reinforcing bars, 36 shall be repaired in accordance with Section 6-02.3(24)H. 37 38 2. Damage to bars resulting in a section loss of 20 percent or more of the bar 39 area shall be repaired by chipping out the adjacent concrete and splicing a 40 new bar of the same size. Concrete shall be removed to provide a 3/4 inch 41 minimum clearance around the bars. The splice bars shall extend a minimum 42 of 40 bar diameters beyond each end of the damage. 43 44 3. Any bars partially or completely removed from the deck shall have the 45 damaged portions removed and spliced with new bars as outlined in Item 2 46 above. 47 48 6-09.3(5)G Cleanup Following Scarification 49 After scarifying is completed, the lane or strip being overlaid shall be thoroughly 50 cleaned of all dust, free standing water and loose particles. Cleaning may be 51 accomplished by using compressed air, waterblasting, with a minimum pressure of 1 5,000 psi, or vacuum machines. Vacuum cleaning shall be used when required by 2 applicable air pollution ordinances. 3 4 6-09.3(6) Further Deck Preparation 5 Once the lane or strip being overlaid has been cleaned of debris from scarifying, the 6 Contractor, under the direction of the Engineer, shall perform an inspection of the 7 completed work and shall mark those areas of the existing bridge deck that require 8 further deck preparation by the Contractor. Further deck preparation will be required 9 when any one of the following conditions is present: 10 11 1. Unsound concrete. 12 13 2. Lack of bond between existing concrete and reinforcing steel. 14 15 3. Exposure of reinforcing steel to a depth of one-half of the periphery of a bar 16 for a distance of 12 inches or more along the bar. 17 18 4. Existing non-concrete patches as marked by the Engineer. 19 20 If the concrete overlay is placed on a bridge deck as part of the same contract as the 21 bridge deck construction, then all work associated with the further deck preparation 22 shall be performed at no additional expense to the Contracting Agency. 23 24 6-09.3(6)A Equipment for Further Deck Preparation 25 Further deck preparation shall be performed using either hand operated tools 26 conforming to Section 6-09.3(1)A, or hydro-demolishing machines conforming to 27 Section 6-09.3(1)C. 28 29 6-09.3(6)B Deck Repair Preparation 30 All concrete in the repair area shall be removed by chipping, hydro demolishing, or 31 other approved mechanical means to a depth necessary to remove all loose and 32 unsound concrete. If unsound concrete exists around the steel reinforcing bars, or if 33 the bond between concrete and steel is broken, concrete must be removed to provide a 34 3/4-inch minimum clearance around the steel reinforcing bars. 35 36 Care shall be taken in removing the deteriorated concrete to not damage any of the 37 existing deck or steel reinforcing bars that are to remain in place. All removal shall be 38 accomplished by making neat vertical cuts and maintaining square edges at the 39 boundaries of the repair area. Cuts made by using sawing or hydro demolishing 40 machines shall be made after sufficient concrete removal has been accomplished to 41 establish the limits of the removal area. In no case shall the depth of the vertical cut 42 exceed 3/4 inch or to the top of the top steel reinforcing bars, whichever is less. 43 44 The exposed steel reinforcing bars and concrete in the repair area shall be sandblasted 45 or hydro-blasted and blown clean just prior to placing concrete. Bridge deck areas 46 outside the repair area or steel reinforcing bar inside or outside the repair area 47 damaged by the Contractor's operations, shall be repaired by the Contractor at no 48 additional expense to the Contracting Agency, and to the satisfaction of the Engineer 49 50 All steel reinforcing bars damaged due to the Contractor's operations shall be repaired 51 in accordance with Section 6-09.3(5)F. 52 1 6-09.3(6)C Placing Deck Repair Concrete 2 Patching concrete for modified concrete overlays shall be either modified concrete or 3 concrete Class M. For small deck repair, and as determined by the Engineer, the 4 Contractor may use the same modified concrete as that used in the overlay. 5 6 Before placing any patching concrete, the Contractor shall flush the existing concrete in 7 the repair area with water and make sure that the existing concrete is well saturated. 8 The Contractor shall remove any free standing water prior to placing the patching 9 concrete. The Contractor shall place the patching concrete other than latex modified 10 concrete onto the existing concrete while it is wet. 11 12 If latex, fly ash, or microsilica modified concrete is used as the patching concrete, a thin 13 slurry bond grout shall be scrubbed into the existing concrete surface. The bond grout 14 shall match the overlay type being used as specified in Section 6-09.3(11). 15 16 If the Contractor elects to use as a patching material the same modified concrete as 17 that used in the overlay, then the repair areas shall be filled flush with the deck surface 18 sufficiently in advance of the overlay placement so that the material will not roll back 19 under the screeds but shall not be placed more than one hour in advance of the overlay 20 placement. 21 22 Areas patched with modified concrete or concrete Class M shall be wet cured for 24 23 hours in accordance with Section 6-09.3(13). During the curing period, all vehicular and 24 foot traffic shall be prohibited on the repaired area. 25 26 6-09.3(7) Surface Preparation For Concrete Overlay 27 Following the completion of any required further deck preparation the entire lane or strip 28 being overlaid shall be cleaned. 29 30 If either a rotary milling machine or a shot blasting machine is used for concrete 31 scarification, then the concrete deck shall be sandblasted or shotblasted, using 32 equipment approved by the Engineer, until sound concrete is exposed. Care shall be 33 taken to ensure that all exposed reinforcing steel and the surrounding concrete is 34 completely blasted. Bridge grate inlets, expansion dams and barriers above the surface 35 to be blasted shall be protected from the blasting. 36 37 If a hydro-demolition machine is used for concrete scarification, then the concrete deck 38 shall be cleaned by an approved method of waterblasting with 7,000 psi minimum 39 pressure, until sound concrete is exposed. 40 41 The final surface of the deck shall be free from oil and grease, rust and other foreign 42 material that may reduce the bond of the new concrete to the old. These materials 43 shall be removed by detergent- cleaning or other method as approved by the Engineer 44 followed by sandblasting. 45 46 After all scarifying, chipping, sandblasting and cleaning is completed, the entire lane or 47 strip being overlaid shall be cleaned in final preparation for placing concrete using either 48 compressed air or vacuum machines. Vacuum machines shall be used when 49 warranted by applicable air pollution ordinances. 50 51 Scarifying with either rotary milling machines or shot blasting machines, hand tool 52 chipping, sandblasting and cleaning in areas adjacent to a lane or strip being cleaned in 1 final preparation for placing concrete shall be discontinued when final preparation is 2 begun. Scarifying and hand tool chipping shall remain suspended until the concrete 3 has been placed and the requirement for curing time has been satisfied. Sandblasting 4 and cleaning shall remain suspended for the first 24 hours of curing time after the 5 completion of concrete placing. 6 7 If the hydro demolishing scarification process is used, scarification may proceed during 8 the final cleaning and overlay placement phases of the work on adjacent portions of the 9 structure so long as the hydro demolisher operations are confined to areas which are a 10 minimum of 100 feet away from the defined limits of the final cleaning or overlay 11 placement in progress. If the hydro demolisher impedes or interferes in any way with 12 the final cleaning or overlay placement as determined by the Engineer, the hydro ' 13 demolishing work shall be terminated immediately and the hydro demolishing 14 equipment removed sufficiently away from the area being prepared or overlaid to 15 eliminate the conflict. If the grade is such that water and contaminates from the hydro 16 demolishing operation will flow into the area being prepared or overlaid, the hydro 17 demolishing operation shall be terminated and shall remain suspended for the first 24 18 hours of curing time after the completion of concrete placement. 19 20 If, after final cleaning, the lane or strip being overlaid becomes wet, the Contractor shall 21 flush the surface with high pressure water, prior to placement of the overlay. All free 22 standing water shall be removed prior to concrete placement. Concrete placement 23 shall begin within 24 hours of the completion of deck preparation for the portion of the 24 deck to be overlaid. If concrete placement has not begun within 24 hours, the lane or 25 strip being overlaid shall be cleaned by a light sand blasting followed by washing with 26 the high pressure water spray or by cleaning with the high pressure spray as approved 27 by the Engineer. 28 29 Traffic other than required construction equipment will not be permitted on any portion 30 of the lane or strip being overlaid that has undergone final preparation for placing 31 concrete unless approved by the Engineer. To prevent contamination, all equipment 32 allowed on the deck after final cleaning shall be equipped with drip guards. 33 34 6-09.3(8) Quality Assurance 35 36 6-09.3(8)A Quality Assurance for Microsilica Modified and Fly Ash 37 Modified Concrete Overlays 38 The Engineer will perform slump, temperature, and entrained air tests for acceptance 39 after the Contractor indicates that the concrete is ready for placement. Concrete from 40 the first truck load shall not be placed until tests for acceptance have been completed 41 by the Engineer and the results indicate that the concrete is within acceptable limits. 42 Sampling and testing will continue for each load until two successive loads meet all 43 applicable acceptance test requirements. Except for the first load of concrete, up to 1/2 44 cubic yard may be placed prior to testing for acceptance. After two successive tests 45 indicate that the concrete is within specified limits, the sampling and testing frequency 46 may decrease to one for every three truck loads. Loads to be sampled will be selected 47 in accordance with the random selection process outlined in FOP for WAQTC TM2. 48 49 When the results of any subsequent acceptance test indicates that the concrete does 50 not conform to the specified limits, the sampling and testing frequency will be resumed 51 for each truck load. Whenever two successive subsequent tests indicate that the 1 concrete is within the specified limits, the random sampling and testing frequency of 2 one for every three truck loads may resume. 3 4 The test for determining the slump of the concrete will be conducted in accordance with 5 the WSDOT FOP for AASHTO T 119 and the test for determining the percentage of 6 entrained air will be conducted in accordance with the WAQTC FOP for AASHTO T 152 7 8 The Engineer will test for slump and/or air any load of concrete the Engineer deems 9 necessary. 10 11 6-09.3(8)B Quality Assurance for Latex Modified Concrete Overlays 12 The Engineer will perform operational control testing as the concrete is being placed. 13 The Contractor shall provide the Engineer with a 1/4-cubic yard container and 14 assistance in obtaining and handling samples. The 1/4-cubic yard container shall have 15 a 9-inch minimum depth and shall be placed on a level surface. A minimum of one test 16 per mobile mixer per shift will be conducted. The test will be conducted after eight 17 minutes of mixer operation. 18 19 The Engineer will perform slump and air tests as the concrete is being placed. The 20 minimum number of tests will be one slump test and one air test per, mobile mixer, 21 beginning with the first charge and every other charge thereafter. The sample will be 22 taken after the first two minutes of continuous mixer operation. The concrete will be 23 sampled as follows: 24 25 1. While concrete is being deposited onto the bridge deck, the stream will be 26 diverted into a wheelbarrow or other suitable container. Approximately 1 cubic 27 foot of concrete will be sufficient to conduct one slump test and one air test. 28 29 2. Take the sample to the test site. The test site should be located away from 30 the mobile mixer and off the end of the bridge if practical. 31 32 3. Allow the sample to stand undisturbed. The fresh concrete sample must be 33 protected from sunlight and wind until the conclusion of the testing. Total time 34 from discharge to time of start of slump testing will not exceed six and one half 35 minutes. 36 37 The test for determining the slump of the concrete will be conducted in accordance with 38 WSDOT FOP for AASHTO T 119 and the test for determining the percentage of 39 entrained air will be conducted in accordance with WAQTC FOP for AASHTO T 452. 40 41 During the initial proportioning, mixing, placing, and finishing operations, the Engineer 42 may require the presence of a technical representative from the latex admixture 43 manufacturer. The technical representative shall be capable of performing, 44 demonstrating, inspecting, and testing all of the functions required for placement of the 45 latex modified concrete as specified in Section 6-09.3(11) and as approved by the 46 Engineer. This technical representative shall aid in the proper installation of the latex 47 modified concrete. Recommendations made by the technical representative on or off 48 the jobsite, and approved by the Engineer, shall be adhered to by the Contractor at no 49 additional expense to the Contracting Agency. The Engineer will advise the Contractor 50 in writing a minimum of five working days before such services are required. 51 1 6-09.3(9) Mixing Concrete For Concrete Overlay 2 3 6-09.3(9)A Mixing Microsilica Modified or Fly Ash Modified Concrete 4 Mixing of concrete shall be in accordance with Section 6-02, with the following 5 exceptions: 6 7 1. The mixing shall be done at a batch plant. 8 9 2. The volume of concrete transported by truck shall not exceed six cubic yards 10 per truck. 11 12 6-09.3(9)B Mixing Latex Modified Concrete ' 13 The equipment used for mixing the concrete shall be operated with strict adherence to 14 the procedures set forth by its manufacturer. 15 16 A minimum of two mixers will be required at the overlay site for each concrete 17 placement when the total volume of concrete to be placed during the concrete 18 placement exceeds the material storage capacity of a single mixer. Additional mixers 19 may be required if conditions require that material be stockpiled away from the jobsite. , 20 The Contractor shall have sufficient mixers on hand to ensure a consistent and 21 continuous delivery and placement of concrete throughout the concrete placement. 9 P 22 23 Charging the mobile mixer shall be done in the presence of the Engineer. Mixing 24 capabilities shall be such that the finishing operation can proceed at a steady pace. 25 26 6-09.3(10) Overlay Profile and Screed Rails 27 The overlay shall have a thickness of 1-1/2 inches or as specified by the Engineer. The 28 thickness shall be verified prior to the placement of concrete by attaching a filler block, ' 29 having a thickness of 1/4 inch less than the overlay thickness, to the bottom of the 30 screed. The filler block shall pass freely over the surface to be overlaid. With the 31 screed guides in place, the finishing machine shall be passed over the entire surface to 32 be overlaid and the final screed rail adjustments shall be made. 33 34 If the overlay thickness does not verify, the profile of the new concrete surface shall be 35 adjusted as approved by the Engineer. 36 37 After the overlay thickness has been verified, changes in the finishing machine 38 elevation controls will not be allowed. 39 40 Rails upon which the finishing machine travels shall be placed outside of the area to be 41 overlaid, in accordance with Item 7 of Section 6-09.3(2) and as approved by the 42 Engineer. Interlocking rail sections or other approved methods of providing rail 43 continuity are required. 44 45 Hold-down devices shot into the concrete are not permitted unless the concrete is to be 46 subsequently overlaid. Hold-down devices of other types leaving holes in the exposed 47 area will be allowed provided the holes are subsequently filled with a sand/cement grout 48 (sand and portland cement in equal proportions by volume). Hold-down devices shall 49 not penetrate the existing deck by more than 3/4 inch. 50 - 1 Rails may be removed at any time after the concrete has taken an initial set. Adequate 2 precautions shall be taken during the removal of the finishing machine and rails to 3 protect the edges of the new surfaces. 4 5 The Contractor shall be responsible for setting screed control to obtain the nominal 6 overlay thickness specified as well as the finished surface smoothness requirements. 7 8 6-09.3(11) Placing Concrete Overlay 9 Prior to concrete placement, the Contractor shall review the equipment, procedures, 10 personnel, and previous results with the Engineer. Inspection procedures shall also be 11 reviewed to ensure coordination. 12 13 Concrete placement shall be made in accordance with Section 6-02 and the following 14 requirements: 15 16 1. After the lane or strip to be overlaid has been prepared and immediately 17 before placing the concrete, it shall be thoroughly soaked and kept 18 continuously wet with water for a minimum period of six hours prior to 19 placement of the concrete. All free standing water shall be removed prior to 20 concrete placement. During concrete placement, the lane or strip shall be 21 kept moist. 22 23 The concrete shall then be promptly and continuously delivered and deposited 24 on the placement side of the finishing machine. 25 26 If latex modified concrete is used, the concrete shall be thoroughly brushed 27 into the surface and then brought up to final grade. If either microsilica 28 modified concrete or fly ash modified concrete are used, a slurry of the 29 concrete, excluding aggregate, shall be thoroughly brushed into the surface 30 prior to the overlay placement. 31 32 Care shall be exercised to ensure that the surface receives a thorough, even 33 coating and that the rate of progress is limited so that the brushed concrete 34 does not become dry before it is covered with additional concrete as required 35 for the final grade. All aggregate which is segregated from the mix during the 36 brushing operation shall be removed from the deck and disposed of by the 37 Contractor. 38 39 If either microsilica modified concrete or fly ash modified concrete are used, 40 the Contractor shall ensure that a sufficient number of trucks are used for 41 concrete delivery to obtain a consistent and continuous delivery and 42 placement of concrete throughout the concrete placement operation. 43 44 When concrete is to be placed against the concrete in a previously placed 45 transverse joint, lane, or strip, the previously placed concrete shall be sawed 46 back six inches to straight and vertical edges and shall be sandblasted or 47 water blasted before new concrete is placed. The Engineer may decrease the 48 six inch saw back requirement to two inches minimum, if a bulkhead was used 49 during previous concrete placement and the concrete was hand vibrated along 50 the bulkhead. 51 1 2. Concrete placement shall not begin if rain is expected. Adequate precautions 2 shall be taken to protect freshly placed concrete in the event that rain begins 3 during placement. Concrete that is damaged by rain shall be removed and 4 replaced by the Contractor at no additional expense to the Contracting 5 Agency, and to the satisfaction of the Engineer. 6 7 3. Concrete shall not be placed when the temperature of the concrete surface is 8 less than 45F or greater than 75F, when the combination of air temperature, 9 relative humidity, fresh concrete temperature, and wind velocity at the 10 construction site produces an evaporation rate of 0.15 pound per square foot 11 of surface per hour as determined from Table 6-02.3(6)-1, or when winds are 12 in excess of 10 mph. If the Contractor elects to work at night to meet these , 13 criteria, adequate lighting shall be provided at no additional expense to the 14 Contracting Agency, and as approved by the Engineer. 15 16 4. If concrete placement is stopped for a period of one-half hour or more, the 17 Contractor shall install a bulkhead transverse to the direction of placement at a 18 position where the overlay can be finished full width up to the bulkhead. The 19 bulkhead shall be full depth of the overlay and shall be installed to grade. The 20 concrete shall be finished and cured in accordance with these specifications. 21 22 Further placement is permitted only after a period of 12 hours unless a gap is 23 left in the lane or strip. The gap shall be of sufficient width for the finishing 24 machine to clear the transverse bulkhead installed where concrete placement 25 was stopped. The previously placed concrete shall be sawed back from the 26 bulkhead, to a point designated by the Engineer, to straight and vertical edges 27 and shall be sandblasted or water blasted before new concrete is placed. 28 29 5. Concrete shall not be placed against the edge of an adjacent lane or strip that 30 is less than 36 hours old. 31 32 6-09.3(12) Finishing Concrete Overlay 33 Finishing shall be accomplished in accordance with the applicable portions of Section 6- 34 02.3(10) and as follows. Concrete shall be placed and struck-off approximately 1/2 inch 35 above final grade and then consolidated and finished to final grade with a single pass 36 (the Engineer may require additional passes) of the finishing machine. Hand finishing 37 may be necessary to close up or seal off the surface. The final product shall be a 38 dense uniform surface. 39 40 Latex shall not be sprayed on a freshly placed latex modified concrete surface; 41 however, a light fog spray of water is permitted if required for finishing, as determined 42 by the Engineer. 43 44 As the finishing machine progresses along the placed concrete, the surface shall be 45 given a final finish by texturing with a comb perpendicular to the center line of the 46 bridge. The texture shall be applied immediately behind the finishing machine. The 47 comb shall consist of a single row of metal tines capable of producing 1/8 inch wide 48 striations approximately 0.015 foot in depth at approximately 1/2-inch spacing. The 49 combs may be operated manually or mechanically, either singly or in gangs (several 50 combs placed end to end). This operation shall be done in a manner that will minimize 51 the displacement of the aggregate particles. The texture shall not extend into areas 1 within 2 feet of the curb line. The non-textured concrete within 2 feet of the curb line 2 shall be hand finished with a steel or magnesium trowel. 3 4 Screed rails and construction dams shall be separated from the newly placed concrete 5 by passing a pointing trowel along the inside surfaces of the rails or dams. Care shall 6 be exercised to ensure that this trowel cut is made for the entire depth and length of 7 rails or dams after the concrete has stiffened sufficiently that it does not flow back. 8 9 After the burlap cover has been removed and the concrete surface has dried, but 10 before opening to traffic, all joints and visible cracks shall be filled and sealed with a 11 high molecular weight methacrylate resin (HMWM). Cracks 1/16 inch and greater in 12 width shall receive two applications of HMWM. Immediately following the application of 13 HMWM, the wetted surface shall be coated with sand for abrasive finish. 14 15 6-09.3(13) Curing Concrete Overlay 16 As the texturing portion of the finishing operation progresses, the concrete shall be 17 immediately covered with a single layer of clean, new or used, wet burlap. The burlap 18 shall have a maximum width of six feet. The Engineer will determine the suitability of 19 the burlap for reuse, based on the cleanliness and absorption ability of the burlap. Care 20 shall be exercised to ensure that the burlap is well drained and laid flat with no wrinkles 21 on the deck surface. Adjacent strips of burlap shall have a minimum overlap of six 22 inches. 23 24 Once in place the burlap shall be lightly fog sprayed with water. A separate layer of 25 white, reflective type polyethylene sheeting shall immediately be placed over the wet 26 burlap. The concrete shall then be wet cured by keeping the burlap wet for a minimum 27 of 42 hours after which the polyethylene sheeting and burlap may be removed. 28 29 Traffic shall not be permitted on the finished concrete until the specified curing time is 30 satisfied and until the concrete has reached a minimum compressive strength of 3,000 31 psi as verified by rebound number determined in accordance with ASTM C 805. 32 33 6-09.3(14) Checking for Bond 34 After the requirements for curing have been met, the entire overlaid surface shall be 35 sounded by the Contractor, in a manner approved by and in the presence of the 36 Engineer, to ensure total bond of the concrete to the bridge deck. Concrete in 37 unbonded areas shall be removed and replaced by the Contractor with the same 38 modified concrete as used in the overlay at no additional. expense to the Contracting 39 Agency. All cracks, except those that are significant enough to require removal, shall 40 be thoroughly filled and sealed as specified in Section 6-09.3(12). 41 42 After the curing requirements have been met, the Contractor may use compressed air 43 to accelerate drying of the deck surface for crack identification and sealing. 44 45 6-09.4 Measurement 46 Scarifying concrete surface will be measured by the square yard of surface actually 47 scarified. 48 49 Modified concrete overlay will be measured by the cubic foot of material placed. For 50 latex modified concrete overlay, the volume will be determined by the theoretical yield of 51 the design mix and documented by the counts of the cement meter less waste. For 52 both microsilica modified concrete overlay and fly ash modified concrete overlay, the 1 volume will be determined from the concrete supplier's Certificate of Compliance for 2 each batch delivered less waste. Waste is defined as the following: 3 4 1. Material not placed. 5 6 2. Material placed in excess of six inches outside a longitudinal joint or 7 transverse joint. 8 9 Finishing and curing modified concrete overlay will be measured by the square yard of 10 overlay surface actually finished and cured. 11 12 When further deck preparation is measured by volume, it will be measured by the cubic 13 foot of material placed. When latex modified concrete overlay is used as the repair 14 material, the volume will be determined by the theoretical yield of the design mix and 15 documented by the counts of the cement meter less waste. When either microsilica 16 modified concrete overlay, fly ash modified concrete overlay, or concrete Class M are 17 used as the repair material, the volume will be determined from the concrete supplier's 18 Certificate of Compliance for each batch delivered less waste. 19 , 20 6-09.5 Payment 21 Payment will be made in accordance with Section 1-04.1, for each of the following bid 22 items that are included in the bid proposal: 23 24 "Scarifying Conc. Surface", per square yard. 25 The unit contract price per square yard for "Scarifying Conc. Surface" shall be full 26 pay for performing the work as specified, including testing and calibration of the 27 machines and tools used, containment, collection, and disposal of all water and 28 abrasives used and debris created by the scarifying operation, measures taken to 29 protect adjacent traffic from flying debris, and final cleanup following the scarifying 30 operation. 31 32 "Modified Conc. Overlay", per cubic foot. 33 The unit contract price per cubic foot for "Modified Conc. Overlay" shall be full pay 34 for furnishing the modified concrete overlay. 35 36 "Finishing and Curing Modified Conc. Overlay", per square yard. 37 The unit contract price per square yard for "Finishing and Curing Modified Conc. 38 Overlay" shall be full pay for performing the work as specified, including placing, 39 finishing, and curing the modified concrete overlay, checking for bond, and sealing 40 all cracks. 41 42 "Further Deck Preparation", per cubic foot. 43 When "Further Deck Preparation" is measured by volume, the unit contract price 44 per cubic foot for "Further Deck Preparation" shall be full pay for performing the 45 work as specified, including removing and disposing of the concrete within the 46 repair area, and furnishing, placing, finishing, and curing the repair concrete. 47 48 "Further Deck Preparation", force account. 49 When "Further Deck Preparation" is not measured by volume, payment for the 50 work required will be by force account in accordance with Section 1-09.6. For the 51 purpose of providing a common proposal for all bidders, the Contracting Agency 1 has entered an amount for the item "Further Deck Preparation" in the bid proposal 2 to become a part of the total bid by the Contractor. 3 4 SECTION 6-10, CONCRETE BARRIER 5 August 5, 2002 6 6-10.3(2) Cast-In-Place Concrete Barrier 7 This section is revised to read: 8 9 Forms for cast-in-place barrier shall be made of steel or of exterior plywood coated with 10 plastic. The Contractor may construct the barrier by the slip-form method. 11 12 The barrier shall be made of Class 4000 concrete that meets the requirements of 13 Section 6-02, except that the fine aggregate gradation used for slip form barrier may be 14 either Class 1 or 2. The Contractor may use Portland cement Type III at no additional 15 expense to the Contracting Agency. 16 17 In addition to the steel reinforcing bar tying and bracing requirements specified in 18 Section 6-02.3(24) C, the Contractor may also place small amounts of concrete to aid in 19 holding the steel reinforcing bars in place. These small amounts of concrete shall be 20 not more than two cubic feet in volume, and shall be spaced at a minimum of ten-foot 21 intervals within the steel reinforcement cage. These small amounts of concrete shall be 22 consolidated and shall provide two inches minimum clearance to the steel reinforcing 23 bars on the outside face of the barrier. All spattered and excess mortar and concrete 24 shall be removed from the steel reinforcing bars prior to slip-form casting. 25 26 Barrier expansion joints shall be spaced at 96-foot intervals, and dummy joints shall be 27 spaced at 12-foot intervals unless otherwise specified in the contract. 28 29 Immediately after removing the forms, the Contractor shall complete any finishing work 30 needed to produce a uniformly smooth, dense surface. The surface shall have no rock 31 pockets and no holes larger than % inch across. The barrier shall be cured and 32 finished in accordance with Section 6-02.3(11) A. 33 34 The maximum allowable deviation from a 10-foot straightedge held longitudinally on all 35 surfaces shall be % inch. For single sloped barrier the maximum allowable deviation 36 from a straightedge held along the vertical sloped face of the barrier shall be % inch. 37 38 At final acceptance of the project, the barrier shall be free from stains, smears, and any 39 discoloration. 40 41 6-10.3(7) Concrete Barrier Berm Type 1 42 This section including title is revised to read: 43 44 6-10.3(7) Vacant 45 46 6-10.4 Measurement 47 The statement "Concrete barrier berms will be measured per each for each berm installed." 48 Is deleted. 49 1 6-10.5 Payment 2 The bid item ("Conc. Barrier Berms Type 1", per each.) is deleted. 3 4 SECTION 7-01, DRAINS 5 April 1, 2002 6 7-01.2 Materials 7 In the first paragraph, "Corrugated Polyethylene (PE) Drain Pipe, 8-inch diameter maximum" 8 is revised to read: 9 10 Corrugated Polyethylene (PE) Drain Pipe, 10-inch diameter maximum 11 ,12 "Corrugated Polyethylene (PE) Drain Pipe, 12-inch through 24-inch diameter maximum" is 13 revised to read: 14 15 Corrugated Polyethylene (PE) Drain Pipe, 12-inch through 36-inch diameter maximum 16 17 SECTION 7-02, CULVERTS ' 18 January 7, 2002 19 7-02.2 Materials 20 In the chart "Culvert Pipe Schedules", the following is revised: 21 22 In the column "Schedule (Fill Height)", the symbol 0 is revised to ' (feet). 23 24 In the columns "Steel", and "Aluminum", the symbol 0 is revised to " (inches). 25 26 In note 2. The symbol 0 is revised to " (inches). 27 28 SECTION 7-04, STORM SEWERS 29 April 1, 2002 30 7-04.3(1)F Low Pressure Air Test for Storm Sewers Constructed of Non Air- 31 Permeable Materials 32 This section is supplemented with the following: 33 34 Reaches of thermoplastic pipe containing no joints shall be exempt from testing 35 requirements. 36 37 SECTION 7-05, MANHOLES, INLETS, CATCH BASINS, AND DRYWELLS 38 April 1, 2002 39 7-05.2 Materials 40 The referenced section for Gravel Backfill for Drywells is revised to 9-03.12(5). 41 42 In the first paragraph, "Precast Concrete Catch Basis" is revised to read: 43 44 Precast Concrete Catch Basins 45 1 SECTION 7-08, GENERAL PIPE INSTALLATION REQUIREMENTS 2 April 1, 2002 3 7-08.4 Measurement 4 The fifth paragraph is revised to read: 5 6 Embankment construction before pipe placement under the applicable provisions of 7 Section 7-08.3(1)A will be measured in accordance with Section 2-03. 8 9 SECTION 7-09, PIPE AND FITTINGS FOR WATER MAINS 10 August 5, 2002 11 This section including title is revised in its entirety to read: 12 13 SECTION 7-09, WATER MAINS 14 15 7-09.1 Description 16 This work shall consist of constructing water mains 16 inches in diameter and smaller in 17 accordance with the Plans, these Standard Specifications, the Special Provisions and 18 the Standard Plans, at the location shown on the Plans. 19 20 7-09.1(1) Definitions 21 22 7-09.1(1)A Trench Widths 23 Trench width is from trench wall to trench wall, outside of shoring. 24 25 7-09.1(1)B Unsuitable Material 26 Material removed because it is unsatisfactory for foundations is defined as unsuitable 27 foundation material. 28 29 Material removed in trenching which is unsuitable for replacement in the backfill is 30 defined as unsuitable backfill material. 31 32 7-09.1(1)C Gravel Backfill for Pipe Zone Bedding 33 Gravel backfill for pipe zone bedding is the method or material used to transmit load 34 from the pipe into the foundation or into the sidewall support. 35 36 7-09.1(1)D Pipe Zone Backfill 37 Pipe zone backfill includes material placed above the gravel backfill for pipe zone 38 bedding up to the depths shown on the Standard Plans. 39 40 7-09.1(1)E Trench Backfill 41 Trench backfill includes materials placed above the pipe zone backfill. Trench backfill 42 within the roadway prism shall extend up to the underside of the pavement or surfacing 43 materials. Trench backfill outside the roadway prism shall extend up to original ground 44 or finished grade. 45 46 7-09.2 Materials 47 Materials shall meet the requirements of the following sections: 48 1 Pipe for main line: 9-30.1 2 Ductile Iron Pipe 9-30.1(1) 3 Steel Pipe (6 inches and over) 9-30.1(4)A 4 Polyvinyl Chloride (PVC) Pressure Pipe 5 (4 inches and over) 9-30.1(5)A 6 Polyvinyl Chloride (PVC) Pressure Pipe 7 (under 4 inches) 9-30.1(5)6 8 Polyethylene (PE) Pressure Pipe (4 inches and over) 9-30.1(6) 9 10 Fittings for Main Lines: 9-30.2 11 Ductile Iron Pipe 9-30.2(1) 12 Steel Pipe (6 inches and over) 9-30.2(4)A 13 Polyvinyl Chloride (PVC) Pipe (4 inches and over) 9-30.2(5)A 14 Polyvinyl Chloride (PVC) Pipe (under 4 inches) 9-30.2(5)B 15 Restrained Joints 9-30.2(6) 16 Bolted, Sleeve—Type Couplings for Plain End Pipe 9-30.2(7) 17 Restrained Flexible Couplings 9-30.2(8) 18 Grooved and Shouldered Joints 9-30.2(9) 19 Polyethylene (PE) Pipe (4 inches and over) 9-30.2(10) 20 Fabricated Steel Mechanical Slip—Type Expansion 21 Joints 9-30.2(11) 22 '23 Appurtenancues: 24 Concrete Blocking 6-02.3(2)B 25 Detectable Marking Tape 9-15.18 ' 26 Blow Off Assemblies 9-30.1, 9-30.2, 9- 27 30.3, 9-30.6 28 Polyethylene Encasement 9-30.1(2) , 29 Steel Pipe (4 inches and under) 9-30.1(4)B 30 Fittings for Steel Pipe (4 inches and under) 9-30.2(4)B 31 32 Aggregates: 33 Foundation Material 9-03.17, 34 9-03.18 35 Gravel Backfill for Pipe Zone Bedding 9-03.12(3) 36 Pipe Zone Backfill 9-03.19 37 Trench Backfill 9-03.15 or N 38 9-03.19 39 40 It is not intended that materials listed herein are to be necessarily considered equal or 41 generally interchangeable for all applications. Those suitable for the project shall be 42 specified in the Special Provisions or shown on the Plans. 43 44 The pipe manufacturer shall test all pipe and fittings as required by these Standard 45 Specifications and the standards referenced. The pipe manufacturer shall submit to the rl 46 Engineer two (2) copies of all test results including a written certification that material to 47 be delivered is represented by the samples tested and that such delivered materials 48 meet or exceed the specified requirements. No pipe shall be delivered until test results 49 and certifications are in the hands of the Engineer. 50 1 The Engineer shall have free access to all testing and records pertaining to material to 2 be delivered to the job site. The Engineer may elect to be present at any or all material 3 testing operations. 4 5 The basis of acceptance shall be a certificate of compliance as described in Section 6 1-06.3, accompanied by two (2) copies of pressure test results of the pipe or fittings 7 involved. 8 9 7-09.3 Construction Requirements 10 11 7-09.3(1) General 12 Trench excavation required for the installation of water mains and appurtenances shall 13 be unclassified. Material excavated from trenches and piled adjacent to the trench or in 14 a roadway or public thoroughfare shall be piled and maintained so that the toe of the 15 slope of the spoil material is at least 2 feet from the edge of the trench. It shall be piled 16 in a manner to prevent surface water from flowing into the excavation and in a manner 17 that will cause a minimum of inconvenience to public travel. Free access shall be 18 provided to all fire hydrants, water valves, and meters; and clearance shall be left to 19 enable the free flow of storm water in gutters, conduits, and natural watercourses. 20 21 7-09.3(2) Ungraded Streets 22 On ungraded streets, when grading is not called for in the Contract, the depth of trench 23 excavation shall be as shown on the Plans and as staked. 24 25 Where the Plans show the pipe is to be laid above the existing ground surface, an 26 embankment fill shall be made and compacted to conform with the section shown on 27 the Plans, and the water main trench shall be excavated therein. That portion of the 28 embankment below the bottom of the pipe shall be compacted with rollers or 29 mechanical compactors under controlled moisture conditions as required under Method 30 B of Section 2-03.3(14)C. 31 32 7-09.3(3) Clearing and Grubbing in Ungraded Streets 33 On ungraded streets, where clearing and grubbing is not called for in the Contract, the 34 area to be excavated or filled shall be cleared and grubbed by the Contractor. This 35 work shall consist of the removal and disposal of logs, stumps, roots, brush, and other 36 refuse within 5 feet of the centerline of the pipe. Such material shall be disposed of in 37 accordance with the Special Provisions. 38 39 7-09.3(4) Removal of Existing Street Improvements 40 Removal of existing street improvements and pavement from driveways and sidewalks 41 shall be performed as specified in Section 2-02. Stockpiling of waste materials along 42 the trench shall not be allowed. 43 44 7-09.3(5) Grade and Alignment 45 The location of blow off assemblies and combination air release/air vacuum valves are 46 shown on the Plans. 47 48 The Contractor shall verify the locations and establish the depth of the existing water 49 mains at the points where connections are to be made prior to trenching for the 50 pipelines. The profile shall be adjusted so no new high spots or low spots are created 51 between the connection points to the existing water mains. 1 2 The depth of trenching for water mains shall be such as to give a minimum cover of 36 3 inches over the top of the pipe unless otherwise specified in the Special Provisions. 4 Deeper excavation may be required due to localized breaks in grade, or to install the 5 new main under existing culverts or other utilities where necessary. Where the profile 6 of the pipeline and the ground surface is shown on the Plans, the pipeline shall be laid 7 to the elevation shown regardless of depth. The excavation shall be to such depth that 8 the minimum cover over valve operating nuts shall be 1 foot. 9 10 7-09.3(6) Existing Utilities 11 Existing utilities of record, except services, are shown on the Plans. These are shown 12 for convenience only, and the Engineer assumes no responsibility for improper 13 locations or failure to show utility locations on the Plans. 14 15 When utility services occupy the same space as the new water main, the Contractor ' 16 shall complete necessary excavation to fully expose such services. The Contractor 17 shall protect said services, and work around them during excavating and pipe laying 18 operations. Any damages to services resulting from the Contractor's operation shall be 19 reported to the appropriate utility. Such damage shall be repaired at the Contractor's 20 expense. 21 22 7-09.3(7) Trench Excavation ' 23 The Contractor shall perform excavation of every description and in whatever materials 24 encountered to the depth indicated on the Plans or specified in the Special Provisions. 25 Excavations shall be made by open cut unless otherwise provided for. Trenches shall 26 be excavated to true and smooth bottom grades and in accordance with the lines given 27 by the Engineer or shown on the Plans. The trench bottom shall provide uniform 28 bearing and support for each length of pipe. 29 30 Bell holes shall be excavated to the extent necessary to permit accurate work in making 31 and inspecting the joints. The banks of the trenches shall be kept as nearly vertical as 32 soil conditions will permit, and where required to control trench width or to protect 33 adjacent structures, the trench shall be sheeted and braced. Trench widths to 1 foot 34 above the top of the pipe shall not exceed 30 inches maximum or 1'/2 times the outside 35 diameter of the pipe plus 18 inches whichever is greater. Standard excavating 36 equipment shall be adjusted so as to excavate the narrowest trench possible. 37 38 Trench excavation shall not be more than 400 feet ahead of the pipe laying operation 39 and trenches shall be closed up at the end of the day. 40 41 The Contractor shall exercise sound engineering and construction practices in 42 excavating the trench and maintaining the trench so that no damage will occur to any 43 foundation, structure, pole line, pipe line, or other facility because of slough or slopes, 44 or from any other cause. If, as a result of the excavation, there is disturbance of the 45 ground, which may endanger other property, the Contractor shall immediately take 46 remedial action at no additional expense to the Contracting Agency. No act, 47 representation, or instruction of the Engineer shall in any way relieve the Contractor 48 from liability for damages or costs that result from trench excavation. 49 50 Care shall be taken not to excavate below the depth specified. Excavation below that 51 depth shall be backfilled with foundation material and compacted as specified herein. 52 1 If workers have to enter any trench or other excavation 4 feet or more in depth that 2 does not meet the open pit requirements of Section 2-09.3(3)6, it shall be shored. The 3 Contractor alone shall be responsible for worker safety, and the Contracting Agency 4 assumes no responsibility. 5 6 Upon completing the work, the Contractor shall remove all shoring unless the Plans or 7 the Engineer direct otherwise. 8 9 7-09.3(7)A Dewatering of Trench 10 Where water is encountered in the trench, it shall be removed during pipe-laying 11 operations and the trench so maintained until the ends of the pipe are sealed and 12 provisions are made to prevent floating of the pipe. Trench water or other deleterious 13 materials shall not be allowed to enter the pipe at any time. 14 15 7-09.3(7)6 Rock Excavation 16 Rock excavation shall cover the removal and disposal of rock that requires systematic 17 drilling and blasting for its removal, and also boulders exceeding '/z cubic yard. Ledge 18 rock, boulders, or stones shall be removed to provide a minimum clearance of 4 inches 19 under the pipe. 20 21 Hardpan, hard clay, glacial till, sandstone, siltstone, shale, or other sedimentary rocks, 22 which are soft, weathered, or extensively fissured will not be classified as rock 23 excavation. Rock is defined as one which has a modulus of elasticity of more than 24 200,000 psi or unconfined compressive strength at field moisture content of more than 25 2,000 psi. 26 27 Materials removed shall be replaced with gravel backfill for pipe zone bedding, pipe 28 zone backfill or trench backfill as designated by the Engineer. 29 30 7-09.3(7)C Extra Trench Excavation 31 Changes in grades of the water main from those shown on the Plans, or as provided in 32 the Special Provisions, may be necessary because of unplotted utilities, or for other 33 reasons. If, in the opinion of the Engineer, it is necessary to adjust, correct, relocate, or 34 in any way change the line and grade, such changes shall be made by the Contractor 35 under the terms of these Standard Specifications. 36 37 When pipeline grade is lowered in excess of 1 foot below the grade indicated on the 38 Plans, the Contractor shall make such extra excavation as necessary. 39 40 When the pipeline horizontal alignment is changed by more than 1 foot from the line 41 indicated on the Plans, after the trench has been excavated, the Contractor shall 42 excavate the trench at the changed location and backfill and compact the previous 43 trench. 44 45 Additional excavation so required will be classified as extra trench excavation. 46 47 7-09.3(8) Removal and Replacement of Unsuitable Materials 48 Whenever in excavating the trench for water mains, the bottom of the trench exposes 49 peat, soft clay, quicksand, or other unsuitable foundation material, such material shall 50 be removed to the depth directed by the Engineer and backfilled with foundation 51 material. When determined by the Engineer that silty soils or fine sandy soils are 1 encountered, Class C foundation material shall be required. Silty soils or fine sandy 2 soils usually flow in the presence of a stream of water. When determined by the 3 Engineer that clays, peats, or other soft materials are encountered that become 4 saturated with water, but do not break down into fine particles and flow, Class A or 5 Class B foundation material shall be required. 6 7 Material removed from the trench that is unsuitable for trench backfill shall be removed 8 and hauled to a waste site. If material is not available within the limits of the project for 9 backfilling the trench, the Contractor shall furnish trench backfill meeting the 10 requirements of Section 9-03.12(3) or 9-03.19 as required. 11 12 Unsuitable material shall be loaded directly into trucks and hauled to a waste site 13 obtained by the Contractor. Stockpiling of unsuitable material at the project site shall 14 not be allowed. 15 '16 7-09.3(9) Bedding the Pipe 17 Gravel backfill for pipe zone bedding shall be select granular material free from wood 18 waste, organic material, and other extraneous or objectionable materials and shall have ' 19 a maximum dimension of 1-1/2 inches. Gravel backfill for pipe zone bedding shall be 20 placed to the depths shown on Standard Plan B-11. Gravel backfill for pipe zone 21 bedding shall be rammed and tamped around the pipe to 95 percent of maximum 22 density by approved hand-held tools, so as to provide firm and uniform support for the ' 23 full length of the pipe, valves, and fittings. Care shall be taken to prevent any damage 24 to the pipe or its protective coating. 25 ,26 7-09.3(10) Backfilling Trenches 27 Prior to backfilling, form lumber and debris shall be removed from the trench. Sheeting 28 used by the Contractor shall be removed just ahead of the backfilling. 29 30 Backfill up to 12 inches over the top of the pipe shall be evenly and carefully placed. 31 Materials capable of damaging the pipe or its coating shall be removed from the backfill 32 material. The remainder of the material shall be placed by dumping into the trench by 33 any method at the option of the Contractor, and shall be compacted as specified 34 hereinafter. 35 36 A minimum 3-inch sand cushion shall be placed between the water main and existing 37 pipelines or other conduits when encountered during construction and as directed by 38 the Engineer. 39 40 7-09.3(11) Compaction of Backfill 41 Backfill shall be compacted to at least 95 percent of maximum density as specified in 42 Section 2-03.3(14)D. 43 44 At locations where paved streets, roadway shoulders, driveways, or sidewalks will be 45 constructed or reconstructed over the trench, the backfill shall be spread in layers and 46 be compacted by mechanical tampers. In such cases, the backfill material shall be 47 placed in successive layers not exceeding 6 inches in loose thickness, and each layer 48 shall be compacted with mechanical tampers to the density specified herein. 49 Mechanical tampers shall be of the impact type as approved by the Engineer. 50 1 7-09.3(12) General Pipe Installation 2 Pipe shall be installed in accordance with the manufacturer's printed specifications and 3 instructions, and to the standards of the AWWA for installing the type of pipe used. 4 The Contractor shall provide tools and equipment, including any special tools required 5 for installing each particular type of pipe used. 6 7 Short lengths of pipe supplied by the manufacturer shall be used whenever possible to 8 provide the proper spacing of valves, tees, or special fittings. 9 10 7-09.3(13) Handling of Pipe 11 Pipe shall be handled in a manner that will prevent damage to the pipe, pipe lining, or 12 coating. Pipe and fittings shall be loaded and unloaded using hoists and slings in a 13 manner to avoid shock or damage, and under no circumstances shall they be dropped, 14 skidded, or rolled against other pipe. If any part of the coating or lining is damaged, 15 repair thereof shall be made by the Contractor at no additional expense to the 16 Contracting Agency and in a manner satisfactory to the Engineer. Damaged pipe shall 17 be rejected, and the Contractor shall immediately place damaged pipe apart from the 18 undamaged and shall remove the damaged pipe from the site within 24 hours. 19 20 Threaded pipe ends shall be protected by couplings or other means until laid. 21 22 Pipe and fittings shall be inspected for defects. 23 24 Dirt or other foreign material shall be prevented from entering the pipe or pipe joint 25 during handling or laying operations, and any pipe or fitting that has been installed with 26 dirt or foreign material in it shall be removed, cleaned, and re-laid. At times when pipe 27 laying is not in progress, the open ends of the pipe shall be closed by a watertight plug 28 or by other means approved by the Engineer to ensure cleanliness inside the pipe. 29 30 7-09.3(14) Cutting Pipe 31 Whenever it becomes necessary to cut a length of pipe, the cut shall be made by 32 abrasive saw or by a special pipe cutter. Pipe ends shall be square with the longitudinal 33 axis of the pipe and shall be reamed and otherwise smoothed so that good connections 34 can be made. Threads shall be cleanly cut. Oxyacetylene torch cutting of ductile iron 35 pipe shall not be allowed. 36 37 7-09.3(15) Laying of Pipe on Curves 38 39 7-09.3(15)A Ductile Iron Pipe 40 Long radius curves, either horizontal or vertical, may be laid with standard pipe lengths 41 by deflecting the joints. If the pipe is shown curved on the Plans and no special fittings 42 are shown, the Contractor can assume that the curves can be made by deflecting the 43 joints with standard lengths of pipe. If shorter lengths are required, the Plans will 44 indicate maximum lengths that can be used. The amount of deflection at each pipe 45 joint when pipe is laid on a horizontal or vertical curve shall not exceed the 46 manufacturer's printed recommended deflections. 47 48 Where field conditions require deflection or curves not anticipated by the Plans, the 49 Engineer will determine the methods to be used. No additional payment will be made 50 for laying pipe on curves as shown on the Plans, or for field changes involving standard 51 lengths of pipe deflected at the joints. When special fittings not shown on the Plans are 1 required to meet field conditions, additional payment will be made for special fittings as 2 provided in Section 1-09.6. 3 4 When rubber gasketed pipe is laid on a curve, the pipe shall be jointed in a straight 5 alignment and then deflected to the curved alignment. Trenches shall be made wider 6 on curves for this purpose. 7 8 7-09.3(15)B Polyvinyl Chloride (PVC) Pipe (4 Inches and Over) 9 PVC pipe may be bent to allow for slight changes in direction. The minimum bending IL 10 radius shall be as follows: 11 Size Minimum Bending Radius ' 4-inch 125 feet 6-inch 175 feet 8-inch 225 feet ' 10-inch 275 feet 12-inch 325 feet 14-inch 400 feet 12 13 Axial deflection at the pipe joints shall not be allowed. 14 15 For 16-inch diameter pipe, changes in direction may be accomplished by axial 16 deflection of the pipe joint. The maximum axial deflection allowed at each joint is one 17 degree. For changes in direction greater than one degree per pipe joint, fittings shall 18 be used. 19 20 7-09.3(16) Cleaning and Assembling Joint 21 The pipe ends, couplings, fittings, and appurtenances shall be cleaned to remove oil, 22 grit, or other foreign matter from the joint. Care shall be taken to keep the joint from 23 contacting the ground. 24 25 Pipe not furnished with a depth mark shall be marked before assembly to ensure visual 26 observation of the work. 27 28 7-09.3(17) Laying Ductile Iron Pipe with Polyethylene Encasement 29 Where shown on the Plans, the Contractor shall lay ductile iron pipe with a polyethylene 30 encasement. Pipe and polyethylene encasement shall be installed in accordance with 31 AWWA C105. 32 33 7-09.3(18) Coupled Pipe 4 Inches in Diameter and Larger 34 Joints for steel pipe shall be bell and spigot or welded as specified in the Special 35 Provisions. 36 37 Component parts of couplings, rings, and bells shall receive a protective coating in the 38 same manner as specified for the steel pipe. Bolts and nuts, exposed edges, and 39 flanges shall, after installation, be covered with coal-tar protective coating conforming to 40 AWWA C203 or other coating approved by the Engineer. 41 42 Steel pipe 4 inches and larger for above-ground service shall be coupled with flanges, 43 compression type or grooved type couplings. 44 1 Pipe for outdoor service above ground shall be protected with a coal-tar protective 2 coating conforming to AWWA C203 or other coating approved by the Engineer. 3 4 7-09.3(19) Connections 5 6 7-09.3(19)A Connections to Existing Mains 7 Connections to the existing water main shall not be made without first making the 8 necessary scheduling arrangements with the Engineer in advance. Work shall not be 9 started until all the materials, equipment, and labor necessary to properly complete the 10 work are assembled on the site. 11 12 Existing water mains shall be cut by the Contractor unless otherwise specified in the 13 Special Conditions. The Contractor shall remove the portions of pipe to provide for the 14 installation of the required fittings at the points of connection. Damage caused by the 15 Contractor's operations to existing joints in piping to remain in-service shall be repaired 16 by the Contractor at no additional expense to the Contracting Agency. The Contractor 17 shall determine the exact length of the existing water main that must be removed. The 18 pipe ends shall be beveled to prevent damage to the transition coupling gasket during 19 installation of the coupling. The exterior of the existing pipe end shall be cleaned to a 20 sound, smooth finish before installation of the coupling. 21 22 Transition couplings shall be installed by the Contractor and shall be provided with a 23 plastic film wrap. The plastic film wrap shall be wrapped loosely around the pipe, 24 fittings, and couplings, and secured with 2-inch-wide polyethylene adhesive tape. 25 Pipelines in which the couplings are installed shall be wrapped a minimum of 3 feet on 26 each side of the coupling. Joints or seams in the plastic film wrap shall be made using 27 the 2-inch-wide polyethylene adhesive tape. The plastic film wrap need not be 28 watertight, but no part of the pipe or coupling shall be exposed to the backfill. Care 29 shall be exercised during backfilling to prevent the plastic film wrap from being 30 punctured or otherwise damaged. Plastic film wrap and its installation shall conform to 31 AWWA C105 except as modified herein. 32 33 Once work is started on a connection, it shall proceed continuously without interruption 34 and as rapidly as possible until completed. No shutoff of mains will be permitted 35 overnight, over weekends, or on holidays. 36 37 If the connection to the existing system involves turning off the water, the Contractor 38 shall be responsible for notifying the residents affected by the shutoff. The Engineer 39 will advise which property owners are to be notified. 40 41 The Contractor may be required to perform the connection during times other than 42 normal working hours. The Contractor shall not operate any valves on the existing 43 system without specific permission of the Engineer. 44 45 The types of connections are varied and suggested piping arrangements have been 46 shown on the Plans. For the installation of these connections, the surfaced portion of 47 the roadway shall not be penetrated unless the connecting point is directly under it. For 48 connection by any other method, the Contractor shall furnish a detailed sketch for 49 approval not less than two weeks prior to the expected construction. 50 1 7-09.3(19)B Maintaining Service 2 Where existing services are to be transferred from old to new mains, the Contractor 3 shall plan and coordinate its work with that of the Utility so that service will be resumed 4 with the least possible inconvenience to customers. 5 6 To supply customers with water during the construction of a water main project where 7 any section of the pipe has passed satisfactory hydrostatic and bacteriological tests, the 8 Utility reserves the right to tap corporation stops into the section of new pipe and install 9 service connections at such locations as the Utility may elect. The installation of any 10 such service connections by the Utility shall not be construed by the Contractor as an 11 acceptance by the Contracting Agency of any part of the work required under the 12 Contract. 13 14 7-09.3(20) Detectable Marking Tape 15 Detectable marking tape shall be installed over nonmetallic water lines including ' 16 services lines. The tape shall be placed approximately 1 foot above the top of the line 17 and shall extend its full length. Detectable marking tape shall meet the requirements of 18 Section 9-15.18. 19 20 7-09.3(21) Concrete Thrust Blocking 21 Concrete thrust blocking, as detailed on the Plans, shall be placed at bends, tees, dead , 22 ends, and crosses. Blocking shall be commercial concrete meeting the requirement of 23 Section 6-02.3(2)B poured in place. 24 25 Concrete blocking shall bear against solid undisturbed earth at the sides and bottom of 26 the trench excavation and shall be shaped so as not to obstruct access to the joints of 27 the pipe or fittings. 28 29 7-09.3(22) Blowoff Assemblies 30 Blowoff Assemblies shall be constructed at the locations shown on the Plans and in 31 accordance with the Standard Plans. 32 33 7-09.3(23) Hydrostatic Pressure Test 34 Water main appurtenances and service connections to the meter setter shall be tested 35 in sections of convenient length under a hydrostatic pressure equal to 150 psi in excess 36 of that under which they will operate or in no case shall the test pressure be less than 37 225 psi. Pumps, gauges, plugs, saddles, corporation stops, miscellaneous hose and 38 piping, and measuring equipment necessary for performing the test shall be furnished 39 and operated by the Contractor. 40 41 Sections to be tested shall normally be limited to 1,500 feet. The Engineer may require ,, 42 that the first section of pipe, not less than 1,000 feet in length, installed by each of the 43 Contractor's crews, be tested in order to qualify the crew and the materials. Pipe laying 44 shall not be continued more than an additional 1,000 feet until the first section has been 45 tested successfully. 46 47 The pipeline shall be backfilled sufficiently to prevent movement of the pipe under 48 pressure. Thrust blocks shall be in place and time allowed for the concrete to cure 49 before testing. Where permanent blocking is not required, the Contractor shall furnish 50 and install temporary blocking and remove it after testing. 51 1 The mains shall be filled with water and allowed to stand under pressure a sufficient 2 length of time to allow the escape of air and allow the lining of the pipe to absorb water. 3 The Contracting Agency will furnish the water necessary to fill the pipelines for testing 4 purposes at a time of day when sufficient quantities of water are available for normal 5 system operation. 6 7 The test shall be accomplished by pumping the main up to the required pressure, 8 stopping the pump for 15 minutes, and then pumping the main up to the test pressure 9 again. During the test, the section being tested shall be observed to detect any visible 10 leakage. 11 12 A clean container shall be used for holding water for pumping up pressure on the main 13 being tested. This makeup water shall be sterilized by the addition of chlorine to a 14 concentration of 50 mg/I. 15 16 The quantity of water required to restore the pressure shall be accurately determined by 17 pumping through a positive displacement water meter. The meter shall be approved by 18 the Engineer. Acceptability of the test will be determined as follows: 19 20 L = SQ4P 21 266,400 22 23 The quantity of water lost from the main shall not exceed the number of gallons per 24 hour as determined by the formula: 25 26 in which 27 28 L = allowable leakage, gallons/hour 29 D = nominal diameter of the pipe in inches 30 P = test pressure during the leakage test (psi) 31 S = gross length of pipe tested, feet 32 33 There shall not be an appreciable or abrupt loss in pressure during the 15 minute test 34 period. 35 36 Pressure gauges used in the test shall be accompanied with certifications of accuracy 37 from a testing laboratory approved by the Engineer. 38 39 Any visible leakage detected shall be corrected by the Contractor regardless of the 40 allowable leakage specified above. Should the tested section fail to meet the pressure 41 test successfully as specified, the Contractor shall, at no additional expense to the 42 Contracting Agency, locate and repair the defects and then retest the pipeline. 43 44 Tests shall be made with the hydrant auxiliary gate valves open and pressure against 45 the hydrant valve. Each valve shall be tested by closing each in turn and relieving the 46 pressure beyond. This test of the valve will be acceptable if there is no immediate loss 47 of pressure on the gauge when the pressure comes against the valve being checked. 48 The Contractor shall verify that the pressure differential across the valve does not 49 exceed the rated working pressure of the valve. 50 1 Prior to calling out the Engineer to witness the pressure test, the Contractor shall have 2 all equipment set up completely ready for operation and shall have successfully 3 performed the test to ensure that the pipe is in satisfactory condition. 4 5 Defective materials or workmanship, discovered as a result of hydrostatic field test, 6 shall be replaced by the Contractor at no additional expense to the Contracting Agency. 7 Whenever it is necessary to replace defective material or correct the workmanship, the 8 hydrostatic test shall be re-run at the Contractor's expense until a satisfactory test is 9 obtained. 10 11 7-09.3(23)A Testing Extensions From Existing Mains 12 When an existing water main is extended with new pipe to a new valve and the distance ' 13 from the existing pipe to the new valve is 18 feet or less, the section of new pipe 14 installed between the new valve and the end of the existing main shall be made with 15 pretested, prechlorinated pipe, and no hydrostatic test will be required. When the 16 required hydrostatic tests are conducted in the new main section beyond the installed 17 new valve in the closed position, the normal pressure of the existing main may be 18 present against the other side of the new valve. 19 20 Where the distance between the end of an existing water main pipe extension to the 21 new valve is more than 18 feet, the connection of the new pipe to existing pipe shall not 22 be made until after hydrostatic tests have been made to the required pressure in both 23 directions against the new valve. This shall be accomplished by a temporary cap or 24 plug installed on the end of the new pipe, beyond the new valve, as close as possible to 25 the existing pipe for testing purposes. 26 27 The short length of pipe between the temporary cap or plug end with the new valve in 28 the closed position, with no hydrostatic pressure active on the opposite side of the 29 valve, shall be subjected to the required test pressure. The same test shall be made 30 against the other side of the new valve when that section of pipe is tested with no 31 hydrostatic pressure active in the short section of pipe toward the existing main. The 32 final connection to the existing main shall be made with pretested prechlorinated pipe. 33 34 7-09.3(23)6 Testing Section with Hydrants Installed 35 When hydrants are included with the section of main pipe to be tested, the testing shall 36 be conducted in three separate tests as follows: 37 38 Test No. 1 —Water main gate valves and hydrant auxiliary gate valves closed, with 39 the hydrant operating stem valves and hose ports wide open. 40 41 Test No. 2 — Water main gate valves and the hydrant operating the stem valves 42 tightly closed but the hydrant auxiliary gate valves and hose ports wide open. 43 44 Test No. 3 — Each hydrant shall be tested to the pressure indicated in 45 Section 7-09.3(23) with the hydrant auxiliary gate valve and hose ports closed and 46 the hydrant operating stem valve wide open. 47 48 7-09.3(23)C Testing Hydrants Installed on Existing Mains 49 For hydrants installed and connected to an existing main, the hydrant connection 50 including hydrant tee, connection pipe, and auxiliary gate valves, shall be installed with 51 pretested materials. 52 1 Before the hydrant connection is made to the existing main, the hydrant installation 2 shall be subjected to the hydrostatic Test No. 3 as specified in Section 7-09.3(23)B. 3 Hydrants installed and connected to an existing main shall have a satisfactory 4 bacteriological sample obtained following the hydrostatic test. 5 6 7-09.3(24) Disinfection of Water Mains 7 Before being placed into service, new water mains and repaired portions of, or 8 extensions to, existing mains shall be chlorinated and a satisfactory bacteriological 9 report obtained. In the event two unsatisfactory bacteriological reports are obtained on 10 a section of pipe, the Contractor shall revise his method of disinfection and the form of 11 applied chlorine. 12 13 7-09.3(24)A Flushing 14 Sections of pipe to be disinfected shall first be flushed to remove any solids or 15 contaminated material that may have become lodged in the pipe. If a hydrant is not 16 installed at the end of the main, then a tap shall be provided large enough to develop a 17 flow velocity of at least 2.5 fps in the water main. 18 19 Taps required by the Contractor for temporary or permanent release of air, chlorination 20 or flushing purposes shall be provided by the Contractor as part of the construction of 21 water mains. 22 23 Where dry calcium hypochlorite is used for disinfection of the pipe, flushing shall be 24 done after disinfection. 25 26 The Contractor shall be responsible for disposal of treated water flushed from mains 27 and shall neutralize the wastewater for protection of aquatic life in the receiving water 28 before disposal into any natural drainage channel. The Contractor shall be responsible 29 for disposing of disinfecting solution to the satisfaction of the Contracting Agency and 30 local authorities. If approved by the Engineer, disposal may be made to an available 31 sanitary sewer provided the rate of disposal will not overload the sewer. 32 33 7-09.3(24)B Requirement of Chlorine 34 Before being placed into service, new mains and repaired portions of, or extensions to, 35 existing mains shall be chlorinated so that a chlorine residual of not less than 25 mg/I 36 remains in the water after standing 24 hours in the pipe. The initial chlorine content of 37 the water shall be not less than 50 mg/I. 38 39 7-09.3(24)C Form of Applied Chlorine 40 Chlorine shall be applied by one of the methods which follow, to give a dosage of not 41 less than 50 mg/I of available chlorine. 42 43 7-09.3(24)D Dry Calcium Hypochlorite 44 As each length of pipe is laid, sufficient high test calcium hypochlorite (65-70% chlorine) 45 shall be placed inside the pipe to yield a dosage of not less than 50 mg/I available 46 chlorine, calculated on the volume of the water which the pipe and appurtenances will 47 contain. 48 49 The number of grams of 65% test calcium hypochlorite required for a 20-foot length of 50 pipe equals 51 1 0.008431 x d2 , fill 2 3 in which "d" is the diameter in inches. 4 5 7-09.3(24)E Liquid Chlorine 6 A chlorine gas-water mixture shall be applied by means of a solution-feed chlorinating 7 device, or the dry gas may be fed directly through proper devices for regulating the rate 8 of flow and providing effective diffusion of the gas into the water within the pipe being 9 treated. Chlorinating devices for feeding solutions of the chlorine gas, or the gas itself, 10 must provide means for preventing the backflow of water into the chlorine. 11 12 7-09.3(24)F Chlorine-Bearing Compoun4's in Water ' 13 A mixture of water and high-test calcium hypochlorite (65-70% Cl) may be substituted 14 for the chlorine gas-water mixture. The dry powder shall first be mixed as a paste and 15 then thinned to a 1 percent chlorine solution by adding water to give a total quantity of ' 16 7.5 gallons of water per pound of dry powder. This solution shall be injected in one end 17 of the section of main to be disinfected while filling the main with water. 18 19 7-09.3(24)G Sodium Hypochlorite 20 Sodium hypochlorite, commercial grade (12.5% Cl) or in the form of liquid household 21 bleach (5-6% Cl), may be substituted for the chlorine gas-water mixture. This liquid 22 chlorine compound may be used full strength or diluted with water and injected into the 23 main in correct proportion to the fill water so that dosage applied to the water will be at 24 least 50 mg/l. 25 26 7-09.3(24)H Point of Application 27 The point of application of the chlorinating agent shall be at the beginning of the 28 pipeline extension or any valved section of it, and through a corporation stop inserted in ' 29 the horizontal axis of the pipe. The water injector for delivering the chlorine-bearing 30 water into the pipe should be supplied from a tap on the pressure side of the gate valve 31 controlling the flow into the pipeline extension. Alternate points of applications may be 32 used when approved by the Engineer. 33 34 7-09.3(24)1 Rate of Application 35 Water from the existing distribution system, or other source of supply, shall be 36 controlled to flow very slowly into the newly-laid pipeline during application of the 37 chlorine. The rate of chlorine gas-water mixture or dry gas feed shall be in such 38 proportion to the rate of water entering the newly-laid pipe that the dosage applied to 39 the water will be at least 50 mg/I. 40 41 7-09.3(24)J Preventing Reverse Flow 42 No connections shall be made between the existing distribution system and pipelines 43 not disinfected that are constructed under this Contract without a State Department of 44 Health approved backflow preventer installed in the connecting line. 45 46 7-09.3(24)K Retention Period 47 Treated water shall be retained in the pipe at least 24 hours. After this period, the 48 chlorine residual at pipe extremities and at other representative points shall be at least 49 25 mg/l. 50 1 7-09.3(24)L Chlorinating Valves, Hydrants, and Appurtenances 2 In the process of chlorinating newly laid pipe, valves, hydrants, and other 3 appurtenances shall be operated while the pipeline is filled with the chlorinating agent _ 4 and under normal operating pressure. 5 6 7-09.3(24)M Chlorinating Connections to Existing Water Mains and Water 7 Service Connections 8 The chlorinating procedure to be followed shall be as specified in AWWA 9 Standard C651. All closure fittings shall be swabbed with a very strong chlorine 10 solution at least as strong as liquid household bleach (5-6% CI). 11 12 7-09.3(24)N Final Flushing and Testing 13 Following chlorination, treated water shall be flushed from the newly-laid pipe until the 14 replacement water throughout its length shows, upon test, the absence of chlorine. In 15 the event chlorine is normally used in the source of supply, then the tests shall show a 16 residual not in excess of that carried in the water supply system. 17 18 A sample tap shall be located ahead of the flushing hose for convenience and for 19 sanitary sampling. 20 21 Before placing the lines into service, a satisfactory report shall be received from the 22 local or State Health Department on samples collected from representative points in the 23 new system. Samples will be collected and bacteriological tests obtained by the 24 Engineer. 25 26 7-09.3(24)0 Repetition of Flushing and Testing 27 Should the initial treatment result in an unsatisfactory bacteriological test, the original 28 chlorination procedure shall be repeated by the Contractor until satisfactory results are 29 obtained. Failure to get a satisfactory test shall be considered as failure of the 30 Contractor to keep the pipe clean during construction, or to properly chlorinate the 31 main. 32 33 7-09.4 Measurement 34 Measurement for payment of pipe for water mains will be by the linear foot of pipe laid 35 and tested and shall be measured along the pipe through fittings, valves, and 36 couplings. 37 38 Measurement for payment of blowoff assembly will be per each. 39 40 No measurement shall be made for clearing and grubbing, removal of existing street 41 improvements, protection of existing utilities and services, trench excavation and pipe 42 zone backfill, pipe zone bedding, and compaction of backfill. 43 44 When listed as a pay item, rock excavation will be measured in its original position by 45 volume in cubic yards. The quantity measured for payment will include only the 46 material excavated from within the limits hereinafter defined. Any additional excavation 47 outside of these limits will be considered as having been made for the Contractor's 48 benefit, and all costs in connection with such excavation shall be included in the unit 49 contract prices for the various items of work. 50 1 The horizontal limits for measuring rock excavation will be the sides of the trench, 2 except no payment will be made for material removed outside of vertical planes 3 extended beyond the maximum trench widths, as specified in Section 7-09.3(7). 4 Vertical distances shall be measured from the upper surface of the rock to an elevation 5 6 inches below the underside of the pipe barrel, or to the lower surface of the rock, 6 whichever is less. Boulders exceeding one cubic yard in volume shall be paid for 7 according to their measured volume. 8 9 Removal of the extra trench excavation as defined in Section 7-09.3(7)C will be 10 measured by the cubic yard. The depth shall be the actual depth removed for the 11 changed line or grade in accordance with Section 7-09.3(5) or as directed by the 12 Engineer. The width shall be the actual width removed for the changed line or grade, 13 but in no case shall the measured width exceed the allowable widths specified in 14 Section 7-09.3(7). 15 16 Removal and replacement of unsuitable material will be measured by the cubic yard. 17 The depth shall be the actual depth removed below the depth specified in Section 7- 18 09.3(5). The width shall be the actual width removed, but in no case shall the 19 measured width exceed the allowable widths specified in Section 7-09.3(7). 20 21 Measurement of bank run gravel for trench backfill will be by the cubic yard measured 22 in trucks at the point of delivery. 23 24 Shoring or extra trench excavation will be measured as specified in Section 2-09.4 for 25 shoring or extra excavation Class B. 26 27 7-09.5 Payment 28 Payment will be made in accordance with Section 1-04.1, for each of the following bid 29 items that are included in the proposal: 30 31 Pipe for Water Main In. Diam.", per linear foot. 32 33 The unit contract price per linear foot for each size and kind of " Pipe 34 for Water Main In. Diam." shall be full pay for all work to complete the 35 installation of the water main including but not limited to trench excavation, 36 bedding, laying and jointing pipe and fittings, backfilling, concrete thrust blocking, 37 testing, flushing, disinfecting the pipeline, and cleanup. 38 39 Payment for restoration will be made under the applicable items shown in the 40 Proposal. If no pay items for restoration are included in the Proposal, restoration 41 shall be considered incidental to the work of constructing the water main, and all 42 costs thereof shall be included in the unit contract price bid for " Pipe for 43 Water Main In. Diam." 44 45 "Rock Excavation", per cubic yard. 46 47 If no pay item is listed, rock excavation shall be considered incidental to the work to 48 construct the water main and all costs shall be included in other items of work 49 specified in Section 7-09.5. 50 51 "Extra Trench Excavation", per cubic yard. 52 1 "Removal and Replacement of Unsuitable Material", per cubic yard. 2 3 "Bank Run Gravel for Trench Backfill", per cubic yard. 4 5 No separate payment will be made for clearing and grubbing, removal of existing 6 street improvements, furnishing and installing sand cushion, protection of existing 7 utilities and services, trench excavation and backfill, bedding the pipe, and 8 compacting the backfill. These items shall all be considered as incidental to the 9 work of constructing the water main, and all costs thereof shall be included in the 10 payment as specified in Section 7-09.5. 11 12 "Shoring or Extra Excavation Trench", per square foot. 13 14 °Blowoff Assembly", per each. 15 16 The unit contract price bid per each for "Blowoff Assembly" shall be full pay for all 17 work to install the blowoff assembly, including but not limited to excavating, 18 backfilling, laying and jointing pipe, tapping the main, corporation stop, pipe and 19 fittings, gate valve, meter box, and cover and cleanup. 20 21 SECTION 7-10, TRENCH EXC., BEDDING, AND BACKFILL FOR WATER MAINS 22 August 5, 2002 23 This section including title is revised in its entirety to read: 24 25 SECTION 7-10, VACANT 26 27 SECTION 7-11, PIPE INSTALLATION FOR WATER MAINS 28 August 5, 2002 29 This section including title is revised in its entirety to read: 30 31 SECTION 7-11, VACANT 32 33 SECTION 7-12, VALVES FOR WATER MAINS 34 April 1, 2002 35 7-12.3(1) Installation of Valve Marker Post 36 The reference to "Meters" in the third sentence is revised to "feet and inches". 37 38 SECTION 7-15, SERVICE CONNECTIONS 39 August 5, 2002 40 7-15.1 General 41 This section is revised to read: 42 43 This work consists of installing 2-inch and smaller service connections from the main to 44 and including the meter setter for the premises served. Service connections larger than 45 2 inches shall be installed as detailed on the Plans or as described in the Special 46 Provisions. 47 1 SECTION 7-17, SANITARY SEWERS 2 April 1, 2002 3 7-17.3(2)F Low Pressure Air Test for Sanitary Sewers Constructed of Non Air- 4 Permeable Materials 5 This section is supplemented with the following: 6 7 Reaches of thermoplastic pipe containing no joints shall be exempt from testing 8 requirements. 9 10 SECTION 8-01, EROSION CONTROL AND WATER POLLUTION CONTROL 11 December 2, 2002 12 This section is revised to read: 13 14 8-01.1 Description 15 This work shall consist of furnishing, installing, maintaining, removing and disposing of 16 water pollution and erosion control items in accordance with these Specifications and 17 as shown in the Plans or as designated by the Engineer. 18 19 8-01.2 Materials 20 Materials shall meet the requirements of the following sections: 21 22 Mulch and Amendments 9-14.4 ' 23 Erosion Control Blanket 9-14.5 24 Construction Geotextile 9-33 25 Quarry Spalls 9-13 26 27 8-01.3 Construction Requirements 28 29 8-01.3(1) General 30 Controlling pollution, erosion, runoff, and related damage may require the Contractor to 31 perform temporary work items including but not limited to: 32 33 1. Providing ditches, berms, culverts, and other measures to control surface 34 water; 35 2. Building dams, settling basins, energy dissipaters, and other measures, to 36 control downstream flows; 37 3. Controlling underground water found during construction; or 38 4. Covering or otherwise protecting slopes until permanent erosion-control 39 measures are working. 40 41 To the degree possible, the Contractor shall coordinate this temporary work with 42 permanent drainage and erosion control work the contract requires. 43 44 The Engineer may require additional temporary control measures if it appears pollution 45 or erosion may result from weather, the nature of the materials, or progress on the 46 work. 47 48 When natural elements rut or erode the slope, the Contractor shall restore and repair 49 the damage, with the eroded material where possible, and clean up any remaining 1 material in ditches and culverts. When the Engineer orders replacement with additional 2 or other materials, unit contract prices will cover the quantities needed. 3 4 If the Engineer anticipates water pollution or erosion, the Contractor shall schedule the 5 work so that grading and erosion control immediately follows clearing and grubbing. 6 The Engineer may also require erosion control work to be done with or immediately 7 after grading. Clearing, grubbing, excavation, borrow, or fill within the right of way shall 8 never expose more erodible earth than as listed below, without written approval by the 9 Engineer: 10 11 Area Date Location 12 17 Acres April 1 - October 31 East of the Summit of the 13 Cascade Range 14 May 1 - September 30 West of the Summit of the 15 Cascade Range 16 5 Acres November 1 - March 31 East of the Summit of the 17 Cascade Range 18 October 1 -April 30 West of the Summit of the 19 Cascade Range 20 21 The Engineer may increase or decrease the limits in light of project conditions. 22 23 Erodible earth is defined as any surface where soils, grindings, or other materials are 24 capable of being displaced and transported by rain, wind, or surface water runoff. 25 26 In western Washington, erodible soil not being worked, whether at final grade or not, 27 shall be covered within the following time period, using an approved soil covering 28 practice, unless authorized otherwise by the Engineer: 29 30 October 1 through April 30 2 days maximum 31 May 1 to September 30 7 days maximum 32 33 If the Engineer, under Section 1-08.6, orders the work suspended for an extended time, 34 the Contractor shall, before the Contracting Agency assumes maintenance 35 responsibility, make every effort to control erosion, pollution, and runoff during 36 shutdown. Section 1-08.7 describes the Contracting Agency's responsibility in such 37 cases. 38 39 Nothing in this section shall relieve the Contractor from complying with other contract 40 requirements. 41 42 8-01.3(1)A Submittals 43 At the preconstruction discussions, the Contractor shall submit a plan for temporary 44 erosion and sediment control (TESC). When a TESC plan is included in the Plans, the 45 Contractor may adopt or modify the plan. 46 47 Before any work begins, the Contractor shall obtain the Engineer's approval on a TESC 48 plan. The plan shall show the schedule for all erosion control work, whether required by 49 the contract or proposed by the Contractor. The plan shall cover all areas the 50 Contractor's work may affect inside and outside the limits of the project (including all 51 Contracting Agency-provided sources, disposal sites, and haul roads, and all nearby 1 land, streams, and other bodies of water). The Contractor shall revise and update the 2 plan whenever the Engineer so requests in writing. 3 4 The Contractor shall allow at least five working days for the Engineer's review of any 5 original or revised plan. Failure to approve all or part of any such plan shall not make 6 the Contracting Agency liable to the Contractor for any work delays. 7 8 8-01.3(1)8 Erosion and Sediment Control (ESC) Lead 9 The Contractor shall identify the ESC lead at the preconstruction discussions. The ESC 10 Lead shall have, for the life of the contract, a current Certificate of Training in 11 Construction Site Erosion and Sediment Control from a course approved by WSDOT's 12 Statewide Erosion Control Coordinator. 13 14 The ESC Lead shall implement the Temporary Erosion and Sediment Control (TESC) 15 plan. Implementation shall include, but is not limited to: 16 17 1. Installing, maintaining, inspecting and repairing all temporary erosion and 18 sediment control Best Management Practices (BMPs) included in the TESC 19 plan to assure continued performance of their intended function. All on-site 20 erosion and sediment control measures shall be inspected at least once every 21 five working days, each working day during a runoff-producing rain event, and 22 within 24 hours after a runoff-producing rain event. Damaged or inadequate , 23 TESC measures shall be corrected within 24 hours of the inspection. A TESC 24 Inspection Report shall be prepared for each inspection and shall be included 25 in the TESC file. A copy of each report shall be provided to the Engineer. The 26 inspection report shall include, but not be limited to: 27 28 a. When, where and how BMPs were installed, maintained, modified, 29 and removed; 30 b. Repairs needed and repairs made; 31 c. Observations of BMP effectiveness and proper placement; 32 d. Recommendations for improving performance of BMPs. 33 34 2. Preparing and maintaining a TESC file on site that includes, but is not limited 35 to: 36 37 a. TESC Inspection Reports. 38 b. Stormwater site plan. 39 c. Temporary Erosion and Sediment Control (TESC) Plan. 40 d. National Pollutant Discharge Elimination System construction permit 41 (Notice of Intent). 42 e. Other applicable permits. 43 44 Upon request, the file shall be provided to the Engineer for review. 45 46 8-01.3(1)C Ground Water 47 When ground water is encountered in an excavation, it shall be treated and discharged 48 as follows: 49 50 1. When the ground water meets State Water Quality standards, it may bypass 51 detention and treatment facilities and be routed directly to its normal discharge 52 point at a rate and method that will not cause erosion. 1 2 2. When the turbidity of the ground water is similar to the turbidity of the site 3 runoff, the ground water may be treated using the same detention and 4 treatment facilities being used to treat the site runoff and then discharged at a 5 rate that will not cause erosion. 6 7 3. When the turbidity is worse than the turbidity of the site runoff, the ground 8 water shall be treated separately until the turbidity is similar to or better than 9 the site runoff before the two may be combined and treated using the same 10 detention and treatment facilities being used to treat the site runoff and then 11 discharged at a rate that will not cause erosion. 12 13 8-01.3(1)D Detention/Retention Pond Construction 14 When a detention or retention pond is required, whether it is temporary or permanent, it 15 shall retain/detain the full final design volume of stormwater before beginning other 16 grading and excavation work in the area that drains into that pond. Temporary 17 conveyances shall be installed concurrently with grading in accordance with the TESC 18 plan so that newly graded areas drain to the pond as they are exposed. 19 20 8-01.3(2) Temporary Seeding, Mulching and Soil Binding 21 22 8-01.3(2)A Temporary Seeding 23 Temporary seeding is used to establish temporary cover on disturbed soil. Temporary 24 seeding shall be in accordance with Section 8-02.3(15) except that temporary seeding 25 may be installed at any time. 26 27 8-01.3(2)B Temporary Mulching 28 Temporary mulch, such as straw, wood cellulose (with and without tackifier), compost, 29 or other best management practices as approved by the Engineer, may be applied at 30 any time of the year for soil cover. Temporary mulching shall be in accordance with 31 Section 8-02.3(15). 32 33 8-01.3(2)C Soil Binding Using Polyacrylamide (PAM) 34 The PAM shall be completely dissolved and mixed in water prior to being applied to the 35 soil. PAM shall be applied only on bare soil at a rate of not more than 0.5 pounds per 36 1M gallons of water per acre. A minimum of 200 pounds per acre of cellulose fiber 37 mulch treated with a non-toxic dye shall be applied with the PAM. 38 39 PAM shall be applied only to areas that drain to completed sedimentation control BMPs 40 in accordance with the TESC plan. PAM shall not be applied to the same area more 41 than once in a 48 hour period, or more than 7 times in a 30 day period. 42 43 PAM shall not be applied during a rain or to saturated soils. 44 45 8-01.3(3) Placing Erosion Control Blanket 46 When required, erosion control blanket shall be placed immediately following the 47 seeding and fertilizing operation. Temporary erosion control blankets as defined in 9- 48 14.5, having an open area of 60% or greater, may be installed prior to seeding. 49 1 Where more than one strip of erosion control blanket is required to cover the given 2 area, it shall overlap the adjacent blanket as specified by the manufacturer, or a 3 minimum of 4 inches. 4 5 The ends of the erosion control blanket shall overlap as specified by the manufacturer, 6 or a minimum of 6 inches, with the upgrade section on top. 7 8 The manufacturers recommendations or the following, whichever is the most stringent, 9 shall be used: 10 11 The up-slope end of the erosion control blanket shall be staked and buried in a 6-inch- 12 deep trench with the soil firmly tamped against the mat. A minimum of three stakes per 13 width of blanket, with a stake at each overlap, shall be driven below the finish ground 14 line prior to backfilling of the trench. The Engineer may require that any other edge 15 exposed to more than normal flow of water or strong prevailing winds be staked and 16 buried in a similar manner. The ends of the erosion control blanket shall overlap a 17 minimum of 6 inches, with the upgrade section on top. 18 19 The edges of the erosion control blanket shall be buried around the edges of catch 20 basins and other structures. Erosion control blanket shall be spread evenly and 21 smoothly and in contact with the soil at all points. Where more than one strip of erosion 22 control blanket is required, it shall overlap the adjacent blanket a minimum of 4 inches. 23 24 The blanket shall be fastened at intervals not more than 3 feet apart in three rows for 25 each strip of blanket. There shall be one row along each edge and one row down the 26 center with the stakes centered, both horizontally and vertically, to the edge stakes. 27 The ends of the blanket shall be fastened at 6-inch intervals across their width. 28 Fastening devices shall anchor the blanket against the soil and be driven flush with the 29 finished grade. 30 31 8-01.3(4) Placing Plastic Covering 32 Plastic meeting the requirements of Section 9-14.5(3) shall be placed with at least a 12- 33 inch overlap of all seams. 34 35 Clear plastic covering shall be used to promote growth of vegetation. Black plastic ' 36 covering shall be used for stockpiles or other areas where vegetative growth is 37 unwanted. 38 ,39 The cover shall be maintained tightly in place by using sandbags on ropes in a 10-foot, 40 maximum, grid. All seams shall weighted down full length. 41 42 8-01.3(5) Check Dams 43 Check dams shall be installed as soon as construction will allow, or when designated by 44 the Engineer. The Contractor may substitute a different check dam for that specified 45 with approval of the Engineer. Check dams shall be placed in ditches perpendicular to 46 the channel. Check dams shall extend up the sides of ditches a sufficient distance to 47 ensure that water will flow over the center of the dam and not flow around the ends. 48 Check dams shall be of sufficient height to maximize detention, without causing water 49 to leave the ditch, and spaced such that the elevation of the top of a check dam at the 50 center of the ditch is equal to the ditch flow line at the downstream base of the 51 upstream check dam. 52 1 8-01.3(5)A Geotextile-Encased Check Dam 2 The geotexti le-en cased check dam shall meet the requirements in Section 3 9-14.5(4) Geotexti le-En cased Check Dam. 4 5 Installation of geotextile-encased check dams shall be in accordance with the Plans, 6 and shall be anchored to hold it firmly in place under all conditions. 7 8 8-01.3(5)6 Rock Check Dam 9 The rock used to construct rock check dams shall meet the requirements for quarry 10 spalls, in accordance with Section 9-13.6. Rock check dams shall be installed in a 11 triangular shape, with approximately 2:1 slopes on both the upstream and downstream 12 faces. 13 14 8-01.3(5)C Sandbag Check Dam 15 Sandbags shall be placed so that the initial row makes tight contact with the ditch line 16 for the length of the dam. Subsequent rows shall be staggered so the center of the bag 17 is placed over the space between bags on the previous lift. 18 19 8-01.3(6) Stabilized Construction Entrance 20 Temporary stabilized construction entrance shall be constructed in accordance with the 21 Plans, prior to beginning any clearing, grubbing, earthwork or excavation. 22 23 When the stabilized entrance becomes ineffective due to build up of material, the 24 Contractor shall either rehabilitate the existing entrance to original condition, or 25 construct a new entrance. 26 27 When the contract requires a tire wash in conjunction with the stabilized entrance, the 28 Contractor shall include details for the tire wash and the method for containing and 29 treating the sediment-laden runoff as part of the erosion control plan. All vehicles 30 leaving the site shall stop and wash sediment from their tires. 31 32 8-01.3(7) Street Cleaning 33 Self-propelled pickup street sweepers shall be used, whenever required by the 34 Engineer, to prevent the transport of sediment and other debris off the project site. 35 36 Street washing with water will require approval by the Engineer. 37 38 8-01.3(8) Inlet Protection 39 Inlet protection can be in the form of internal or external devices and shall be installed 40 prior to clearing, grubbing or earthwork activities. Inlet protection devices shall be as 41 shown in the Plans. 42 43 When the depth of accumulated sediment and debris reaches approximately one-half 44 the height of an internal device or one-third the height of the external device (or less 45 when so specified by the manufacturers), the deposits shall be removed and stabilized 46 on site. 47 48 Internal devices shall be prefabricated units specifically designed for inlet protection and 49 shall have the following features: 50 1 1. The strength requirement for the filter fabric shall meet or exceed the , 2 requirements of Table 1 for Moderate Survivability, and the minimum filtration 3 properties of Table 2, in Section 9-33.2. 4 5 2. Shall be sized for the stormwater structure it will service. 6 '7 3. Shall have abuilt-in high-flow relief system. 8 9 4. Shall have a retrieval system for removal of the device without spilling the 10 contained material. 11 12 5. Shall remain securely attached to the drainage structure when fully loaded with 13 sediment and debris, or at the maximum level of sediment and debris specified 14 by the manufacturer. 15 16 External devices may be silt fence or prefabricated units specifically designed for inlet 17 protection having the following features: 18 19 1. Filter fabric shall meet or exceed the requirements for silt fence in Section 9- 20 33.2. 21 22 2. The top of the device shall be at least 2 feet above the grate. 23 24 3. The device shall remain securely in place over the drainage structure under all 25 conditions. 26 27 Check dams or functionally equivalent devices may be used as inlet protection devices 28 with the approval of the Engineer. 29 30 8-01.3(9) Sediment Control Barriers 31 Sediment control barriers shall be installed in accordance with TESC plan or 32 manufacturer's recommendations in the areas of clearing, grubbing, earthwork or 33 drainage prior to starting those activities. The Contractor may substitute a different 34 control barrier for that specified with approval of the Engineer. 35 36 The sediment control barriers shall be maintained until the soils are stabilized. 37 38 8-01.3(9)A Silt Fence 39 Silt fence shall be constructed in accordance with the Plans. 40 41 Backup support for the geotextile in the form of steel wire or plastic mesh is optional, 42 depending on the properties of the geotextile selected for use in Table 6 in Section 9- 43 33.2. When backup support is used, steel wire shall have a maximum mesh spacing of 44 2 inches, and the plastic mesh shall be as resistant to ultraviolet radiation as the 45 geotextile it supports. 46 47 The geotextile shall be attached on the up-slope side of the posts and support system , 48 using staples, wire, or in accordance with the manufacturer's recommendations. 49 50 The geotextile shall be sewn together at the point of manufacture, or at a location 51 approved by the Engineer, to form geotextile lengths as required. All sewn seams and 52 overlaps shall be located at a support post. 1 2 Posts shall be either wood or steel. Hardwood posts shall have minimum dimensions of 3 1 1/4 inches by 1 1/4 inches by the minimum length shown in the Plans. Steel posts 4 shall consist of U, T, L, or C shape posts with a minimum weight of 1.35 Ibs/ft, or other 5 steel posts having equivalent strength and bending resistance to the posts listed. 6 7 When sediment deposits reach approximately one-third the height of the silt fence, the 8 deposits shall be removed or a second silt fence shall be installed, as determined by 9 the Engineer. 10 11 8-01.3(9)B Gravel Filter, Wood Chip or Compost Berm 12 The gravel filter berm shall be a minimum of one foot in height and shall be maintained 13 at this height for the entire time they are in use. 14 15 The wood chip berm shall be a minimum of two feet in height and shall be maintained 16 at this height for the entire time they are in use. Wood chips shall meet the 17 requirements in Section 9-14.4(3). 18 19 The compost berm shall be 1 foot high by 2 feet wide at the base on slopes less than 4 20 (H):1 (V) and a minimum of 1.5 feet high by 3 feet wide at the base on slopes steeper 21 than 4(H):1(V). Compost shall meet the requirements of Compost Type 2 in Section 9- 22 14.4(8). 23 24 8-01.3(9)C Brush Barrier 25 Brush shall be placed in a row, approximately 3 to 5 feet wide and at least 2.5 feet high 26 and with construction geotextile for silt fence placed over the pile. The geotextile shall 27 be anchored in a 6 inch wide by 6 inch deep trench on the upstream side of the barrier, 28 and anchored using stakes on the downstream side. 29 30 When no longer required, the geotextile material shall be removed, and the brush left in 31 place. 32 33 8-01.3(9)D Straw Bale Barrier 34 Straw bale barriers shall be embedded in a trench the width of the bales for the length 35 of the barrier and a minimum of four inches deep. The material excavated from the 36 trench shall be placed and compacted against the uphill side of the bales. 37 38 The bales shall be placed on their sides so that the bindings are not touching the 39 ground. The ends of the bales shall be tightly abutting one another, and all spaces that 40 do exist between bales shall be firmly packed with straw. 41 42 Each bale shall be anchored using two stakes of wood or steel, driven flush with the top 43 of the bale and extending through the bale and into the ground a minimum of 18 inches. 44 The first stake shall be driven on an angle towards the previously laid bale. Straw shall 45 conform to Section 9-14.4(1). 46 47 8-01.3(10) Wattles 48 Wattles shall meet the requirements in Section 9-14.5(5). 49 50 Wattles shall be installed as soon as construction will allow or when designated by the 51 Engineer. Wattles shall be placed in shallow trenches and staked along the contour of 1 disturbed or newly constructed slopes, in accordance with the Plans, perpendicular to ' 2 the flow direction and parallel to the slope contour. 3 4 The wattles shall be installed at the intervals designated by the Engineer. 5 6 Trench construction and wattle installation shall begin from the base of the slope and ' 7 work uphill. Excavated material shall be spread evenly along the uphill slope and 8 compacted using hand tamping or other method approved by the Engineer. On 9 gradually sloped or clay-type soils trenches shall be 2 to 3 inches deep. On loose soils, 10 in high rainfall areas, or on steep slopes, trenches shall be 3 to 5 inches deep, or half 11 the thickness of the wattle. 12 13 The wattle shall be install snugly into the trench, abutting adjacent wattles tightly, end to 14 end, without overlapping the ends. Wattles shall be staked at each end and at 4-foot 15 centers along their entire length. When trench conditions require, pilot holes for the 16 stakes shall be driven through the wattle and into the soil using a straight bar. Stakes 17 shall be driven through the middle of the wattle, leaving 2 to 3 inches of the stake 18 protruding above the wattle. 19 20 Wattles shall be inspected regularly to ensure they remain thoroughly entrenched and 21 in contact with the soil, and immediately after a runoff producing rainfall. 22 23 8-01.3(11) Temporary Curb 24 Temporary curbs may consist of asphalt, concrete, sand bags, or geotextile/plastic 25 encased berms of soil, sand or gravel or as approved by the Engineer. 26 27 Temporary curbs shall be installed along pavement edges to prevent runoff from 28 flowing onto erodible slopes. The redirected water shall flow to a BMP designed to 29 convey concentrated runoff. The temporary curbs shall be 4 inches in height. 30 31 8-01.3(15) Maintenance 32 Erosion control devices shall be maintained so they properly perform their function until 33 the Engineer determines they are no longer needed. 34 35 The devices shall be inspected on the schedule outlined in Section 8-01.3(1)B for 36 damage and sediment deposits. Damage to or undercutting of the device shall be 37 repaired immediately. 38 39 Unless otherwise specified, when the depth of accumulated sediment and debris 40 reaches approximately one-third the height of the device the deposits shall be removed. 41 Debris or contaminated sediment shall be disposed of in accordance with Section 2- 42 01.2. Clean sediments may be stabilized using approved best management practices 43 on site when the Engineer approves. 44 45 Erosion control devices that have been damaged shall be repaired or replaced 46 immediately by the Contractor, in accordance with Section 1-07.13(4). 47 48 8-01.3(16) Removal and Reuse 49 When the Engineer determines that an erosion control device is no longer required, the 50 Contractor shall remove the device and all associated hardware from the project limits 51 unless it qualifies for reuse as described below. 52 1 When the materials are biodegradable the Engineer may approve leaving the 2 temporary device in place. 3 4 A previously used erosion control device may be reused on this contract provided: 5 6 1. The device has been thoroughly cleaned of all debris. 7 8 2. The device is free of tears, holes, or other damage. 9 10 3. The Engineer has visually inspected the device and has determined it to be 11 intact and not compromised as to performance. 12 13 8-01.4 Measurement 14 ESC lead will be measured by the day, for each day that an inspection is made and a 15 report is filed. 16 17 Measurement of erosion control blanket and of plastic covering will be by the square 18 yard measurement of surface area covered and accepted. 19 20 Check dams will be measured by the linear foot along the ground line of the completed 21 check dam. 22 23 Stabilized construction entrance will be measured by the square yard for each entrance 24 constructed. 25 26 Tire wash facilities will be measured per each for each wash installed. 27 28 Street cleaning will be measured by the hour for the actual time spent cleaning 29 pavement, as authorized by the Engineer. Time to move the equipment to or from the 30 area on which street cleaning is required will not be measured. 31 32 Inlet protection will be measured per each for each initial installation at a drainage 33 structure. 34 35 Silt fence, gravel filter, compost, and wood chip berms, and brush barrier will be 36 measured by the linear foot along the ground line of completed barrier. 37 38 Straw bale barrier will be measured per each for each bale placed in the initial 39 installation at a barrier location. 40 41 Wattle will be measured by the linear foot along the ground line of the completed wattle. 42 43 Temporary curb will be measured by the linear foot. 44 45 Temporary seeding will be measured by the acre. 46 47 PAM will be measured by the acre. 48 49 8-01.5 Payment 50 Payment will be made in accordance with Section 1-04.1, for each of the following bid 51 items that are included in the proposal: 52 1 "ESC Lead" per day. Y 2 It Erosion Control Blanket", per square yard. 3 "Plastic Covering", per square yard. 4 "Check Dam", per linear foot. 5 "Stabilized Construction Entrance", per square yard. 6 "Tire Wash", per each. ' 7 The unit contract per each for tire wash shall include all costs associated with 8 constructing, operating, maintaining, and removing the tire wash. 9 10 "Street Cleaning", per hour. 11 "Inlet Protection", per each. 12 "Silt Fence", per linear foot. 13 "Gravel Filter Berm", per linear foot. 14 "Wood Chip Berm", per linear foot. 15 "Compost Berm", per linear foot. 16 "Brush Barrier", per linear foot. 17 "Straw Bale" , per each. 18 "Wattle", per linear foot. 19 "Erosion/Water Pollution Control", by force account as provided in Section 1-09.6. 20 Maintenance and removal of erosion and water pollution control devices including 21 removal and disposal of sediment, and any additional work deemed necessary by 22 the Engineer to control erosion and water pollution will be paid by force account 23 under the item "Erosion/Water Pollution Control". 24 25 To provide a common proposal for all bidders, the Contracting Agency has entered 26 an amount in the proposal to become a part of the Contractor's total bid. 27 28 "Temporary Curb", per linear foot. 29 The unit contract price per linear foot for temporary curb shall include all costs to 30 install, maintain, remove, and dispose the temporary curb. 31 32 "Temporary Seeding", per acre. 33 "PAM", per acre 34 When the contract requires applying PAM as an amendment to seeding, fertilizing, 35 and mulching, or watering operations, all costs for furnishing and applying PAM 36 shall be included in the unit contract price for the associated item of work. 37 38 SECTION 8-02, ROADSIDE PLANTING 39 December 2, 2002 40 This section is revised to read: 41 42 SECTION 8-02, ROADSIDE RESTORATION 43 44 8-02.1 Description 45 This work shall consist of furnishing and placing topsoil and soil amendments, and 46 furnishing and planting trees, whips, shrubs, ground covers, cuttings, fascines, live 47 stakes, live poles, rhizomes, tubers, seedlings, erosion control seeding, fertilizing, and 48 mulching, and soil bioengineering in accordance with these Specifications and as 49 shown in the Plans or as directed by the Engineer. 50 1 Trees, whips, shrubs, ground covers, cuttings, live stakes, live poles, rhizomes, tubers, 2 rootstock, and seedlings will hereinafter be referred to collectively as "plants" or "plant 3 material." 4 5 8-02.2 Materials 6 Materials shall meet the requirements of the following sections: 7 8 Soil 9-14.1 9 Seed 9-14.2 10 Fertilizer 9-14.3 11 Mulch and Amendments 9-14.4 12 Erosion Control Blanket 9-14.5 13 Plant Materials 9-14.6 14 Stakes, Guys, and Wrapping 9-14.7 15 Irrigation Water 9-25.2 16 17 Botanical identification and nomenclature of plant materials shall be based on 18 descriptions by Hitchcock and Cronquist in "Flora of the Pacific Northwest'. Botanical 19 identification and nomenclature of plant material not found in Flora shall be based on 20 Bailey in "Hortus Third" or superseding editions and amendments or as referenced in 21 the plans. 22 23 8-02.3 Construction Requirements 24 25 8-02.3(1) Responsibility During Construction 26 The Contractor shall ensure adequate and proper care of all plant material and work 27 done on this project until all plant establishment periods required by the contract are 28 complete or until physical completion of the project, whichever is last. Existing 29 vegetation shall not be disturbed unless required by the Contract or approved by the 30 Engineer. 31 32 Adequate and proper care shall include, but is not limited to, keeping all plant material 33 in a healthy, growing condition by watering, cultivating, pruning, and spraying. Plant 34 material crowns, runners, and branches shall be kept free of mulch at all times. This 35 work shall include keeping the planted areas free from insect infestation, weeds or 36 unwanted vegetation, litter, and other debris along with retaining the finished grades 37 and mulch in a neat uniform condition. 38 39 The Contractor shall have sole responsibility for the maintenance and appearance of 40 the roadside restoration. 41 42 8-02.3(2) Roadside Work Plan 43 Before starting any work described in Sections 8-02 and 8-03, the Contractor shall 44 submit a roadside work plan for approval by the Engineer. The roadside work plan shall 45 define the work necessary to provide all contract requirements, including: plant area 46 preparation, seeding, planting, plant replacement, irrigation, and weed control in 47 narrative form. 48 49 The Roadside Work Plan shall also include the following: 50 1 Progress Schedule 2 In accordance with Section 1-08.3, the Progress Schedule shall include the 3 planned time periods for work necessary to provide all contract requirements 4 covered in Sections 8-01, 8-02, and 8-03. Where appropriate, notes on the 5 schedule shall indicate the calendar dates during which these activities must occur. 6 7 Weed Control Plan 8 The Weed Control Plan shall be submitted and approved prior to starting any work 9 defined in Section 8-02.3(2). 10 11 Plant Establishment Plan 12 The Plant Establishment Plan shall be prepared in accordance with Section 8- 13 02.3(13), submitted and approved prior to initial planting acceptance in accordance 14 with Section 8-02.3(12). 15 16 An emergency contact person for the Contractor shall also be listed. Should any 17 part of the roadside work plan become unworkable at any time, the Contractor shall 18 submit, and receive approval of a revised plan prior to proceeding with further 19 work. 20 21 The weed control plan shall show the scheduling of all weed control measures 22 required under the Contract including, hand weeding, rototilling, applications of 23 herbicides, noxious weed control, mowing, and shoulder slope weed control. 24 Target weeds and unwanted vegetation to be removed (no live top growth or roots) 25 shall be identified and listed in the weed control plan. 26 27 The plan shall be prepared and signed by a licensed Commercial Pest Control 28 Consultant when chemical pesticides are proposed. The plan shall include 29 methods of weed control; dates of weed control operations; and the name, 30 application rate, and Material Safety Data sheets of all proposed herbicides. In 31 addition, the Contractor shall furnish the Engineer with a copy of the current 32 product label for each pesticide and spray adjuvant to be used. These product 33 labels shall be submitted with the weed control plan for approval. 34 35 No on-site soil placement, grading, weed control, irrigation, or planting work shall 36 begin until the plan is approved. Upon approval of the roadside work plan by the 37 Engineer, the Contractor shall proceed in accordance with the approved plan. 38 39 8-02.3(2)A Chemical Pesticides 40 Application of chemical pesticides shall be in accordance with the label 41 recommendations, the Washington State Department of Ecology, local sensitive area 42 ordinances, and Washington State Department of Agriculture laws and regulations. 43 The applicator shall be licensed by the State of Washington as a Commercial Applicator 44 or Commercial Operator with additional endorsements as required by the Special , 45 Provisions or the proposed weed control plan. The Contractor shall furnish the 46 Engineer evidence that all operators are licensed with appropriate endorsements, and 47 that the pesticide used is registered for use by the Washington State Department of 48 Agriculture. The Contractor shall furnish the Engineer a copy of the product label and 49 Material Safety Data Sheet (MSDS) for each pesticide to be used. All chemicals shall 50 be delivered to the job site in the original containers. The licensed applicator or 51 operator shall complete a Commercial Pesticide Application Record (DOT Form 540- 1 509) each day the pesticide is applied, and furnish a copy to the Engineer by the 2 following business day. 3 4 The Contractor shall use extreme care to ensure confinement of the chemicals within 5 the areas designated. The use of spray chemical pesticides shall require the use of 6 antidrift and activating agents, and a spray pattern indicator unless otherwise allowed 7 by the Engineer. 8 9 The Contractor shall assume all responsibility for rendering any area unsatisfactory for 10 planting by reason of chemical application. Damage to adjacent areas, either on or off 11 the highway right of way, shall be repaired to the satisfaction of the Engineer or the 12 property owner, and the cost of such repair shall be borne by the Contractor. 13 14 8-02.3(2)B Weed Control 15 Those weeds specified as noxious by the Washington State Department of Agriculture, 16 the local Weed District, or the County Noxious Weed Control Board shall be controlled 17 on the project in accordance with the weed control plan or as directed by the Engineer. 18 19 During the life of the contract, the Contractor shall apply a nonselective residual 20 herbicide to the area between the edge of paved shoulders and a point shown in the 21 Plans or as designated by the Engineer. The Contractor shall make additional 22 applications when ordered by the Engineer. A nonselective herbicide recommended for 23 use adjacent to shrub and grass areas, and in ditches shall be used. 24 25 8-02.3(3) Planting Area Weed Control 26 All planting areas shall be prepared so that they are weed and debris free at the time of 27 planting and until completion of the project. The planting areas shall include the entire 28 ground surface, regardless of cover, all planting beds, areas around plants, and those 29 areas shown in the Plans. 30 31 At no time during the life of the Contract shall the Contractor allow weeds or unwanted 32 vegetation to reach seed stage. 33 34 All applications of post-emergent herbicides shall be made while green and growing 35 tissue is present. Should unwanted vegetation reach the seed stage, in violation of 36 these Specifications, the Contractor shall physically remove and bag the seed heads. 37 All physically removed vegetation and seed heads shall be disposed of off site at no 38 cost to the Contracting Agency. 39 40 8-02.3(4) Topsoil 41 Topsoil shall be evenly spread over the specified areas to the depth shown in the Plans 42 or as otherwise ordered by the Engineer. The soil shall be cultivated to a depth of 1 43 foot or as specified in the Special Provisions or the Plans. After the topsoil has been 44 spread, all large clods, hard lumps, and rocks 3 inches in diameter and larger, and litter 45 shall be raked up, removed, and disposed of by the Contractor. 46 47 Topsoil shall not be placed when the ground or topsoil is frozen, excessively wet, or in 48 the opinion of the Engineer in a condition detrimental to the work. 49 50 8-02.3(4)A Topsoil Type A 51 Topsoil Type A shall be as specified in the Special Provisions. 1 2 8-02.3(4)B Topsoil Type B 3 Topsoil Type B shall be native topsoil taken from within the project limits and shall meet 4 the requirements of Section 9-14.1(2). 5 6 Topsoil Type B shall be taken from areas designated by the Engineer to the designated 7 depth and stockpiled at locations that will not interfere with the construction of the 8 project, as approved by the Engineer. Areas beyond the slope stakes shall be 9 disturbed as little as possible in the above operations. 10 11 When topsoil Type B is specified, it shall be the Contractor's responsibility to perform 12 the excavation operations in such a manner that sufficient material is set aside to 13 satisfy the needs of the project. 14 15 Upon physical completion of the work, topsoil Type B remaining and not required for 16 use on the project shall be disposed of by the Contractor at no expense to the 17 Contracting Agency and to the satisfaction of the Engineer. 18 19 Should a shortage of topsoil Type B occur, and the Contractor has wasted or otherwise 20 disposed of topsoil material, the Contractor shall furnish topsoil Type C at no expense 21 to the Contracting Agency. 22 23 Topsoil Type B will not be considered as selected material, as defined in Section 24 2-03.3(10), and the conditions of said section shall not apply. 25 26 Materials taken from roadway excavation, borrow, stripping, or other excavation items, 27 and utilized for topsoil, will not be deducted from the pay quantities for the respective 28 items. 29 30 8-02.3(4)C Topsoil Type C 31 Topsoil Type C shall be native topsoil obtained from a source provided by the 32 Contractor outside of the Contracting Agency-owned right of way. Topsoil Type C shall 33 meet the requirements of Section 8-02.3(4)B and Section 9-14.1(2). 34 35 8-02.3(5) Planting Area Preparation 36 The work involved in preparing planting areas shall be conducted so the flow line in 37 drainage channels are maintained. Material displaced by the Contractor's operations, 38 which interferes with drainage, shall be removed from the channel and disposed of as 39 approved by the Engineer. The planting area shall be weed free with no top growth or 40 live roots before any soil work begins. 41 42 Before planting and final grading takes place, the area shall be cultivated when 43 specified in the Plans or the Special Provisions. 44 45 The areas shall be brought to a uniform finished grade, 1 inch, or the specified depth of 46 mulch plus 1 inch, below walks, curbs, junction and valve boxes, catch basins, and 47 driveways, unless otherwise specified. All excess material and debris, stumps, and 48 rocks larger than 3 inches, shall be removed and disposed of off the project site or as 49 approved by the Engineer. 50 1 8-02.3(6) Soil Amendments 2 Soil amendments of the type, quality, and quantities specified shall be applied where 3 shown in the Plans or as specified in the Special Provisions. 4 5 8-02.3(7) Layout of Planting 6 All location layout and staking shall be the responsibility of the Contractor, subject to 7 approval of the Engineer before planting of each area begins. 8 9 The Engineer will make only the field measurements necessary to calculate and verify 10 quantities for payment. 11 12 All trees to be planted in mowable grass areas shall be located a minimum of 10 feet 13 from the edge of planting beds, other trees, fence lines, and bottom of ditches unless 14 otherwise specified. 15 16 Tree locations shown in the Plans shall be considered approximate unless shown with 17 stationing and offset distance. In irrigated areas, trees shall be located so their trunk is 18 a minimum of 1/3 of the spray radius away from the nearest sprinkler head. 19 20 Unless otherwise shown, planting beds located adjacent to roadways shall begin at the 21 shoulder subgrade. 22 23 8-02.3(8) Planting 24 No plant material shall be planted until it has been inspected and approved for planting 25 by the Engineer. Rejected material shall be removed from the project site. 26 27 Under no circumstances will planting during freezing weather or in frozen ground be 28 permitted. All planting shall be accomplished during the following periods: 29 30 1. Nonirrigated Plant Material 31 September 15 to March 31. 32 2. Irrigated Plant Material 33 In irrigated areas, plant material shall not be installed until the irrigation system 34 is fully operational. 35 36 Plants shall not be placed in areas that are below the finished grade. 37 38 Planting hole sizes for plant material shall be in accordance with the details shown in 39 the Plans. Any glazed surface of the planting hole shall be removed by hand methods. 40 41 Plant material supplied in containers shall not be removed from the containers until the 42 time of planting at the planting location. Roots of bare root stock shall not be bunched, 43 curled, twisted, or unreasonably bent when placed in the planting hole. All bare root 44 plant material shall be dormant at the time of planting. 45 46 Fascines shall be installed in accordance with the requirements of Section 8-01.3(10). 47 48 After placing balled and burlapped plants, all inorganic, plastic, or treated burlap and all 49 string or wire lacing shall be completely removed. A burlap-lined wire basket container 50 may be used in lieu of laced burlap. The top 1/z of the basket shall be removed after the 51 plant is positioned in the planting hole. 52 1 The plant material shall be handled in such a manner that the root systems are kept ' 2 covered and damp at all times. The root systems of all bare root plant material shall be 3 dipped in a slurry of silt and water immediately prior to planting. The root systems of 4 container plant material shall be moist at the time of planting. In their final position, the .. 5 plants shall have the same relationship to the finished grade as when growing in the 6 nursery or container. After planting, the backfill material and root ball shall be ' 7 thoroughly watered in within 24 hours. 8 9 The Contractor shall provide and apply an antidesiccant substance to all coniferous 10 plant material and to all deciduous trees (when in leaf) before the plants leave the 11 nursery. The Contractor shall supply a letter of certification that the antidesiccant has 12 been applied in accordance with the manufacturer's recommendations. 13 14 8-02.3(9) Pruning, Staking, Guying, and Wrapping 15 Plants shall be pruned at the time of planting, if needed, to remove minor broken or 16 damaged twigs, branches or roots. Pruning shall be done with a sharp tool and shall be 17 done in such a manner as to retain or to encourage natural growth characteristics of the 18 plants. 19 '20 When the lowest branch on a 2-inch caliper or larger deciduous tree occurs at 3 feet or 21 more from ground level, the trunks shall be wrapped with a tree wrapping material. 22 23 Tree wrap may be self-adhering or secured using tape. Staples will not be allowed. 24 Each tree shall be staked or guyed before completion of the backfilling in accordance 25 with the details shown in the Plans. ' 26 27 All staking, guying, and wrapping shall be completely removed at the end of the first 28 year of plant establishment, unless otherwise approved by the Engineer. ' 29 30 8-02.3(10) Fertilizers 31 Fertilizers shall be applied in the form specified in the Special Provisions. Application 32 procedures shall be in accordance with the manufacturer's recommendations or as 33 specified in the Special Provisions. The Contractor shall submit for approval a 34 guaranteed fertilizer analysis label for the selected product. 35 36 8-02.3(11) Bark or Wood Chip Mulch 37 Bark or wood chip mulch of the type and depth specified shall be applied where shown 38 in the Plans or as specified in the Special Provisions. Any contamination of the mulch 39 due to the Contractor's operations shall be corrected to its former condition at the 40 Contractor's expense. Mulch shall be feathered to the base of the plant and 1 inch 41 below the top of junction and valve boxes, curbs, and pavement edges. All plant 42 crowns shall be free of mulch. Mulch placed to a thickness greater than specified shall 43 be at no additional cost to the Contracting Agency. 44 '45 8-02.3(12) Completion of Initial Planting 46 Upon completion of the initial planting within a designated area, the Engineer will make 47 an inspection of all plant material and notify the Contractor, in writing, of any 48 replacements or corrective action necessary to meet the Contract Provisions. The 49 Contractor shall replace all materials rejected or missing and correct unsatisfactory 50 conditions. 51 1 Completion of the initial planting within a designated area includes the following: 2 3 1. A minimum of 95 percent of each of the plant material categories, as 4 described in Section 8-02.1, shall be in a healthy and vigorous growing 5 condition and shall be installed as shown in the Contract Plans. 6 7 2. Planting Area cleanup. 8 9 3. Repairs completed for the entire project, including but not limited to full 10 operation of the irrigation system, complete mulch coverage, and all weeds 11 controlled. 12 13 4. Approval of plant establishment plan. 14 15 8-02.3(13) Plant Establishment 16 Plant establishment shall consist of caring for all plants planted on the project and 17 caring for the planting areas within the project limits. The provisions of Section 1- 18 07.13(2) and 1-07.13(3) do not apply to this section 19 20 The Contractor shall submit a first year plant establishment plan, for approval by the 21 Engineer. The Plan shall show the proposed scheduling of activities, materials, and 22 equipment to be utilized for the first year plant establishment. The Plan shall include 23 the management of the irrigation system, when applicable. Should the plan become 24 unworkable at any time during the first year plant establishment, the Contractor shall 25 submit a revised plan. 26 27 The first year of plant establishment shall begin immediately upon written notification 28 from the Engineer of the acceptance of initial planting for the entire project. The first 29 year plant establishment period shall be a minimum of one calendar year. 30 31 During the first year plant establishment period, it shall be the Contractor's responsibility 32 to perform all work necessary to ensure the resumption and continued growth of the 33 transplanted material. This care shall include, but not be limited to, labor and materials 34 necessary for removal of foreign, dead, or rejected plant material, maintaining a weed- 35 free condition, and the replacement of all unsatisfactory plant material planted under 36 the contract. If plants are stolen or damaged by the acts of others, the Contracting 37 Agency will pay invoice cost only for the replacement plants with no mark-up and the 38 Contractor will be responsible for the labor to install the replacement plants. 39 40 The Contractor shall meet with the Engineer for the purpose of joint inspection of the 41 planting material on the closest working day to the first day of the month. The 42 Contractor shall correct all conditions unsatisfactory to the Engineer within a 10-day 43 period immediately following the inspection. Failure to comply with corrective steps as 44 outlined by the Engineer shall constitute justification for the Contracting Agency to take 45 corrective steps and to deduct all costs thereof from any monies due the Contractor. At 46 the end of the plant establishment period, plants that do not show normal growth shall 47 be replaced. 48 49 All automatic irrigation systems shall be operated fully automatic during the plant 50 establishment period and until final acceptance of the contract. Payment for water used 51 to water in plants, or hand watering of plant material or lawn areas unless otherwise 1 specified, is the responsibility of the contractor during the first year plant establishment 2 period. 3 4 Subsequent year plant establishment periods, when included in the contract, shall begin 5 immediately at the completion of the preceding year's plant establishment period. Each 6 subsequent year plant establishment period shall be one full calendar year in duration. 7 8 During the year plant establishment periods, whichever may apply, the Contractor 9 shall maintain all plant establishment areas in a condition that is free of unwanted ' 10 vegetation. Weeds and unwanted vegetation shall not be allowed to reach seed stage. 11 The Contractor shall perform all other work necessary to the continued healthy and 12 vigorous growth of all pla material as ordered by the Engineer. The Contractor shall 13 perform this work on a force account basis at the direction of the Engineer. 14 15 8-02.3(14) Plant Replacement 16 The Contractor shall be responsible for growing or providing enough plants for 17 replacement of all plant material rejected through first year plant establishment. All 18 rejected plant material shall be replaced at dates approved by the Engineer. 19 20 All replacement plants shall be of the same species and quality as the plants they 21 replace. Plants may vary in size reflecting one season of growth should the Contractor 22 elect to hole plant material under nursery conditions for an additional year to serve as 23 replacement plants. 24 25 8-02.3(15) Erosion Control Seeding, Fertilizing, and Mulching 26 27 8-02.3(15)A Preparation For Final Application 28 Areas to be cultivated are shown in the Plans or specified in the Special Provisions. 29 The areas shall be cultivated to the depths specified to provide a reasonably firm but 30 friable seedbed. Cultivation shall take place no sooner than two weeks prior to seeding. 31 32 All areas to be seeded, including excavated slopes shall be compacted and prepared 33 unless otherwise specified or ordered by the Engineer. Unless seed is covered with soil 34 immediately after seed application, a cleated roller, crawler tractor, or similar 35 equipment, approved by the Engineer that forms longitudinal depressions at least 2 36 inches deep shall be used for compaction and preparation of the surface to be seeded. 37 The entire area shall be uniformly covered with longitudinal depressions formed 38 perpendicular to the natural flow of water on the slope unless otherwise approved by 39 the Engineer. The soil shall be conditioned with sufficient water so the longitudinal 40 depressions remain in the soil surface until completion of the seeding. The area shall 41 be compacted within three weeks prior to seeding. Prior to seeding, the finished grade 42 of the soil shall be 1 inch, or the specified depth of mulch, below the top of all curbs, 43 catch basins, junction and valve boxes, walks, driveways, and other structures. 44 ,45 8-02.3(15)6 Seeding and Fertilizing 46 Seed and fertilizer shall be placed at the rate, mix and analysis specified in the Special 47 Provisions or as designated by the Engineer. 48 49 The Contractor shall notify the Engineer not less than 24 hours in advance of any 50 seeding operation and shall not begin the work until areas prepared or designated for 1 seeding have been approved. Following the Engineer's approval, seeding of the 2 approved slopes shall begin immediately. 3 4 Seeding shall not be done during windy weather or when the ground is frozen, 5 excessively wet, or otherwise untillable. Seed and fertilizer may be sown by one of the 6 following methods: 7 8 1. An approved hydro seeder that utilizes water as the carrying agent, and 9 maintains continuous agitation through paddle blades. It shall have an 10 operating capacity sufficient to agitate, suspend, and mix into a homogeneous 11 slurry the specified amount of seed and water or other material. Distribution 12 and discharge lines shall be large enough to prevent stoppage and shall be 13 equipped with a set of hydraulic discharge spray nozzles that will provide a 14 uniform distribution of the slurry. 15 16 2. Approved blower equipment with an adjustable disseminating device capable 17 of maintaining a constant, measured rate of material discharge that will ensure 18 an even distribution of seed at the rates specified. 19 20 3. Helicopters properly equipped for aerial seeding. 21 22 4. Approved power-drawn drills or seeders. 23 24 5. Areas in which the above methods are impractical may be seeded by 25 approved hand methods. 26 27 When seeding by hand, the seed shall be incorporated into the top '/< inch of soil by 28 hand raking or other method that is approved by the Engineer. 29 30 The seed shall have a tracer added to visibly aid uniform application. This tracer shall 31 not be harmful to plant and animal life. If wood cellulose fiber is used as a tracer, the 32 application rate shall not exceed 250 pounds per acre. Hand seeding operations are 33 excluded from this requirement. 34 35 Seed and fertilizer may be applied in one application provided that the fertilizer is placed 36 in the hydro seeder tank no more than one hour prior to application. 37 38 8-02.3(15)C Liming 39 Agricultural lime shall be applied at the rates specified in the Special Provisions. The 40 method of application shall be in conformance with all air and water pollution 41 regulations and shall be approved by the Engineer. 42 43 8-02.3(15)D Mulching 44 Mulch of the type specified in the Special Provisions shall be furnished, hauled, and 45 evenly applied at the rates indicated and shall be spread on seeded areas within 48 46 hours after seeding unless otherwise specified. 47 48 Distribution of straw mulch material shall be by means of an approved mulch spreader 49 that utilizes forced air to blow mulch material on seeded areas. In spreading straw 50 mulch, the spreader shall not cut or break the straw into short stalks. 51 1 Wood cellulose fiber may be applied with seed and fertilizer West of the summit of the , 2 Cascade Range. East of the summit of the Cascade Range, seed and fertilizer shall be 3 applied in one application followed by the application of wood cellulose fiber. Wood 4 cellulose fiber used as mulch shall be suitable for application with a hydro seeder as 5 specified in Section 8-02.3(15)B. 6 7 Areas not accessible by mulching equipment shall be mulched by approved hand 8 methods. 9 10 Mulch sprayed on signs or sign structures shall be removed the same day. 11 12 8-02.3(15)E Soil Binder or Tacking Agent 13 When the proposal includes a pay item for soil binders and tacking agents, they shall 14 be applied in accordance with the manufacturer's recommended requirements. 15 Tackifiers used as a tie-down for seed and mulch shall be applied in quantities sufficient 16 to equal the retention properties of guar when applied at the rate of 60 pounds per acre. 17 18 8-02.3(15)F Dates for Application of Final Seed, Fertilizer, and Mulch 19 Unless otherwise approved by the Engineer, the final application of seeding, fertilizing, , 20 and mulching of slopes shall be performed during the following periods: 21 22 West of the summit of the Cascade Range - March 1 to May 15 and August 15 to ' 23 October 1. Where contract timing is appropriate, seeding, fertilizing, and mulching 24 shall be accomplished during the fall period listed above. Written permission to 25 seed after October 1 will only be given when physical completion of the project is ' 26 imminent and the environmental conditions are conducive to satisfactory growth. 27 28 East of the summit of the Cascade Range - August 15 to November 15. Seeding, ' 29 fertilizing, and mulching shall be accomplished during this fall period only. 30 31 All roadway excavation and embankment slopes, including excavation and 32 embankment slopes that are partially completed to grade, shall be prepared and 33 seeded during the first available seeding window. 34 35 When environmental conditions are not conducive to satisfactory results, the Engineer 36 may suspend work until such time that the desired results are likely to be obtained. 37 38 The Contractor will be responsible to ensure a healthy stand of grass, otherwise, the 39 Contractor will, restore eroded areas, clean up eroded materials, and reseed, fertilize 40 and mulch, at no additional cost to the Contracting Agency. 41 42 8-02.3(15)G Protection and Care of Seeded Areas 43 In addition to the requirements of Section 1-07.13(1), the contractor shall be 44 responsible for performing the following duties: 45 46 1. Protect all areas involved against vehicle and pedestrian traffic by use of 47 approved warning signs and barricades. 48 49 2. Areas, which have been damaged through any cause prior to final inspection, 50 and areas failing to receive a uniform application at the specified rate, shall be 51 reseeded, refertilized, and remulched at the Contractor's expense. 52 1 3. Seeded areas within the planting area shall be considered part of the planting 2 area. Weeds within the seeded areas shall be controlled in accordance with 3 Section 8-02.3(3). 4 5 8-02.3(15)H Inspection 6 Inspection of any area will be made upon completion of seeding, fertilizing, or mulching. 7 The work in any area will not be measured for payment until a uniform distribution of the 8 materials is accomplished at the specified rate. Areas not receiving a uniform 9 application of seed, fertilizer, or mulch at the specified rate, as determined by the 10 Engineer, shall be reseeded, refertilized, or remulched at the Contractor's expense prior 11 to payment. 12 13 8-02.3(15)1 Mowing 14 When the proposal contains the bid item "Mowing" or mowing areas are defined, the 15 Contractor shall mow all grass growing areas and slopes 2.5 (H) to 1 (V) or flatter 16 except for naturally wooded and undergrowth areas. Trimming around traffic facilities, 17 structures, planting areas, or other features extending above ground shall be 18 accomplished preceding or simultaneously with each mowing by use of power-driven or 19 hand-operated machinery and tools to achieve a neat and uniform appearance. 20 21 Each mowing shall be considered as one coverage of all grass areas to be mowed 22 within a defined area. Prospective bidders shall verify the estimated acreage, the 23 topography, irregularity of the area, slopes involved, and access limitations to determine 24 the appropriate equipment to use for mowing. Equipment and tools shall be provided 25 such as, but not limited to, tractor-operated rotary or flail-type grass cutting machines 26 and tools or other approved equipment. Power driven equipment shall not cause ruts or 27 deformation of improved areas. Sickle type grass cutters will be permitted only on 28 slopes of drainage ditches, berms, or other rough areas. The equipment and tools shall 29 be in good repair at all times and maintained so that a clean, sharp cut of the grass will 30 result at all times. The Engineer will determine the actual number of mowings. The 31 height of mowing will be 4 to 6 inches or as designated in the Plans or in the Special 32 Provisions. 33 34 Mowing equipment shall be operated and equipped with suitable guards to prevent 35 throwing rocks or debris onto the traveled way or off the right of way. Equipment, which 36 pulls or rips the grass or damages the turf in any manner will not be permitted. The 37 Engineer will be the sole judge of the adequacy of the equipment, safeguards, and 38 methods of use. The Contractor will not be required to collect or remove clippings from 39 the project except on the traveled way, shoulder, walkway, or other areas designated by 40 the Engineer. 41 42 8-02.3(16) Lawn Installation 43 In irrigated areas, lawn installation shall not begin until the irrigation system is fully 44 operational. 45 46 Seed mix and rate of application shall be as specified in the Special Provisions. 47 48 Unless otherwise approved by the Engineer, seeded lawn installation shall be 49 performed during the following periods of at the location shown: 50 51 West of the summit of the Cascade Range - March 1 to October 1. 52 East of the summit of the Cascade Range -April 15 to October 1. 1 III 2 The Contractor shall have the option of sodding in lieu of seeding for lawn installation at 3 no additional expense to the Contracting Agency. Seeding in lieu of sodding will not be 4 allowed. 5 6 Topsoil for seeded or sodded lawns shall be placed at the depth and locations shown in 7 the Plans. The topsoil shall be cultivated to the specified depth, raked to a smooth 8 even grade without low areas to trap water and compacted, all as approved by the 9 Engineer. e 10 11 Sod strips shall be placed within 48 hours of being cut. Placement shall be without 12 voids and have the end joints staggered. The sod shall be rolled with a smooth roller 13 following placement. 14 15 Barriers shall be erected, with warning signs where necessary, to preclude pedestrian 16 traffic access to the newly placed lawn during the establishment period. 17 18 8-02.3(17) Lawn Establishment 19 Lawn establishment shall consist of caring for all new lawn areas within the limits of the 20 project. 21 22 The lawn establishment period shall begin immediately after the lawn planting has been 23 accepted by the Engineer and shall extend to the end of four mowings or 20 working 24 days which ever is longer. The mowings shall be done in accordance with 8-02.3(18)1. 25 26 During the lawn establishment period, it shall be the Contractor's responsibility to 27 ensure the continuing healthy growth of the turf. This care shall include labor and 28 materials necessary to keep the project in a presentable condition, including but not ' 29 limited to, removal of litter, mowing, trimming, removal of grass clippings, edging, 30 fertilization, insecticide and fungicide applications, weed control, watering, repairing the 31 irrigation system, and repair and reseeding any and all damaged areas. Lawn mowing 32 shall be performed once each week, or as ordered by the Engineer, during the lawn 33 establishment period with no additional compensation. 34 35 Temporary barriers shall be removed only on written permission from the Engineer. 36 37 All work performed under lawn establishment shall comply with established turf 38 management practices. 39 40 Acceptance of lawn planting as specified shall be based on a uniform stand of grass 41 and a uniform grade at the time of final inspection. Areas that are bare or have a poor 42 stand of grass, and areas not having a uniform grade through any cause before final 43 inspection, shall be recultivated, regraded, reseeded, or resodded and refertilized as 44 specified at no additional cost to the Contracting Agency. 45 46 8-02.3(18) Lawn Mowing 47 Lawn mowing shall begin immediately after the lawn establishment period has been 48 accepted by the Engineer and shall extend to the end of the contract or the first year 49 plant establishment, whichever is last. 50 51 The Contractor shall accomplish the following minimum requirements: 52 1 1. Mowing, trimming, and edging shall be done as often as conditions dictate. 2 Maximum height of lawn shall not exceed 3 inches. The cutting height shall be 3 2 inches. Cuttings, trimmings, and edgings shall be disposed of off the project 4 site. When the Engineer approves the use of a mulching mower, trimmings 5 may be left in place. 6 7 2. Watering shall be as often as conditions dictate depending on weather and soil 8 conditions. 9 10 3. Provide fertilizer, weed control, and other measures as necessary to maintain 11 a healthy stand of grass. 12 13 8-02.4 Measurement 14 Topsoil, mulch and soil amendments will be measured by the cubic yard in the haul 15 conveyance at the point of delivery. 16 17 Live fascine will be measured by the linear foot. 18 19 Brush layer will be measured by the linear foot. 20 21 Live pole will be measured per each. 22 23 Live stake row will be measured by the linear foot 24 25 Live brush mattress will be measured by the surface square yard. 26 27 Compost will be measured by the cubic yard in the haul conveyance at the point of 28 delivery. 29 30 The quantity of topsoil Type B used on the project will not be deducted from the total 31 quantity of roadway excavation, borrow, strippings, or other excavation for which haul is 32 being paid. 33 34 The pay quantities for plant materials will be determined by count of the number of 35 satisfactory plants in each category accepted by the Engineer. 36 37 Weed barrier mat will be measured per each 38 39 Fertilizer will be measured in pounds 40 41 Seeding, fertilizing, liming, mulching, mowing, and soil binder or tacking agent will be 42 measured in acres by ground slope measurement or through the use of design data. 43 44 Seeding and fertilizing by hand will be measured by the square yard. No adjustment in 45 area size will be made for the vegetation free zone around each plant. 46 47 Water will be measured in accordance with Section 2-07.4. Measurement will be made 48 of only that water hauled in tank trucks or similar equipment. 49 50 Seeded lawn, sod installations, and lawn mowing will be measured along the ground 51 slope and computed in square yards of actual lawn completed, established, and 52 accepted. 1 2 8-02.5 Payment 3 Payment will be made in accordance with Section 1-04.1, for each of the following listed 4 bid items that are included in the proposal: 5 6 "Topsoil Type ", per cubic yard. 7 The unit contract price per cubic yard for "Topsoil Type " shall be full pay for 8 providing the source of material for topsoil Type A and C, for excavating, loading, 9 hauling, intermediate windrowing, stockpiling, weed control and removal, placing, 10 spreading, processing, cultivating, and compacting topsoil Type A, Type B, and 11 Type C. 12 13 "Plant Selection _", per each. 14 "PSIPE_", per each. (PSIPE is Plant Selection Including Plant Establishment.) 15 The unit contract price for "Plant Selection ", per each, and "PSIPE _", per 16 each, shall be full pay for all materials, labor, tools, equipment, and supplies 17 necessary for weed control within the planting area, planting area preparation, fine 18 grading, planting, cultivating, and cleanup for the particular items called for in the 19 Plans. ' 20 21 As the plants that include plant establishment are obtained, propagated, and grown, 22 partial payments shall be made as follows after inspection by the Engineer: 23 24 Payment of 5 percent of the unit contract price, per each, when the plant materials 25 have been contracted, propagated, and are growing under nursery conditions. The 26 Contractor shall provide the Engineer with certification that the plant material has 27 been procured or contracted for delivery to the project for planting within the time 28 limits of the project. The certification shall state the location, quantity, and size of 29 all material. 30 31 Payment shall be increased to 15 percent of the unit contract price, per each, upon 32 completion of the initial weed control work. 33 34 Payment shall be increased to 60 percent of the unit contract price per each for the ' 35 contracted plant material in a designated unit area when planted. 36 37 Payment shall be increased to 80 percent of the unit contract price per each for 38 contracted plant material at the completion of the initial planting. , 39 40 Payment shall be increased to the appropriate percentage upon accomplishment of 41 the following phases of plant establishment. 42 43 3 months after completion of initial planting 85% 44 6 months after completion of initial planting 90% 45 Completion of 1 st year plant establishment 100% 46 47 As the plants that do not include plant establishment are obtained, propagated, and 48 grown, partial payments shall be made as follows: 49 50 Payment of 15 percent of the unit contract price per each when the plant materials 51 have been contracted, propagated, and are growing under nursery conditions. The 52 Contractor shall provide the Engineer with certification that the plant material has 1 been procured or contracted for delivery to the project for planting within the time 2 limits of the project. The certification shall state the location, quantity, and size of 3 all material. 4 5 Payment shall be increased to 90 percent of the unit contract price per each for 6 contracted plant material at the completion of the initial planting. 7 8 Payment shall be increased to 100 percent at the physical completion of the 9 contract. 10 11 All partial payments shall be limited to the actual number of healthy vigorous plants that 12 meet the stage requirements, limited to plan quantity. Previous partial payments made 13 for materials rejected or missing will be deducted from future payments due the 14 Contractor. 15 16 "Live Fascine", per linear foot. 17 "Live Pole", per each. 18 "Live Stake Row", per linear foot. 19 "Live Brush Mattress", per square yard. 20 "Plant Establishment -_Year", will be paid in accordance with Section 1-09.6. 21 "Brush Layer", per linear foot. 22 "Weed Barrier Mat", per each 23 The unit contract price per each for "Weed Barrier Mat" shall be full pay to provide 24 and install the weed barrier mat as specified, to maintain the mat in place 25 throughout the plant establishment period, and to remove the mat when ordered by 26 the Engineer. 27 28 "Compost Type_", per cubic yard. 29 The unit contract price per cubic yard for "Compost Type _" shall be full pay for 30 furnishing and spreading the compost onto the existing soil. 31 32 "Fertilizer", per pound. 33 "Weed Control", will be paid in accordance with Section 1-09.6. 34 "Pesticide Application", will be paid in accordance with Section 1-09.6. 35 36 For the purpose of providing a common proposal for all bidders, the Contracting 37 Agency entered an amount for "Plant Establishment - _ Year', "Weed Control", 38 and "Pesticide Application" in the proposal to become a part of the total bid by the 39 Contractor. 40 41 "Soil Amendment", per cubic yard. 42 "Bark or Wood Chip Mulch", per cubic yard. 43 "Water', per M Gal. 44 "Seeding", per acre. 45 "Seeding and Fertilizing", per acre. 46 "Seeding, Fertilizing, and Mulching", per acre. 47 "Seeding and Mulching", per acre. 48 "Seeding and Fertilizing by Hand", per square yard. 49 "Fertilizing", per acre. 50 "Second Application of Fertilizer', per acre. 51 "Liming", per acre. 52 "Mulching", per acre. 1 "Soil Binder or Tacking Agent", per acre. 2 "Mowing", per acre. 3 "Seeded Lawn Installation", per square yard. 4 "Sod Installation", per square yard. 5 "Lawn Mowing", per square yard. 6 The unit contract price per square yard for "Seeded Lawn Installation" or "Sod 7 Installation" shall be full pay for all costs necessary for weed control within the 8 seeding area, to prepare the area, plant or sod the lawn, erect barriers, and 9 establish lawn areas and for furnishing all labor, tools, equipment, and materials 10 necessary to complete the work as specified and shall be paid in the following 11 sequence for healthy, vigorous lawn: 12 13 Completion of Lawn Planting 60 percent of individual areas 14 Mid Lawn Establishment 15 (after 2 mowings) 85 percent of individual areas 16 Completion of Lawn Establishment 100 percent of individual areas 17 (after 4 mowings) 18 19 SECTION 8-03, IRRIGATION SYSTEM 20 December 2, 2002 21 This section is revised to read: 22 23 8-03.1 Description 24 This work shall consist of installing an irrigation system in accordance with these 25 Specifications and the details shown in the Plans or as staked. 26 27 The irrigation system has been designed using the products as shown in the Sprinkler 28 Legend/Performance Data table and the irrigation details. If approved by the Engineer, 29 the Contractor may supply different manufacturer products, but only if the products are 30 of equal performance and material quality as shown in the Plans. 31 32 8-03.2 Materials 33 Materials shall meet the requirements of Sections 9-15 and 9-29. 34 35 8-03.3 Construction Requirements 36 Location of pipe, tubing, sprinkler heads, emitters, valves, and other equipment shall be 37 as shown in the Plans and shall be of the size and type indicated. No changes shall be 38 made except as approved by the Engineer. 39 40 Potable water supplies shall be protected against cross-connections in accordance with 41 applicable Contracting Agency rules and regulations. 42 43 Water service connections shall be made by the Contractor as indicated in the Plans 44 and Special Provisions and such installations and equipment shall conform to the - 45 requirements set forth by the supplying agency. 46 47 Construction of electrical systems shall conform to applicable portions of Sections 8-20 48 and 9-29. 49 1 8-03.3(1) Layout of Irrigation System 2 The Contractor shall stake the irrigation system following the schematic design shown 3 in the Plans, before the construction begins. Alterations and changes in the layout may 4 be expected in order to conform to ground conditions and to obtain full and adequate 5 coverage of plant material with water; however, no changes in the system as planned 6 shall be made without the prior authorization of the Engineer. 7 8 Irrigation Potholing 9 Existing underground irrigation casing pipe ends shall be located by potholing, as 10 specified by the Engineer. 11 12 8-03.3(2) Excavation 13 Pipe trenches shall be no wider at any point than is necessary to lay the pipe or install 14 equipment. The top 6 inches of topsoil, when such exists, shall be kept separate from 15 subsoil and shall be replaced as the top layer when backfill is made. Trench bottoms 16 shall be relatively smooth and consist of sand or other suitable material free from rocks, 17 stones, or any material that might damage the pipe. Trenches in rock or other material 18 unsuitable for trench bottoms shall be excavated 6 inches below the required depth and 19 shall be backfilled to the required depth with sand or other suitable material free from 20 rocks or stones. 21 22 The Contractor shall exercise care when excavating trenches near existing trees to 23 minimize damage to tree roots. Where roots are 2 inches and greater in diameter, 24 except in the direct path of the pipe, the pipe trench shall be hand excavated and 25 tunneled. When large roots are exposed, they shall be wrapped with heavy burlap for 26 protection and to prevent excessive drying. Trenches dug by machines adjacent to 27 trees having roots 2 inches and less in diameter shall have the sides hand trimmed 28 making a clean cut of the roots. Trenches having exposed tree roots shall be backfilled 29 within 24 hours unless adequately protected by moist burlap or canvas as approved by 30 the Engineer. 31 32 Detectable marking tape shall be placed in the trench 6 inches directly above, parallel 33 to, and along the entire length of all nonmetallic water pipes and all nonmetallic and 34 aluminum conduits placed under existing or future pavement. The width of the tape 35 shall be as recommended by the manufacturer. 36 37 8-03.3(3) Piping 38 All lines shall be a minimum of 18 inches below finished grade measured from the 39 bottom of the pipe or as shown in the Plans. All live mains to be constructed under 40 existing pavement shall be placed in irrigation conduits jacked under pavement unless 41 otherwise noted in the plans. All PVC pipe installed under areas to be paved shall be 42 placed in irrigation conduit. Irrigation conduit shall extend a minimum of 1 foot beyond 43 the limits of pavement. All jacking operations shall be performed in accordance with an 44 approved jacking plan. Where possible, mains and laterals or section piping shall be 45 placed in the same trench. All lines shall be placed a minimum of 3 feet from the edge 46 of concrete sidewalks, curbs, guardrail, walls, fences, or traffic barriers. 47 48 Mainlines and lateral lines shall be defined as follows: 49 50 Mainlines: All supply pipe and fittings between the water meter and the irrigation 51 control valves. 1 2 Lateral Lines: All supply pipe and fittings between the irrigation control valves and 3 the connections to the irrigation heads. Swing joints, thick walled poly pipe, flexible 4 risers, rigid pipe risers, and associated fittings are not considered part of the lateral 5 line but incidental components of the irrigation heads. 6 7 Pipe pulling will not be allowed for installation and placement of irrigation pipe. 8 9 8-03.3(4) Jointing 10 During construction, pipe ends shall be plugged or capped to prevent entry of dirt, 11 rocks, or other debris. 12 13 All galvanized steel pipe shall have sound, clean cut, standard pipe threads well fitted. 14 All pipes shall be reamed to the full diameter and burrs removed before assembly. 15 Threaded galvanized steel joints shall be constructed using either a nonhardening, 16 nonseizing multipurpose sealant or teflon tape or paste as recommended by the pipe 17 manufacturer. All threaded joints shall be made tight with wrenches without the use of 18 handle extensions. Joints that leak shall be cleaned and remade with new material. 19 Caulking or thread cement to make joints tight will not be permitted. 20 21 PVC pipe, couplings, and fittings shall be handled and installed in accordance with the 22 manufacturer's recommendation. The outside of the PVC pipe shall be chamfered to a 23 minimum of 1/16 inch at approximately 22 degrees. Pipe and fittings shall be joined by 24 solvent welding. Solvents used must penetrate the surface of both pipe and fitting 25 which will result in complete fusion at the joint. Use solvent and cement only as 26 recommended by the pipe manufacturer. 27 28 Threaded PVC joints shall be assembled using Teflon tape as recommended by the 29 pipe manufacturer. 30 31 On plastic to metal connections, work the metal connection first. Use a nonhardening 32 compound on threaded connections. Connections between metal and plastic are to be 33 threaded utilizing female threaded PCV adapters with threaded schedule 80 PVC nipple 34 only. 35 36 Polyethylene pipe and fittings shall be installed in accordance with the manufacturer's 37 recommendations. The ends of the polyethylene pipe shall be cut square and inserted 38 to the full depth of the fitting. Clamps for insert fittings shall be stainless steel. 39 40 8-03.3(5) Installation 41 Galvanized pipe shall be used from the water meter or service connection through the 42 cross-connection control device. 43 44 Final position of turf heads shall be between 1/2 inch and 1 inch above finished grade , 45 measured from the top of the sprinkler. All sprinklers adjacent to walks, curbs, and 46 pavement shall be placed as shown in the Plans. 47 48 Shrub heads, unless otherwise specified, shall be placed on risers approximately 49 12 inches above finished grade. 50 51 Final position of valve boxes, capped sleeves, and quick coupler valves shall be 52 between 1/2 inch and 1 inch above finished grade or mulch. 1 1 2 Drip irrigation emitters shall be installed in accordance with the manufacturer's 3 recommendations. 4 5 8-03.3(6) Electrical Wire Installation 6 Wiring between the automatic controller and automatic valves shall be direct burial and 7 may share a common neutral. Separate control conductors shall be run from the 8 automatic controller to each valve. When more than one automatic controller is 9 required, a separate common neutral shall be provided for each controller and the 10 automatic valve which it controls. Wire shall be installed adjacent to or beneath the 11 irrigation pipe. Plastic tape or nylon ty-wraps shall be used to bundle wires together at 12 10-foot intervals, and the wire shall be "snaked" from side to side in the trench. When 13 necessary to run wire separate from the irrigation pipe, the wire shall be bundled and 14 placed under detectable marking tape. When lateral pipe lines have less than 18 15 inches of cover, direct burial wire shall not be adjacent to pipes but shall be placed at a 16 minimum depth of 18 inches. 17 18 Wiring placed under pavement and walls, or through walls, shall be placed in irrigation 19 casing. Irrigation casing shall not be less than 1 inch in diameter, Class 200 PVC. 20 21 Splices will be permitted only at junction boxes, valve boxes, pole bases, or at control 22 equipment. A minimum of 2 feet of excess conductor shall be left at all splices, terminal 23 and control valves to facilitate inspection and future splicing. 24 25 All 120-volt electrical conductors and conduit shall be installed by a certified electrician 26 including all wire splices and wire terminations. 27 28 For all 24 volt direct burial circuits, the continuity test, ground test, and functional test 29 shall be performed. The Megger test confirming insulation resistance of not less than 2 30 megohms to ground in accordance with Section 8-20.3(11) is required. 31 32 All wiring shall be tested in accordance with Section 8-20.3(11). 33 34 8-03.3(7) Flushing and Testing 35 All gauges used in the testing of water pressures shall be certified correct by an 36 independent testing laboratory immediately prior to use on the project. Gauges shall be 37 retested when ordered by the Engineer. 38 39 Automatic controllers shall be tested by actual operation for a period of two weeks 40 under normal operating conditions. Should adjustments be required, the Contractor 41 shall do so according to the manufacturer's direction and test until operation is 42 satisfactory. 43 44 Main Line Flushing 45 All main supply lines shall receive two fully-open flushings, to remove debris that 46 may have entered the line during construction: the first before placement of valves; 47 the second after placement of valves and prior to testing. 48 49 Main Line Testing 50 All main supply lines shall be purged of air and tested with a minimum static water 51 pressure of 150 psi for 60 minutes without introduction of additional service or 52 pumping pressure. Testing shall be done with one pressure gauge installed on the 1 line, where ordered by the Engineer. An additional pressure gauge shall be 2 installed at the pump when ordered by the Engineer. Lines that show loss of 3 pressure exceeding 5 psi at the ends of specified test periods will be rejected. 4 5 The Contractor shall correct rejected installations and retest for leaks as specified 6 herein. 7 8 Lateral Line Flushing 9 All lateral lines shall receive one fully-open flushing prior to placement of sprinkler 10 heads, emitters, and drain valves. The flushing shall be of sufficient duration to 11 remove any dirt or debris that has entered the lateral lines during construction. 12 13 Lateral Line Testing 14 All lateral lines shall be purged of air and tested in place at operating line pressure 15 with a pressure gauge and with all fittings capped or plugged. The operating line 16 pressure shall be maintained for 30 minutes with valves closed and without 17 introduction of additional pressure. Lines that show leaks or loss of pressure 18 exceeding 5 psi at the end of specified test periods will be rejected. 19 20 The Contractor shall correct and retest lateral line installations that have been 21 rejected. Throughout the life of the Contract, the Contractor shall repair, flush, and 22 test, all main and lateral lines that have sustained a break or disruption of service. 23 Upon restoration of the water service, the affected lines shall be brought up to 24 operating pressure. The Contractor shall then conduct a thorough inspection of all 25 sprinkler heads, emitters, etc., located downstream of the break, disruption of 26 service, and repair. This inspection is required to ensure that the entire irrigation 27 system is operating properly. 28 29 8-03.3(8) Adjusting System 30 Before final inspection, the Contractor shall adjust and balance all sprinklers to provide 31 adequate and uniform coverage. Spray patterns shall be balanced by adjusting 32 individual sprinkler heads with the adjustment screws or replacing nozzles to produce a 33 uniform pattern. Unless otherwise specified, sprinkler spray patterns will not be 34 permitted on pavement, walks, or structures. 35 36 8-03.3(9) Backfill 37 Backfill shall not be started until all piping has been inspected, tested, and approved by 38 the Engineer, after which backfilling shall be completed as soon as possible. All backfill 39 material placed within 6 inches of the pipe shall be free of rocks, roots, or other 40 objectionable material that might cut or otherwise damage the pipe. Backfill from the 41 bottom of the trench to approximately 6 inches above the pipe shall be by continuous 42 compacting in a manner that will not damage pipe or wiring and shall proceed evenly on 43 both sides of the pipe. The remainder of the backfill shall be thoroughly compacted, 44 except that heavy equipment shall not be used within 18 inches of any pipe. The top 45 6 inches of the backfill shall be of topsoil material or the first 6 inches of material 46 removed in the excavation. 47 48 8-03.3(10) As Built Plans 4J Upon physical completion of the work, the Contractor shall submit As Built Plans 50 consisting of corrected shop drawings, schematic circuit diagrams, or other details 51 necessary to show the work as constructed including the actual installed locations of 1 the irrigation system(s) equipment including, but not limited to, water meters, cross 2 connection control devices, electrical services, pipe and wire runs, splice boxes, 3 controllers, valves, heads, and other equipment. These drawings shall be on sheets 4 conforming in size to the provisions of Section 1-05.3. All drawings must be complete 5 and legible. 6 7 Any corrections and additions ordered by the Engineer shall be made by the Contractor 8 prior to acceptance. The Contractor shall provide the Engineer with three copies of 9 parts lists, catalog cuts, and service manuals for all equipment installed on the project. 10 11 8-03.3(11) System Operation 12 The irrigation system shall be completely installed, tested, and automatically operable 13 prior to planting in a unit area except where otherwise specified in the Plans or 14 approved by the Engineer. The Contractor shall be fully responsible for all 15 maintenance, repair, testing, inspecting, and automatic operation of the entire system 16 until all work is considered complete as determined by the final inspection specified in 17 Section 1-05.11. The final inspection of the irrigation system will coincide with the end 18 of the contract or first year plant establishment which ever is later. 19 20 This responsibility shall include, but not be limited to, draining the system prior to winter 21 and reactivating the system in the spring and at other times as ordered by the Engineer. 22 23 For the life of the contract, the Contractor shall be responsible for having annual 24 inspections and tests performed on all cross connection control devices as required and 25 specified by the Washington State Department of Social and Health Services. 26 Inspections and tests shall be conducted at the time of initial activation and each spring 27 prior to reactivating the irrigation system. Potable water shall not flow through the 28 cross-connection control device to any downstream component until tested and 29 approved for use by the serving utility. 30 31 In the spring, when the drip irrigation system is in full operation, the Contractor shall 32 make a full inspection of all emitters. This shall involve visual inspection of each emitter 33 under operating conditions. All adjustments, flushings, or replacements to the system 34 shall be made at this time to ensure the proper operation of all emitters. 35 36 8-03.3(12) Cross-connection Control Device Installation 37 Cross-connection control devices shall be installed, inspected, and tested by the 38 serving utility or designee in accordance with applicable portions of the Washington 39 Administrative Code (WAC 246-290-490) and other applicable regulations as set forth 40 by the Washington State Department of Social and Health Services and the 41 Washington State Department of Transportation. 42 43 During the life of the Contract, these devices shall be inspected and tested annually, or 44 more often if successive inspections indicate repeated failures. Inspections and tests 45 shall be conducted at the time of initial installation, after repairs, and each spring prior 46 to reactivation of the irrigation system. These inspections and tests shall be completed 47 and the results recorded by a licensed Backflow Assembly Device Tester (BADT) 48 Operator or by a Contracting Agency Certified Water Works Operator with a CCS-1 or 49 CCS-2 Classification and shall document that the devices are in good operating 50 condition prior to flushing and testing of any downstream water lines. Devices that are 51 defective shall be repaired or replaced. 52 1 Inspection and test results shall be recorded on Department of Transportation Form No. 2 DOT 540-020 and other forms as may be required by the serving utility. The completed 3 forms shall be submitted to the appropriate health authority and to the serving utility 4 when applicable. 5 6 8-03.3(13) Irrigation Water Service 7 The Contracting Agency has arranged for a water meter installation(s) for the irrigation 8 system at no cost to the Contractor at the locations and sizes as shown in the plans. 9 The water meter(s) will be installed by the serving utility. It shall be the Contractor's 10 responsibility to contact the Engineer to schedule the water meter installation performed 11 by the servicing utility. The Contractor shall provide a minimum of 60 calendar days 12 prior notice to the Engineer for the desired date for installation to ensure no service 13 installation delays work. 14 15 Construction activities for irrigation water service connections will be in accordance with 16 the serving utility's Service Agreement. A copy of the Service Agreement may be 17 obtained from the Engineer. 18 19 8-03.3(14) Irrigation Electrical Service 20 The Contracting Agency has arranged for electrical service connection(s) for operation 21 of the automatic electrical controller(s) at the locations as shown in the Plans. The 22 Contractor shall splice and run conduit and wire from the electrical service 23 connection(s), or service cabinet, which ever may apply, to the automatic electrical 24 controller and connect the conductors to the circuit(s) as shown in the Plans. 25 26 The installation of conduit and wire for the electrical power service shall be in 27 accordance with the serving utility's Service Agreement and these specifications. A 28 copy of the Service Agreement may be obtained from the Engineer. 29 30 8-03.4 Measurement 31 No unit of measure shall apply to the lump sum price for irrigation system. 32 33 8-03.5 Payment 34 Payment will be made in accordance with Section 1-04.1, for the following bid items 35 when included in the proposal: 36 37 "Irrigation System", lump sum. 38 All costs for furnishing and installing plastic valve boxes, irrigation system 39 equipment and components where indicated and as detailed in the Plans, all costs 40 of initial and annual inspections and tests performed on cross connection control 41 devices and electrical wire testing during the life of the contract and As Built Plans 42 shall be included in the lump sum price for the complete irrigation system as shown 43 in the Plans or as otherwise approved by the Engineer. 44 45 The Contracting Agency shall, at no cost to the contractor, provide water and electrical 46 services needed for installation and operation of the irrigation system for the life of the 47 contract. 48 49 As the irrigation system is installed, the payment schedule will be as follows: 50 1 Payment will be made in proportion to the amount of work performed up to 2 90 percent of the unit contract price for irrigation system when the irrigation system 3 is completed, tested, inspected, and fully operational. 4 5 Payment shall be increased to 95 percent of the unit contract price for irrigation 6 system upon completion and acceptance of initial planting and submittal of As Built 7 Plans. 8 9 Payment shall be increased to 100 percent of the unit contract price for irrigation 10 system upon completion and acceptance of the first year plant establishment. 11 When there is no first year plant establishment or when the contract is completed, 12 payment will be increased to 100 percent of the unit contract price for irrigation 13 system upon completion of As Built Plans. 14 15 SECTION 8-04, CURBS, GUTTERS, AND SPILLWAYS 16 April 7, 2003 17 8-04.3(1)A Extruded Cement Concrete Curb 18 In the third paragraph, the second sentence is revised to read: 19 20 The adhesive shall meet the requirements of Section 9-26.1 for Type II epoxy bonding 21 agent. 22 23 8-04.3(1) Cement Concrete Curbs, Gutters, and Spillways 24 The first paragraph is revised to read: 25 26 Cement concrete curb, curb and gutter, gutter, and spillway shall be constructed with 27 air entrained concrete Class 3000 conforming to the requirement of Section 6-02 except 28 at driveway entrances. Cement concrete curb or curb and gutter along thE� full width of a 29 driveway entrance shall be constructed with air entrained concretE� Class 4000 30 conforming to the requirements of Section 6-02. 31 32 The fourth paragraph is revised to read: 33 34 Expansion joints in the curb or curb and gutter shall be spaced at 15-foot intervals, the 35 beginning and ends of curb returns, drainage structures, bridges, and cold joints with 36 existing curbs and gutters. The expansion joint shall be filled to full cross-section with 37 3/8-inch premolded joint filler. When curb or curb and gutter is placed adjacent to 38 Portland Cement Concrete Pavement, a 1/4-inch thick, 6-inch deep premolded joint 39 filler shall be installed between the two vertical surfaces to prevent cracking. When 40 noted in the Plans, the Contractor shall install the catch basin gutter pan at drainage 41 structures abutting the curb and gutter. 42. 43 8-04.3(1)A Extruded Cement Concrete Curb 44 In the third paragraph, the second sentence is revised to read: 45 46 The adhesive shall meet the requirements of Section 9-26.1 for Type II epoxy bonding 47 agent. 48 49 8-04.5 Payment 50 This section is revised to read: 1 2 Payment will be made in accordance with Section 1-04.1, for each of the following bid 3 items that are included in the proposal: 4 5 "Cement Conc. Traffic Curb and Gutter", per linear foot. 6 "Cement Conc. Traffic Curb", per linear foot. 7 "Mountable Cement Conc. Traffic Curb", per linear foot. 8 "Dual-Faced Cement Conc. Traffic Curb and Gutter", per linear foot. 9 "Dual-Faced Cement Conc. Traffic Curb", per linear foot. 10 "Cement Conc. Pedestrian Curb", per linear foot. 11 "Roundabout Truck Apron Inner Cement Conc. Curb", per linear foot. 12 "Roundabout Truck Apron Outer Cem. Conc. Curb and Gutter", per linear foot. 13 "Extruded Curb", per linear foot. 14 "Cement Conc. Gutter", per linear foot. 15 "Cement Conc. Spillway", per linear foot. 16 "Asphalt Conc. Gutter", per linear foot. 17 "Asphalt Conc. Spillway", per linear foot. 18 "Drain Pipe In. Diam.", per linear foot. 19 "Half Round Plain St. Culy. Pipe _ In. Th. _ In. Diam.", per linear foot. 20 "Half Round Tr. 1 St. Culy. Pipe _ In. Th. _ In. Diam.", per linear foot. 21 "Half Round Plain Al. Culy. Pipe _ In. Th. _ In. Diam.", per linear foot. 22 "Half Round Tr. 1 Al. Culy. Pipe _ In. Th. _ In. Diam.", per linear foot. 23 "Hand Placed Riprap", per cubic yard. 24 25 Hand placed riprap will be paid for as provided in Section 8-15.5. 26 27 When catch basin gutter pans are required in the Plans, all costs for providing the 28 widened area of gutter pan shall be included in the curb and gutter bid item. 29 30 SECTION 8-05, INTEGRAL CEMENT CONCRETE CURB 31 April 7, 2003 32 This section including the title is revised to read: 33 34 SECTION 8-05, VACANT 35 36 The following new section is added: 37 38 SECTION 8-06, CEMENT CONCRETE DRIVEWAY ENTRANCES 39 April 7, 2003 40 8-06.1 Description 41 This work shall consist of constructing the types of cement concrete driveway entrances 42 shown in the Plans and in accordance with these Specifications and the Standard 43 Plans. The widths of the entrances shall be as noted in the Plans. When no width is 44 noted in the Plans, the entrance shall be constructed to the minimum dimensions 45 shown in the Standard Plans. 46 47 8-06.2 Materials 48 Materials shall meet the requirements of the following sections: 49 w. i 1 Portland Cement 9-01 2 Aggregates 9-03 3 Premolded Joint Filler 9-04.1 4 5 Cement concrete driveway approaches shall be constructed with air entrained concrete 6 Class 4000 conforming to the requirements of Section 6-02 or Portland Cement 7 Concrete Pavement conforming to the requirements of Section 5-05. 8 9 8-06.3 Construction Requirements 10 Driveway entrance concrete may be placed, compacted, and finishE�d using hand 11 methods. The tools required for these operations shall be approved by the Engineer. 12 After troweling and before edging, the surface of the driveway entrance shall be 13 brushed in a transverse direction with a stiff bristled broom. Curing of thE! concrete shall 14 be in accordance with Section 5-05.3(13). The driveway entrances may be opened to 15 traffic in accordance with Section 5-05.3(17). 16 17 When noted in the Plans, the Contractor shall construct the driveway entrance in two or 18 more segments to permit access to an existing driveway. At these locations, the 19 Contactor shall provide a well-graded and drained temporary approach suitable for 20 vehicular traffic from the abutting roadway to the existing driveway and a firm surface 21 for pedestrians crossing the approach. When the concrete in this segment of the 22 entrance has reached the desired compressive strength, the Contractor shall route 23 traffic over it, remove the temporary approach, and construct the remaining driveway 24 entrance segment or segments. The joints between segments shall be filled to full 25 cross-section with 3/8-inch premolded joint filler. 26 27 8-06.4 Measurement 28 Cement concrete driveway entrances will be measured by the square yard of finished 29 surface. 30 31 8-06.5 Payment 32 Payment will be made in accordance with Section 1-04.1, for the following bid item 33 when it is included in the proposal: 34 35 "Cement Conc. Driveway Entrance Type_", per square yard. 36 All costs in constructing the driveway entrance in segments and installing and 37 removing the temporary approach shall be included. 38 39 SECTION 8-07, PRECAST TRAFFIC CURB AND BLOCK TRAFFIC GJRB 40 April 7, 2003 41 8-07.3(2) Painting of Curbs 42 The reference to "Section 8-22.2" is revised to "Section 9-34.4". 43 44 SECTION 8-08, RUMBLE STRIPS 45 April 7, 2003 46 This section is revised to read: 47 1 8-08.1 Description 2 This work shall consist of constructing shoulder rumble strips by grinding asphalt or 3 cement concrete pavement. The work shall include cleanup and disposal of cuttings 4 and other resultant debris. The Standard Plans show the patterns and construction 5 details for the four types of shoulder rumble strips. 6 7 8-08.2 Vacant 8 9 8-08.3 Construction Requirements 10 The equipment shall have a rotary type cutting head or series of cutting heads capable 11 of grinding one or more recesses in the asphalt or cement concrete as detailed in the 12 Standard Plans. The difference in the surface texture between the high and low 13 surfaces from the grinding shall not exceed 1 /8 inch. 14 15 Rumble strips shall not be constructed on bridge decks, bridge approach slabs, or 16 cement concrete surfaces. In areas where monuments, drainage structures, induction 17 loop lead-ins, pavement markings or other features will not allow the rumble strips to be 18 constructed as detailed, the rumble strips shall be eliminated or relocated as approved 19 by the Engineer. 20 21 The traveled lanes shall be kept free of cuttings and other construction debris at all 22 times. Immediately upon completion of rumble strip grinding, all cuttings, grinding 23 debris, dust, and other loose materials shall be removed from the rumble strips and 24 shoulder areas. All cuttings and other debris shall be disposed of as designated by the 25 Engineer or shall become the property of the Contractor and be disposed of outside the 26 project limits. Cuttings and other debris shall not be allowed to enter any waterways. 27 28 When shown in the Plans, the rumble strips shall be fog sealed in accordance with the 29 requirements of Section 5-04.3(19) following the completion of the shoulder rumble 30 strip. All pavement markings, junction boxes, drainage structures, and similar objects 31 located in the shoulder shall not be fog sealed. 32 33 The accumulative error in the longitudinal spacing of the rumble strips and the gaps, 34 when required, shall not exceed plus or minus 5 percent. 35 i 36 8-08.4 Measurement 37 Shoulder rumble strips will be measured to the nearest 0.01-mile along the mainline 38 roadway for each shoulder. No deductions will be made for required gaps shown on the 39 Standard Plans or for the elimination of rumble strips across bridge decks, bridge 40 approach slabs, cement concrete areas, or other areas approved by the Engineer. 41 42 Fog sealing, when shown in the Plans, will be measured as asphalt for fog seal in 43 accordance with Section 5-04.4. 44 45 8-08.5 Payment 46 Payment will be made in accordance with Section 1-04.1, for the following bid items 47 when included in the proposal: 48 49 "Shoulder Rumble Strip Type_", per mile. 1 Layout of the rumble strip pattern on the shoulder for the grinding operation is the 2 responsibility of the Contractor. All costs involved in this work shall be considered 3 incidental to the bid item. 4 5 Payment for fog sealing the shoulder, when shown in the Plans, shall be paid as 6 asphalt for fog seal in accordance with Section 5-04.5. 7 8 SECTION 8-10, GUIDE POSTS 9 December 2, 2002 10 8-10.2 Materials 11 In the second paragraph, the first sentence is revised to read: 12 13 Adhesives for surface mounted guide posts shall meet the requirement=s of Sections 9- 14 02.1(8) or 9-26.2. 15 16 SECTION 8-11, GUARDRAIL 17 January 7, 2002 18 8-11.3(1)C Erection of Rail 19 The fourth paragraph is revised to read: 20 21 Galvanized and Weathering steel rail plates shall be fastened to the posts with 22 galvanized bolts, washers, and nuts the size and kind shown in the Plane. 23 24 8-11.4 Measurement 25 The third paragraph is revised to read: 26 27 Measurement of beam guardrail terminal and beam guardrail buried terminal 28 Type 1 will be per each for the completed terminal. 29 30 The two paragraphs listed below are inserted following the third paragraph: 31 32 Measurement of beam guardrail buried terminal Type 2 will be per linear foot for the 33 completed terminal. 34 35 Measurement of beam guardrail placement-25 foot span will be per each for the 36 completed span. 37 38 8-11.5 Payment 39 The bid items listed below are inserted following "Beam Guardrail Terminal": 40 41 "Beam Guardrail Buried Terminal Type 1", per each. 42 "Beam Guardrail Buried Terminal Type 2", per linear foot. 43 44 The note for"Beam Guardrail _Terminal etc." is revised to read: 45 46 The unit contract price for "Beam Guardrail _ Terminal", "Beam Guardrail Buried 47 Terminal Type 1" and "Beam Guardrail Buried Terminal Type 2" shall in(.Iude the posts, 48 rail, end section, and anchor. 49 1 The bid item and note listed below are inserted following the note for "Beam Guardrail _ 2 Terminal": 3 4 "Beam Guardrail Placement - 25' Span", per each 5 The unit contract price per each for "Beam Guardrail Placement - 25' Span" shall 6 include all CRT posts, Type 1 guardrail posts and blocks and all nested w-beam rail 7 elements. 8 9 SECTION 8-12, CHAIN LINK FENCE AND WIRE FENCE 10 April 1, 2002 11 8-12.4 Measurement 12 The second paragraph is revised to read: 13 14 End, gate, corner, and pull posts for chain link fence will be measured per each for the j 15 posts furnished and installed complete in place. 16 17 8-12.5 Payment 18 The bid item "End, Corner, and Pull Post for Chain Link Fence" is revised to "End, Gate, 19 Corner, and Pull Post for Chain Link Fence", per each. 20 21 SECTION 8-14, CEMENT CONCRETE SIDEWALKS 22 April 7, 2003 23 8-14.3(3) Placing and Finishing Concrete 24 This section is revised to read: 25 26 The concrete shall be placed in the forms and struck off with an approved straightedge. 27 As soon as the surface can be worked, it shall be troweled smooth with a steel trowel. 28 29 After troweling and before installing the contraction joints or perimeter edging, the 30 walking surfaces of the sidewalk and ramps shall be brushed in a transverse direction 31 with a stiff bristled broom as shown in the Standard Plans. 32 33 Expansion and contraction joints shall be constructed as shown in the Standard Plans. 34 When the sidewalk abuts a cement concrete curb or curb and gutter, the expansion 35 joints in the sidewalk shall have the same spacing as the curb. The expansion joint shall 36 be filled to full cross-section of the sidewalk with 3/8-inch premolded joint filler. 37 38 Sidewalk ramps shall be of the type specified in the Plans. The detectable warning 39 pattern shall have the truncated dome shape shown in the Standard Plans and may be 40 formed by either embossing the wet concrete, adding a manufactured material after the 41 concrete has cured, or installing masonry or ceramic tiles. When masonry or ceramic 42 tiles are used, the Contractor shall block out the detectable warning pattern area to the 43 depth required for installation of the tiles and finish the construction of the concrete 44 ramp. After the concrete has set and the forms have been removed, the Contractor 45 shall install the tiles using standard masonry practices. The two-foot wide detectable 46 warning pattern area on the ramp shall be yellow and shall match the color of "Standard 47 Interstate Yellow" paint as specified in Formula K-2-83. Yellow masonry paint for 48 precast curbs, Formula H-3-83, may be used for truncated dome patterns embossed 49 into the concrete surface. 1 2 8-14.4 Measurement 3 This section is revised to read: 4 5 Cement concrete sidewalks will be measured by the square yard of finished surface 6 and will not include the surface area of the sidewalk ramps. Measurement of sidewalk 7 ramps will be by the unit for each complete ramp type. 8 9 8-14.5 Payment 10 This section is revised to read: 11 12 Payment will be made in accordance with Section 1-04.1, for the following bid items 13 when included in the proposal: 14 15 "Cement Conc. Sidewalk", per square yard. 16 "Cement Conc. Sidewalk with Raised Edge", per square yard. 17 "Monolithic Cement Conc. Curb and Sidewalk", per square yard. 18 "Cement Conc. Sidewalk Ramp Type ", per each 19 Payment for excavation of material not related to the construction of the sidewalk 20 but necessary before the sidewalk can be placed, when and if shown in the Plans, 21 will be made in accordance with the provisions of Section 2-03. Otherwise, the 22 Contractor shall make all excavations including haul and disposal, regardless of the 23 depth required for constructing the sidewalk to the lines and grades shown, and 24 shall include all costs thereof in the unit contract price per square yard for "Cement 25 Conc. Sidewalk.", "Cement Conc. Sidewalk with Raised Edge", or "Monolithic 26 Cement Conc. Curb and Sidewalk". 27 28 SECTION 8-15, RIPRAP 29 April 7, 2003 30 8-15.3(6) Quarry Spalls 31 This section is revised to read: 32 33 Quarry spalls shall be placed in ditches and on slopes to be protected, in accordance 34 with the Plans or as staked by the Engineer. After placement, the quarry spalls shall be 35 compacted to be uniformly dense and unyielding. 36 37 SECTION 8-20, ILLUMINATION, TRAFFIC SIGNAL SYSTEMS, AND ELECTRICAL 38 April 7, 2003 39 This section is revised to read: 40 41 8-20.1 Description 42 This work shall consist of furnishing, installing and field testing all materials and 43 equipment necessary to complete in place, fully functional system(s) of any or all of the 44 following, types including modifications to an existing system all in accordance with 45 approved methods, the Plans, the Special Provisions and these Specifications: 46 47 1. Traffic Signal System 48 2. Illumination System 49 3. Traffic Data Accumulation and Ramp Metering System 1 1 2 Unless otherwise noted, the location of signals, controllers, standards, and 3 appurtenances shown in the Plans are approximate; and the exact location will be 4 established by the Engineer in the field. 5 6 8-20.1(1) Regulations and Code 7 All electrical equipment shall conform to the standards of the National Electrical 8 Manufacturers Association (NEMA), Electric Utility Service Equipment 9 Requirements Committee (EUSERC), California Department of Transportation 10 document entitled. Traffic signal control equipment shall conform to the contract 11 and these Standard Specifications. EIA Electronic Industries Association, IEEE 12 Institute of Electrical, and Electronic Engineers the Radio Manufacturers 13 Association, the American Society for Testing and Materials (ASTM), the American 14 Association of State Highway and Transportation Officials (AASHTO), the 15 American National Standards Institute (ANSI), whichever is applicable, and to other 16 codes listed herein. In addition to the requirements of these Specifications, the 17 Plans, and the Special Provisions, all material and work shall conform to the 18 requirements of the National Electrical Code, hereinafter referred to as the Code, 19 and any WACs and local ordinances, which may apply. 20 21 Wherever reference is made in these Specifications or in the Special Provisions to 22 the Code, the rules, or the standards mentioned above, the reference shall be 23 construed to mean the code, rule, or standard that is in effect at the date of 24 advertising of the project. 25 26 In accordance with RCW 39.06.010, the Contractor need not be registered or 27 licensed if the Contractor has been prequalified as required by RCW 47.28.070. 28 29 Safe wiring labels normally required by the Department of Labor and Industries will 30 not be required on electrical work within the Rights-of-Way of Contracting Agency 31 Highways as allowed in RCW 19.28.141. 32 33 Persons performing electrical work shall be certified in accordance with RCW 34 19.28.161. Proof of certification shall be supplied to the Engineer prior to the 35 performance of the work. 36 37 8-20.1(2) Industry Codes and Standards 38 The following electrical industry codes and standard procedures are listed for 39 reference purposes: 40 41 Air Movement and Control Association (AMCA),30 West University Dr. 42 Arlington Heights, Illinois 60004. 43 44 American Association of State Highway and Transportation Officials 45 (AASHTO), 444 North Capitol Street N.W., Suite 225, Washington, D.C. 46 20001. 47 ,48 American National Standards Institute (ANSI), 70 East 45 Street, New York, 49 New York. 50 51 American Society for Testing and Materials (ASTM), 1916 Race Street, 52 Philadelphia, Pennsylvania. 1 2 American Wood Preservers' Association (AWPA), 836 Seventeenth Street, 3 Washington, D.C. 4 5 Bell Company Research and Evaluation (Bellcore) 31220 La Baya DR 6 Westlake Village CA 91362. 7 8 Edison Electric Institute (EEI), 420 Lexington Avenue, New York, New York. 9 10 Electronics Industries Association (EIA) 101 Pennsylvania Ave. Washington D 11 C. 12 13 Federal Communications Commission (FCC) 445 12th SW Washington D C 14 20554. 15 16 International Municipal Signal Association (IMSA), P.O. Box 539, 1115 North 17 Main Street, Newark, New York. 14513. 18 19 International Telephony Communications Union (ITU) Place des Nations CH 20 1211 Geneva 20 Switzerland. 21 22 Institute of Transportation Engineers (ITE), 2029 K Street, Washington, D.C. 23 24 Insulated Power Cable Engineers' Association (IPCEA), 283 Valley Road, 25 Montclair, New Jersey. 26 27 National Electrical Manufacturers' Association (NEMA), 155 East 44th Street, 28 New York, New York. 29 30 National Fire Protection Association - National Electrical Code (NEC), 470 31 Atlantic Avenue, Boston, Massachusetts. 32 33 National Television Standards Committee (NTSC) 445 12th SW Washington D 34 C 20554. 35 36 National Transportation Communications for ITS Protocol (NTCIP). 37 38 Rural Utilities Service (RUS) 1400 Independence Ave. Washington D C. 39 40 Underwriters' Laboratories (UL), 207 East Ohio Street, Chicago, Illinois. 41 42 8-20.2 Materials 43 Materials shall meet the requirements of Section 9-29. Unless otherwise indicated in the 44 Plans or specified in the Special Provisions, all materials shall be new. 45 46 Where existing systems are to be modified, the existing material shall be incorporated 47 in the revised system, salvaged, or abandoned as specified in the contract documents, 48 or as ordered by the Engineer. 49 1 8-20.2(1) Equipment List and Drawings 2 Within twenty days following execution of the Contract, the Contractor shall submit 3 to the Engineer a completed "Request for Approval of Material" that describes the 4 material proposed for use to fulfill the Plans and specifications. 5 6 If required to do so, the Contractor shall submit supplemental data, sample articles, 7 or both, of the material proposed for use. Supplemental data (six copies required) 8 would include such items as catalog cuts, product specifications, shop drawings, 9 wiring diagrams, etc. Any material purchased or labor performed prior to such 10 approval shall be at the Contractor's risk. All approvals by the Engineer must be 11 received by the Contractor before materials will be allowed on the job site. 12 13 If the luminaires are not listed in the Qualified Products List, the Contractor shall 14 submit six copies of the following information for each different type of luminaire 15 required on the contract: OL 16 17 1. Isocandela diagrams showing vertical light distribution, vertical control 18 limits, and lateral light distribution classification. 19 20 2. Details showing the lamp socket positions with respect to lamp and 21 refractor for each light distribution type. 22 23 The Contractor shall submit for approval six sets of shop drawings for each of the 24 following types of standards called for on this project:: 25 26 1. Light standards without pre-approved plans. 27 28 2. Signal standards with or without pre-approved plans. 29 30 The Contractor will not be required to submit shop drawings for approval for light 31 standards conforming to the pre-approved plans listed in the Special Provisions. 32 33 The Engineer's approval of any submitted documentation shall in no 34 way relieve the Contractor from compliance with the safety and 35 performance requirements as specified herein. 36 37 Submittals required shall include but not be limited to the following: 38 39 1. A material staging plan, should the Contractor propose Contracting 40 Agency-owned property for staging areas. 41 42 2. A cable vault installation plan showing the exact proposed installation 43 location by roadway station, offset and the scheduled sequence for each 44 cable vault installation. 45 46 3. A pit plan, for each boring pit, which bears the seal and signature of a 47 licensed professional engineer licensed under title 18 RCW, state of 48 Washington, qualified in civil engineering. The pit plan shall depict the 49 protection of traffic and pedestrians, pit dimensions, shoring, bracing, 50 struts, walers, sheet piles, conduit skids and means of attachment, casing 51 type and casing size. 52 1 1 4. The proposed boring plan which bears the seal and signature of a 2 licensed professional engineer, licensed under title 18 RCW, state of 3 Washington, qualified in civil engineering. The proposed boring plan shall 4 depict the boring system and entire support system. 5 6 8-20.3 Construction Requirements 7 8-20.3(1) General 8 All workmanship shall be complete and in accordance with the latest accepted 9 standards of the industry as determined by the Engineer. 10 11 Existing electrical systems, traffic signal or illumination, or approved temporary 12 replacements, shall be kept in effective operation during the progress of the work, 13 except when shutdown is permitted to allow for alterations or final removal of the 14 system. 15 16 Illumination system shutdowns shall not interfere with the regular lighting schedule, 17 unless permitted by the Engineer. The Contractor shall notify the Engineer prior to 18 performing any work on existing systems. 19 20 Work shall be so scheduled that each electrical system is operational prior to 21 opening the corresponding section of roadway to traffic. 22 23 Traffic signals shall not be placed in operation for use by the public until all 24 required channelization, pavement markings, illumination, signs, and sign lights are 25 substantially complete and operational unless otherwise allowed by the Project 26 Engineer. 27 28 All costs incurred by the Contractor for providing effective operation of existing 29 electrical systems shall be included in the associated electrical bid items. 30 31 8-20.3(2) Excavating and Backfilling 32 The excavations required for the installation of conduit, foundations, poles and 33 other appliances shall be performed in a manner to cause the least possible injury 34 to the streets, sidewalks, and other improvements. The trenches shall not be 35 excavated wider than necessary for the proper installation of the electrical 36 appliances and foundations. Excavating shall not be performed until immediately 37 before installation of conduit and other appliances. The material from the 38 excavation shall be placed where the least interference to vehicular and pedestrian 39 traffic, and to surface drainage, will occur. 40 41 All surplus excavated material shall be removed and disposed of by the Contractor 42 in accordance with Section 2-03 or as directed by the Engineer. 43 44 The excavations for foundations shall be backfilled in conformance with applicable 45 requirements of Section 2-09. 46 47 Excavations after backfilling shall be kept well filled and maintained in a smooth 48 and well drained condition until permanent repairs are made. 49 50 At the end of each day's work and at all other times when construction operations 51 are suspended, all equipment and other obstructions shall be removed from that 52 portion of the roadway open for use by public traffic. 1 2 Excavations in the street or highway shall be performed in such a manner that not 3 more than one traffic lane is restricted in d either direction rection at an time e unless 4 otherwise approved by the Engineer. 5 6 8-20.3(3) Removing and Replacing Improvements 7 Improvements such as sidewalks, curbs, gutters, Portland cement concrete and 8 asphalt concrete pavement, bituminous surfacing, base material, and any other 9 improvements removed, broken, or damaged by the Contractor, shall be replaced 10 or reconstructed with the same kind of materials as found on the work or with other 11 materials satisfactory to the Engineer. 12 13 Whenever a part of a square or slab of existing concrete sidewalk or driveway is 14 broken or damaged, the entire square or slab shall be removed and the concrete 15 reconstructed as above specified. 16 17 The outline of all areas to be removed in Portland cement concrete sidewalks and 18 pavements and asphalt concrete pavements shall be cut to a minimum depth of 3 19 inches with a saw prior to removing the sidewalk and pavement material. The cut 20 for the remainder of the required depth may be made by a method satisfactory to 21 the Engineer. Cuts shall be neat and true with no shatter outside the removal area. 22 23 8-20.3(4) Foundations 24 Foundation concrete shall conform to the requirements for the specified class, be 25 cast-in-place concrete and be constructed in accordance with Section 6-02.2 and 26 6-02.3. Concrete for posts, standards, pedestals, and cabinets shall be constructed 27 of concrete Class 3000. Steel reinforcing bars for foundations shall conform to 28 Section 9-07. 29 30 The bottom of concrete foundations shall rest on firm ground. 31 32 Foundations shall be cast in one operation where practicable. The exposed 33 portions shall be formed to present a neat appearance. 34 35 The foundations shown in the Plans shall be extended if conditions require 36 additional depth, and such additional work, if ordered by the Engineer, will be paid 37 for as extra work as provided in Section 1-04.4. 38 39 Forms shall be true to line and grade. Tops of foundations for posts and standards, 40 except special foundations, shall be finished to ground line or sidewalk grade, 41 unless otherwise noted in the Plans or directed by the Engineer. 42 43 Forms shall be rigid and securely braced in place. Conduit ends and anchor bolts 44 shall be plumbed and rigidly placed in proper position and to proper height prior to , 45 placing concrete and shall be held in place by means of a template until the forms 46 are removed. 47 48 Anchor bolts shall be installed so that two full threads extend above the top of the 49 top heavy-hex nut, except that slip base anchor bolt extensions shall conform to 50 the specified slip base clearance requirements. Anchor bolts shall be installed 51 plumb, plus or minus 1 degree. 52 1 Plumbing of standards shall be accomplished by adjusting leveling nuts. Shims or 2 other similar devices for plumbing or raking will not be permitted except on power 3 installed hot dipped galvanized steel luminaire foundations. 4 5 The top heavy-hex nuts of light standards and signal standards shall be tightened 6 in accordance with Section 6-03.3(33), and as follows: 7 8 1. The top heavy-hex nuts for all clamping bolts of slip base light standards 9 and Type RM and FB signal standards, shall be tightened using a torque 10 wrench to the torque specified in Sections 8-20.3(13)A and 8-20.3(14)E, 11 respectively. 12 13 2. The top heavy-hex nuts for all anchor bolts shall be tightened by the Turn- 14 Of-Nut Tightening Method to minimum rotation of 1/4 turn and a 15 maximum rotation of 1/3 turn past snug tight. Permanent marks shall be 16 set on the base plate and nuts to indicate nut rotation past snug tight. 17 18 Both forms and ground which will be in contact with the concrete shall be 19 thoroughly moistened before placing concrete; however, excess water in the 20 foundation excavation will not be permitted. Foundations shall have set at least 72 21 hours prior to the removal of the forms. 22 23 Class 2 surface finish shall be applied to exposed surfaces of concrete in 24 accordance with the requirements of Section 6-02.3(14)B. 25 26 Where obstructions prevent construction of planned foundations, the Contractor 27 shall construct an effective foundation satisfactory to the Engineer. 28 29 The combined height of the light standard concrete foundation plus the anchor bolt 30 stub height shall not exceed 4 inches above the ground line. 31 32 8-20.3(5) Conduit 33 Installation of conduit shall conform to appropriate articles of the Code and these 34 Specifications. 35 36 The size of conduit used shall be as shown in the Plans. Conduits smaller than 1- 37 inch electrical trade size shall not be used unless otherwise specified, except that 38 grounding conductors at service points may be enclosed in 1/2 -inch diameter 39 conduit. 40 41 It shall be the option of the Contractor, at no expense to the Contracting Agency, to 42 use larger size conduit if desired, and where larger size conduit is used, it shall be 43 for the entire length of the run from outlet to outlet. Reducing couplings will not be 44 permitted. 45 46 The ends of all conduits shall be well reamed to remove burrs and rough edges. 47 Field cuts shall be made square and true. Slip joints or running threads will not be 48 permitted for coupling metallic conduit; however, running threads will be permitted 49 in traffic signal head spiders. When a standard coupling cannot be used, an 50 approved threaded union coupling shall be used. The threads on all metallic 51 conduit shall be rust-free, clean and well painted with a good quality colloidal 52 copper suspended in a petroleum vehicle before couplings are made up. All 1 couplings shall be tightened so that a good electrical connection will be made 2 throughout the entire length of the conduit run. If the conduit has been moved after 3 assembly, it shall be given a final tightening from the ends prior to backfilling. Non 4 metallic conduit shall be assembled using the solvent cement specified in Section 5 9-29.1.—Where coating on galvanized conduit has been injured in handling or 6 installing, such injured places shall be thoroughly painted with galvanizing repair 7 paint, Formula A-9-73. 8 9 Conduit ends shall be capped (do not glue non metallic caps). Metallic conduit 10 ends shall be threaded and capped with standard threaded conduit caps until 11 wiring is started. When conduit caps are removed, the threaded ends shall be 12 provided with approved conduit bushings or end bells (do not glue in place) for 13 nonmetallic conduit 14 15 Conduit stubs from controller cabinet foundations shall extend to the nearest 16 junction box in that system 17 18 Metallic conduit stubs, caps, and exposed threads shall be painted with galvanizing 19 repair paint Formula A-9-73. 20 21 Metallic conduit bends, shall have a radius consistent with the requirements of 22 Article 344.24 and other articles of the Code. Where factory bends are not used, 23 conduit shall be bent, using an approved conduit bending tool employing correctly 24 sized dies, without crimping or flattening, using the longest radius practicable. I 25 26 Nonmetallic conduit bends, where allowed, shall conform to Article 352.24 of the 27 Code. 28 29 Conduit shall be laid so that the top of the conduit is a minimum depth of: 30 31 1. 24 inches below the subgrade including asphalt or concrete shoulder 32 areas and asphalt or concrete sidewalk areas. 33 34 2. 48 inches below the bottom of ties under railroad tracks unless otherwise 35 specified by the Rail Road Company. 36 37 3. 18 inches below the finish grade in all other areas. 38 39 Galvanized steel conduit shall be installed at the following locations: 40 41 1. All roadbed crossings. 42 43 2. All railroad crossings. 44 45 3. All runs from the luminaire base to the nearest junction box. 46 47 4. All runs installed at traffic signal installations unless nonmetallic is 48 specified in the contract provisions or plans. 49 50 5. All pole risers, except as otherwise required by owning utilities. 51 1 6. All bends with radius less than 3 feet. Runs embedded within reinforced 2 concrete structures are exempted. 3 4 7. All conduit entering junction boxes and service foundations, unless non 5 metallic conduit is specified in the contract provisions or plans. 6 7 8. All other locations noted in the contract. 8 9 9. All runs externally attached to structures. 10 11 10. All runs installed in barrier that is constructed by slip forming. 12 13 Non metallic conduit may be employed as an alternate to metallic conduit at other 14 locations unless specified otherwise in - the contract. Nonmetallic conduit 15 installation shall include equipment grounding conductor and shall conform to 16 requirements noted in the Standard Plans. 17 18 Liquidtight flexible metal conduit is allowed only at locations called for in the plans. 19 20 1. The use of aluminum conduit shall be restricted to above ground 21 locations. 22 23 2. Aluminum conduit shall not be placed in concrete. 24 25 Metallic conduit shall be placed under existing pavement by approved directional 26 boring, jacking or drilling methods, at locations approved by the Engineer. The 27 pavement shall not be disturbed unless allowed in the Plans, or with the approval 28 of the Engineer in the event obstructions or impenetrable soils are encountered. 29 30 Boring operations shall be conducted to prevent caving ahead of the pipe, which 31 will cause voids outside the pipe. The auger head shall precede no more than 4 32 inches ahead of the pipe being jacked. 33 34 The Contractor shall install steel casings as specified and shown in the plans. The 35 Contractor must be prepared to use a method approved by the Engineer to clear 36 any obstructions to boring operations, which may be encountered. 37 38 After the casing pipe is in place, the inside shall be cleaned free of rock, dirt and 39 water. 40 41 The space between the conduit and the casing shall be plugged with sand bags 42 and a grout seal 12 inch thick at each end of the casing. Casings abandoned due 43 to an encountered obstruction shall be grout sealed in the same manner. Grout 44 shall obtain a minimum of 400 psi compressive strength at 7 days. 45 46 In lieu of sandbags and grout, unopened sacks of prepackaged concrete may be 47 used to seal the casing. 48 49 Material shall not be removed from the boring pit by washing or sluicing. 50 51 Bore pits shall be backfilled and compacted in accordance with Section 2-09.3(1)E. 52 Directional boring, and jacking or drilling pits shall be kept 2 feet from the edge of 1 any type of pavement wherever possible. Excessive use of water that might 2 undermine the pavement or soften the subgrade will not be permitted. 3 4 When approved by the Engineer, small test holes may be cut in the pavement to 5 locate obstructions. When the Contractor encounters obstructions or is unable to 6 install conduit because of soil conditions, as determined by the Engineer, additional 7 work to place the conduit will be paid in accordance with Section 1-04.4. 8 9 When open trenching is allowed, trench construction shall conform to the following: 10 11 1. The pavement shall be sawcut a minimum of 3 inches deep. The cuts 12 shall be parallel to each other and extend 2 feet beyond the edge of the 13 trench. 14 15 2. Pavement shall be removed in an approved manner. 16 17 3. Trench depth shall provide 2 feet minimum cover over conduits. 18 19 4. Trench width shall be 4 inches or the conduit diameter plus 2 inches, 20 whichever is larger. 21 22 5. Trenches located within paved roadway areas shall be backfilled with 23 Controlled density fill (CDF) meeting the requirements of Section 2- 24 09.3(1)E. The controlled density fill shall be placed level to, and at the 25 bottom of the existing pavement. The pavement shall be replaced with 26 paving material that matches the existing pavement. 27 28 On new construction, conduit shall be placed prior to placement of base course 29 pavement. 30 31 Conduit terminating in foundations shall extend a maximum of 2 inches above the 32 foundation vertically including grounded end bushing or end bell. 33 34 Conduit entering through the bottom of a junction box shall be located near the end 35 walls to leave the major portion of the box clear. At all outlets, conduit shall enter 36 from the direction of the run, terminating 6 to 8 inches below the junction box lid 37 and within 3 inches of the box wall nearest its entry location. 38 39 Galvanized rigid steel conduit entering cable vaults shall extend 2 inches for the 40 installation of grounded end bushing and bonding. PVC conduit entering cable 41 vaults and pull boxes shall terminate flush with the inside walls of the structure. All 42 conduit ends shall be terminated with termination kits. 43 44 When conduit or casing is to be placed under pavement it shall be placed prior to 45 the placement of a subbase, base, surfacing, and pavement. 46 47 Conduit entering through the bottom of a junction box shall be located near the end 48 walls to leave the major portion of the box clear. At all outlets, conduit shall enter 49 from the direction of the run, terminating 6 to 8 inches below the junction box lid 50 and within 3 inches of the box wall nearest its entry location. 51 1 Interduct conduit ends shall be terminated with termination kits. Galvanized rigid 2 steel conduit ends shall be terminated with grounded end bushings. PVC conduit 3 ends shall be terminated with bell ends. 4 5 Suitable marker stakes shall be set at the ends of conduits, which are buried so 6 that they can be easily located. 7 8 Fittings shall be installed at locations as designated by the Engineer so as to 9 provide a conduit channel that will permit freedom for installing the electrical control 10 wires. When conduit fittings are called for in the Plans, or where their installation is 11 required by the Engineer, the Contractor shall also furnish all necessary covers 12 and gaskets. 13 14 All covered underground conduit shall be cleaned with an approved sized mandrel 15 and blown out with compressed air prior to pulling wire. 16 17 Conduits installed for future use shall be prepared as follows: After final assembly 18 in place, the conduit shall be blown clean with compressed air. Then, in the 19 presence of the Engineer, a cleaning mandrel correctly sized for each size of 20 conduit shall be pulled through to ensure that the conduit has not been deformed. 21 As soon as the mandrel has been pulled through, both ends of the conduit shall be 22 sealed with conduit caps. All conduits scheduled for future use shall originate in a 23 foundation or junction box as detailed in the plans and terminate in a junction box. 24 All equipment grounding conductors, and the bonding conductor for metallic 25 conduits shall be bonded in all junction boxes in accordance with Standard 26 Specification 8-20.3(9). 27 28 Where surface mounting of conduit is required, supports shall consist of "unistrut" 29 type or equal mounting complete with clamps sized for the conduit. Support 30 spacing shall comply with the Code or shall be as noted in the contract. Approved 31 expansion fittings shall be installed at all expansion joints. Approved deflection 32 fittings shall be installed at the joint between the bridge end and the retaining wall 33 end and the transition point from the bridge attachment to the underground section. 34 In addition to the expansion fittings installed at all expansion joints, when PVC 35 conduit is installed, an additional expansion fitting shall be installed for each 100 36 feet of conduit. Fasteners shall be as approved by the Engineer. 37 38 Existing conduit in place scheduled to receive new conductors shall have any 39 existing conductors removed and a cleaning mandrel sized for the conduit shall be 40 pulled through. 41 42 Conduit runs shown in the Plans are for bidding purposes only and may be 43 changed, with approval of the Engineer, to avoid underground obstructions. 44 45 Conduit with innerduct shall be installed as shown in the Plans encased in 46 controlled density fill. A maximum of 1000 feet of continuous open trench will be 47 allowed, unless otherwise approved by the Engineer. All conduit with innerduct 48 exposed above grade level, or on any elevated structures, or as noted in the plans 49 shall be galvanized rigid steel innerduct conduit. 50 51 Innerduct warning tape shall be placed above all innerduct installed in trenches. 52 The warning tape shall be polyethylene with a metallic backing. The polyethylene 1 shall have a minimum 4 mils thicknesses and be 3 inches wide. The polyethylene 2 shall be orange in color " g and printed in black with the words Fiber Optic Cable 3 Buried Below." 4 5 Location wire shall be placed directly above all innerduct installed in trenches. 6 7 The 4 inch outerduct shall be placed to ensure correct consistency of alignment of 8 the innerducts. 9 ,10 All innerducts shall be prepared as follows: 11 12 After final assembly in place, all innerducts shall be blown clean with 13 compressed air. Then, in the presence of the Engineer, a cleaning mandrel, 14 correctly sized for the innerduct, shall be pulled through to ensure that the 15 conduit has not been deformed. As soon as the mandrel has been pulled 16 through, a 200 lb. minimum tensile strength pull string shall be installed in 17 each innerduct and attached to duct plugs at both ends of the innerduct. 18 19 At all innerduct conduit terminus points, including those in cable vaults and pull 20 boxes, removable and reusable mechanical plugs shall be employed as follows: 21 22 Outerduct conduits shall be plugged using a quadplex expansion plug inside 23 the conduit around the innerduct. Duct plugs shall be installed in all unused 24 innerducts (those that are specified as empty) at the time of conduit 25 installation. Duct plugs shall be installed in all used innerducts (as specified in 26 the plans) at the time of conduit installation, unless cable pulling for those 27 innerducts will commence within 48 hours. 28 29 Innerduct containing one cable shall be plugged using an expandable split plug. 30 Innerducts with multiple cables shall be sealed with self-expanding waterproof 31 foam. The waterproof foam shall not be placed more than 2 inches into the 32 innerduct. 33 34 8-20.3(6) Junction Boxes ,Cable Vaults, and Pull boxes 35 Standard junction boxes, pull boxes and cable vaults shall be installed at the 36 locations shown in the Plans. The Contractor may install, at no expense to the 37 Contracting Agency, such additional boxes as may be desired to facilitate the work. 38 Junction box installation shall conform to details in the Standard Plans. 39 40 Cable vaults and pull boxes shall be installed accordance with the following: 41 42 1. Excavation shall be performed in accordance with Section 2-09. 43 44 2. Cable vaults and pull boxes shall be installed on 6 inches of crushed , 45 surfacing top course, per section 9-03.9(3), placed on a compacted or 46 undisturbed level foundation.. 47 48 3. All openings around conduits shall be sealed and filled with grout to 49 prevent water and debris from entering the vaults or pull boxes. The grout 50 shall meet the specifications of the cable vault and pull box 51 manufacturers. 52 ` 1 4. Backfilling around the work shall not be allowed until the concrete or 2 mortar has set. 3 4 5. Pull boxes shall be installed in accordance with plans and details. 5 6 6. Pull boxes shall be configured such that the tensile and bending 7 limitations of the fiber optic cable are not compromised. Pull boxes shall 8 be configured to mechanically protect the fiber optic cable against 9 installation force as well as inert forces after cable pulling operations. 10 11 7. Upon acceptance of work, cable vaults, and pull boxes shall be free of 12 debris and ready for cable installation. All grounding requirements shall be 13 met prior to cable installation. 14 15 8. Where installed near steel casings, the pull boxes and cable vaults shall 16 be offset 3 feet, minimum from the centerline of the casing. Factory bends 17 shall be used to route the conduits to the cable vault or pull box. 18 19 Adjustments involving raising or lowering the junction boxes shall require conduit 20 modification if the resultant clearance between the top of the conduit and the 21 junction box lid becomes less than 6 inches or more than 8 inches in accordance 22 with Standard Plan J-11 a. 23 24 Cable vaults and pull boxes shall be adjusted to final grade using risers or rings 25 manufactured by the cable vault and pull box manufacturer. Cable vaults and pull 26 boxes with traffic bearing lids shall be raised to final grade using ring risers to raise 27 the cover only. 28 29 All voids resulting from the adjustment shall be backfilled with materials matching 30 adjacent surfacing material and compacted in accordance with Section 2-09.3(1)E. 31 32 Damage to the junction boxes, pull boxes, cable vaults and the associated conduit 33 system, or wiring resulting from the Contractor's operations, shall be repaired to 34 the Engineer's satisfaction at no additional cost to the Contracting Agency. 35 36 Both existing and new junction boxes, pull boxes, and cable vaults shall be 37 adjusted to be flush with the finished grade as well as with the grade during the 38 various construction stages proposed in the contract. 39 40 8-20.3(7) Messenger Cable, Fittings 41 Messenger cable shall be secured to steel strain poles by means of pole bands, 42 and to timber poles by means of single strand guy eye bolts. Pole bands and 43 eyebolts shall be installed as detailed in the Plans. 44 45 Messenger cable shall be secured to eye bolts or strain clamps at poles by the use 46 of approved self-locking cable clamp type dead-ending devices. Messenger cable 47 shall be secured to bull rings and anchors by two approved U-bolt connectors and 48 guy thimbles. 49 50 Traffic signal control cable shall be secured to the messenger cable by cable ties. 51 The ties shall be black nylon with ultraviolet protection and rated at 120 pound 52 minimum unlocking strength. 1 2 Down guy assemblies shall be installed as detailed in the Standard Plans. 3 4 8-20.3(8) Wiring 5 All underground wiring shall be installed in conduit unless specifically noted 6 otherwise in the contract. All wiring in conduit shall be installed with an approved 7 lubricant. 8 9 With the exception of induction loop circuits, magnetometer circuits and illumination 10 circuits, all wiring shall run continuously, without splices, from a terminal located in 11 a cabinet, compartment, pedestrian push button assembly, or signal head to a 12 similarly located terminal. Illumination circuit terminals and traffic circuit signal 13 terminals located below grade will not be allowed. Video detection systems cable 14 installation shall follow manufacturer's specification, except no below grade 15 terminals will be allowed. 16 17 All splices in underground illumination circuits, induction loops circuits, and 18 magnetometer circuits shall be installed in junction boxes. The only splice allowed 19 in induction loop circuits and magnetometer circuits shall be the splice connecting 20 the induction loop lead in conductors or magnetometer lead in conductors to the 21 shielded home run cable. Splices for induction loop circuits and magnetometer 22 circuits shall be: heat shrink type with moisture blocking, material sized for 23 conductors, epoxy filled clear rigid mold splice kits or rigid re-enterable type splice 24 kits. Conductors for rigid mold kits shall be centered in the splice mold prior to 25 installation of the encapsulation material. Magnetometer and induction loop splices 26 shall be soldered. All connections with #10 and smaller wire shall use copper 27 crimped connectors installed with a positive action (ratchet) tool, except for quick 28 disconnects as described in Section 9-29.7. The non-insulated die shall be an 29 indent type and insulated die shall be of a smooth shape capable of crimping pre- 30 insulated terminals and connectors. The tool shall be compound lever type with a 31 ratchet mechanism to ensure positive closure for full crimping cycle. The tool shall 32 be field adjustable to proper calibration with common tools and materials. All 33 connectors shall be wrapped with two layers electrical tape. All epoxy splice kits 34 shall be physically separated from other splices and wiring within the junction box 35 to avoid damage from heat during the casting process. 36 37 Aerial illumination splices shall employ vice or crimp type pressure connectors. 38 Splice insulation may be epoxy, heat shrink, or tape. 39 40 Tape splice insulation shall consist of thermoplastic electrical insulating tape 41 applied to a thickness equal to the original wire insulation. It shall be well lapped 42 over the original insulation, and there shall be a coating of moisture resistant 43 varnish applied and allowed to dry. Two layers of friction tape will then be applied, 44 and the splice shall be finished with a second complete coating of moisture 45 resistant varnish. 46 47 Quick disconnect connectors, fused or unfused as required, shall be installed at all 48 poles supporting a luminaire. Installation shall conform to details in the Standard 49 Plans. 50 51 Pole and bracket cable shall be installed between the disconnects and the 52 luminaire. F 1 2 Sufficient slack wire shall be installed at each junction box to allow any conductor, 3 cable, or splice within the junction box to be raised a minimum of 18 inches outside 4 of the box. 5 6 Insulated grounded conductors of size No. 6 or larger shall be identified either by a 7 continuous white or natural gray finish along its entire length or by an approved 8 white marking for the full length of the visible conductor at all terminations, junction 9 boxes, or accessible locations. 10 11 Every conductor at every wire termination, connector, or device shall have an 12 approved, (9-29.13(7)6 & C) wire marking sleeve bearing as its legend, the circuit 13 number indicated in the contract. All terminal strips shall also bear the circuit 14 number consistent with the contract. 15 16 At all illumination circuit splices, each wire entering the splice shall have a 17 approved wire marking sleeve bearing as its legend the circuit number indicated in 18 the contract. 19 20 All wiring, exclusive of the previously mentioned illumination circuits, at junction 21 boxes and at the controller cabinet shall have an approved tag with legends as 22 follows: 23 24 1. Individual conductors —the circuit number indicated in the contract. 25 26 2. Multiconductor cable — the numbers of the signal heads and/or 27 pedestrian push buttons served. 28 29 3. Loop lead-in cable —the numbers of the loops served. 30 31 4. Magnetometer cable—the numbers of the magnetometers served. 32 33 5. Camera lead-in cable --- The numbers of the phases the camera served. 34 35 Drip loops shall be provided on all aerial conductors where they enter poles, signal 36 heads, or weatherheads. 37 38 Where direct burial cable or nonmetallic conduit is installed, care shall be used in 39 excavating, installing, and backfilling, so that no rocks, wood, or other foreign 40 material will be left in a position to cause possible injury. Direct burial cable shall 41 be placed a minimum of 24 inches below grade and shall be placed loosely in the 42 bottom of a trench. An approved red warning tape shall be installed in the trench, 43 6 inches above the direct buried conductors. 44 45 When conductors, either cable or single, are being installed, care shall be 46 exercised to not exceed tension limitations recommended by the manufacturer. 47 Conductors may be pulled directly by hand. However, if conductors are pulled by 48 any mechanical means, a dynamometer with drop-needle hand shall be used on 49 every mechanical pull. 50 51 On mechanical pulls, insulation shall be stripped off the individual conductor and 52 the conductor formed into a pulling eye and firmly taped, or a cable grip shall be 1 used. The maximum pulling force applied directly to the conductor; i.e., when - 2 pulling eyes are used or when the conductor is formed into a loop, shall be limited 3 to that shown in the following table for copper conductor. When a cable grip is 4 applied over nonmetallic sheathed cables, the maximum pulling force shall be 5 limited to 1,000 pounds provided this is not in excess of the force as calculated 6 above. 7 8 Conductor Pounds 9 8 132 10 6 210 11 4 334 12 3 421 13 2 531 14 1 669 15 1/0 845 16 2/0 1,065 17 3/0 1,342 18 4/0 1,693 19 20 To limit the sidewall pressure at bends in duct and conduit runs, the pulling force in 21 pounds shall not exceed 100 times the radius of the bend in feet. Adequate 22 lubrication of the proper type to reduce friction in conduit and duct pulls shall be 23 utilized as necessary. The grease and oil-type lubricants used on lead sheathed 24 cables shall not be used on nonmetallic sheathed cables. 25 26 When wiring is noted for future connection, the ends of each wire or cable shall be 27 sealed with an approved heat shrink end cap. 28 29 If loop lead splices are not installed immediately after the installation of the loop 30 leads into the adjacent junction box, the ends of the two conductor "home run" 31 cable shall be sealed with heat shrink end caps to prevent entry of moisture into 32 the two conductor cable. All coaxial cables shall have heat shrink end caps 33 installed prior to aerial or underground installation of the cables to prevent moisture 34 entry into the cable. 35 36 Multiconductor cable for signal displays shall be installed entirely through the 37 mounting fitting to a point a minimum of 1 inch inside the signal display housing 38 before the outer insulation is stripped back for the connection of individual 39 conductors to the terminal block. 40 41 8-20.3(9) Bonding, Grounding 42 All metallic appurtenances containing electrical conductors (luminaires, light 43 standards, cabinets, metallic conduit, non-metallic conduit, etc.) shall be made 44 mechanically and electrically secure to form a continuous systems which shall be 45 effectively grounded. Where metallic conduit systems are employed, the conduit 46 system constitutes the equipment grounding conductor. Where nonmetallic 47 conduit is installed, the installation shall include an equipment ground conductor, in 48 addition to the conductors noted in the contract. Except as noted below for sign 49 lighting fixtures, bonding. Bonding jumpers and equipment grounding conductors 50 shall be installed in accordance with per Section 9-29.3. The equipment ground 51 conductor between the isolation switch and the sign lighter fixtures may be No. 14 52 AWG stranded copper conductor. Where parallel circuits are enclosed in a 1 common conduit, the equipment grounding conductor shall be sized by the of the 2 largest overcurrent device serving any circuit contained within the conduit. 3 4 All connectors between bonding jumpers and equipment grounding conductors 5 shall be installed in accordance with the NEC. 6 7 Identification of the equipment grounding conductor shall conform to all code 8 requirements. 9 10 Grounding of the equipment grounding system and neutral at the service point 11 shall be accomplished as required under the NEC. Grounding of the neutral shall 12 be accomplished only at the service. 13 14 Two service grounds shall be installed at each electrical service installation and at 15 each separately derived power source. Each service ground shall conform to the 16 detail in the Standard Plans for "Service Ground." If soil conditions make vertical 17 ground rod installation impossible see NEC Section 250-52 (c)3 as an alternate 18 installation procedure. The service ground installations shall be located a minimum 19 of 6 feet apart. The first service ground rod shall be connected to a continuous 20 grounding electrode conductor running to the service neutral bus. The second 21 service ground rod shall be connected to the same continuous grounding electrode 22 conductor connected to the first ground rod. Ground electrodes shall be bonded 23 copper, ferrous core materials and shall be solid rods not less than 10 feet in 24 length if they are 1/2 inch in diameter or not less than 8 feet in length if they are 5/8 25 inch or larger in diameter. 26 27 The connection of the grounding electrode conductor to the grounding electrode 28 shall be made with two approved ground clamps. 29 30 Messenger cable shall be bonded to steel strain poles by means of a bond strap 31 connected between an approved U-bolt connector and a bonding lug on the pole. 32 33 At points where shields or shielded conductors are grounded, the shields shall be 34 neatly wired and terminated on approved grounding lugs. 35 36 8-20.3(10) Services, Transformer, Intelligent Transportation System Cabinet 37 Power sources shown in the Plans are approximate only; exact location will be 38 determined in the field. 39 40 Aerial fed transformer cabinets and type A, type B, or type C service cabinets shall 41 include a timber pole, as specified in Section 9-29.6(3), a meter base, installed in 42 accordance with serving utility requirements, a two or three wire service breaker of 43 size noted in the Plans, the necessary conduit risers and ground assembly as 44 noted in the standard plan. The timber pole shall be set at a depth of 10% of the 45 total pole length plus 2 feet. Modified type B, type D and type E services shall be 46 installed per contract plan, and service description in standard plans. Pad mounted 47 transformer cabinets shall be installed per contract plans. 48 49 The service breaker shall be a standard thermal circuit breaker encased in a 50 raintight housing that can be padlocked. 51 1 Upon request of the Contractor, the Engineer will make the necessary 2 arrangements with the serving utility to complete the service connections. 3 Electrical energy used prior to completion of the contract will be charged to the 4 Contractor, except that the cost of energy used for public benefit, when such 5 operation is ordered by the Engineer, will be borne by the Contracting Agency. 6 7 The service, transformer and ITS cabinets shall be marked with the service 8 agreement letters and numbers as noted in the plans. The markings shall be 9 installed on the outside cabinet door near the top of the cabinet. The markings 10 shall be series C using stencils and black enamel alkyd gloss paint conforming to 11 Federal Specification TT-E-489. 12 13 8-20.3(11) Testing 14 The Contractor shall conduct the following tests on all electrical circuits with 15 nominal operating voltage between 115 volts and 600 volts, other than direct burial 16 installations, in the presence of the Engineer: 17 18 1. Test the continuity of each circuit. 19 20 2. Test for grounds in each circuit, which shall consist of the physical 21 examination of the installation to ensure that all required ground jumpers, 22 devices, and appurtenances do exist and are mechanically firm. 23 24 3. A 500 volt megohm meter test on each circuit between the conductor and 25 ground with all switch boards, panel boards, fuse holders, switches, 26 receptacles, and overcurrent devices in place. All readings shall be 27 recorded. The Contractor shall furnish the Engineer with three copies of 28 the test results identifying observed readings with their respective circuits. 29 30 The insulation resistance shall not be less than 6 megohms between the 31 conductor and ground on circuits with a total single conductor length of 32 2,500 feet and over, nor less than 8 megohms on circuits with single 33 conductor length of less than 2,500 feet. 34 35 Any change in the above stated minimum readings must be approved in 36 writing by the Engineer. Only those factors based on dialectric properties 37 of conductor insulations, splicing insulations, terminal strip castings, etc., 38 will be cause for consideration of a variance. 39 40 4. A functional test in which it is demonstrated that each and every part of 41 the system functions as specified. 42 43 For those circuits below 115 volts nominal, except induction loop circuits and direct 44 burial circuits, the circuits shall be tested for continuity, ground, and a test to 45 demonstrate the circuit functions as specified. The megger test shall show an 46 insulation resistance of not less than 2 megohms to ground. 47 48 Any fault in any material or in any part of the installation revealed by these tests 49 shall be replaced or repaired by the Contractor in a manner approved by the 50 Engineer, and the same test shall be repeated until no fault appears. 51 1 When the project includes a traffic signal system, the Contractor shall conduct 2 tests noted in Section 8-20.3(14)D. The Contractor shall provide the Engineer a 3 minimum of five days advance written notice of the proposed traffic signal turn-on 4 date and time. The traffic signal turn-on procedure shall not begin until all required 5 channelization, pavement markings, illumination, signs, and sign lights are 6 substantially complete and operational unless otherwise allowed by the Project 7 Engineer. The Contractor shall provide traffic control to stop all traffic from 8 entering the intersection and shall then turn the traffic signal system to its flash 9 mode to verify proper flash indications. The Contractor shall then conduct 10 functional tests to demonstrate that each part of the traffic signal system, 11 illumination system, or other electrical system functions as specified. This 12 demonstration shall be conducted in the presence of a Contracting Agency 13 electronic technician, the Contracting Agency electrical inspector, and Regional 14 Traffic Engineer or his/her designee. The Contractor shall then turn the traffic 15 signal to stop and go operation for no less than one full cycle. Based on the results 16 of the turn-on, the Engineer will direct the Contractor to either turn the traffic signal 17 on to normal stop and go operation, to turn the signal to flash mode for a period not 18 to exceed five calendar days, or to turn the signal off and cover all signal displays. 19 20 If the Contractor is directed to turn off the traffic signal, the Contractor shall 21 schedule a new turn-on date with the Engineer in accordance with the previously 22 mentioned procedures. 23 24 A qualified representative of the controller supplier may be required to be present 25 for the turn on to stop and go operation if the controller is being supplied on the 26 contract. 27 28 No change to stop and go operation will be allowed after 2 p.m. on any day nor will 29 the change be allowed on Friday, weekends, holidays, or the day preceding a 30 holiday. 31 32 8-20.3(12) Painting 33 All painting required shall be done in conformance with applicable portions of 34 Section 6-07. 35 36 8-20.3(13) Illumination Systems 37 8-20.3(13)A Light Standards 38 Light standards shall be handled when loading, unloading, and erecting in 39 such a manner that they will not be damaged. Any parts that are damaged due 40 to the Contractor's operations shall be repaired or replaced at the Contractor's 41 expense, to the satisfaction of the Engineer. 42 43 Light standards shall not be erected on concrete foundations until foundations 44 have set at least 72 hours or attained a compressive strength of 2,400 psi, and 45 shall be raked sufficiently to be plumb after all load has been placed or as 46 otherwise directed by the Engineer. 47 48 Slip base installation shall conform to the following: 49 50 1. The slip plane shall be free of obstructions such as protruding conduit 51 or anchor bolts. The conduit, anchor bolts, and other obstructions 1 shall terminate at a height below the elevation of the top of the slip 2 plate. 3 4 2. Washers in the slip plane shall be placed between the slip plate and 5 the keeper plate. 6 ,7 3. Anchor bolts shall extend through the top heavy-hex nut two full 8 threads to the extent possible while conforming to the specified slip 9 base clearance requirements. Anchor bolts shall be tightened by the 10 Turn-Of-Nut Tightening Method in accordance with Sections 6- , 11 03.3(33) and 8-20.3(4). 12 13 4. Clamping bolts shall be tightened in accordance with Sections 6- 14 03.3(33) and 8-20.3(4). The clamping bolts shall be tightened to the 15 specified torque, plus or minus 2 percent, in two stages using an 16 accurately calibrated torque wrench before erecting the light 17 standard. Except as otherwise specified, the Contractor shall install 1 18 inch diameter clamping bolts in all slip bases to a torque of 95 foot- 19 pounds. The Contractor shall tighten the 1 1/8 inch diameter 20 clamping bolts of slip bases for 50 foot light standards with double 10 21 foot mast arms or greater to a torque to 104 foot-pounds. 22 23 5. The galvanized surfaces of the slip plates, the keeper plate and the 24 luminaire base plate shall be smooth, without irregularities, to reduce 25 friction and to prevent slackening of bolt tension due to flattening of 26 the irregularities. 27 28 6. Anchor bolts damaged after the foundation concrete is placed shall 29 not be repaired by bending or welding. The Contractor's repair 30 procedure is to be submitted to the Engineer for approval prior to 31 making any repairs. The procedure is to include removing the 32 damaged portion of the anchor bolt, cutting threads on the 33 undamaged portion to remain, the installation of an approved 34 threaded sleeve nut and stud, and repairing the foundation with 35 epoxy concrete. Epoxy concrete shall meet the requirements of 36 Section 9-26.3(1)B. 37 38 7. The grout pad shall not extend above the elevation of the bottom of 39 the anchor plate. 40 41 8. Wiring for slip base installation shall conform to details in the 42 Standard Plans. 43 44 Breakaway coupling installation shall conform to the following: 45 46 1. At existing foundations, the anchor nuts, pole, grout pad, and leveling 47 nuts shall be removed. Conduits shall be cut to a maximum height of 48 2 inches above the foundation including grounding end bushing or 49 bell end. Galvanizing repair paint, conforming to Formula A-9-73 in 50 Section 9-08.2, shall be applied to the cut conduit that has been 51 threaded. Anchor bolts that are damaged shall be repaired with 1 approved sleeve nuts as noted under slip base installation 2 procedures. 3 4 2. Anchor bolts shall be cut off 2-1/2 to 3 inches above the foundation. 5 At new foundations, the anchor bolts shall be installed with top of bolt 6 2-1/2 to 3 inches above the foundation. 7 8 3. Couplings shall be installed to within 1 /8 to 3 /8 inch of the 9 foundation. Couplings shall then be leveled. 10 11 4. The pole shall be set and plumbed; and washers, nuts, and skirt 12 installed per manufacturer's recommendations. 13 14 Slip base insert installations shall conform to details in the Standard Plans, 15 and shall conform to items 1 through 8 above for slip base installation, except 16 that the specified torque for the 7/8 inch diameter clamping bolts shall be 50 17 foot-pounds. 18 19 All new light standards shall have an approved metal tag riveted to the pole 20 above the handhole. The information provided on the tag shall be as noted on 21 the pre-approved drawings. The following information shall be stamped on the 22 tag: 23 24 1. Luminaire number. 25 2. Luminaire wattage. 26 3. Luminaire voltage. 27 28 All new or relocated metal light standards shall be numbered for identification 29 in accordance with the Plans using painted 3-inch series C numbers installed 3 30 feet above the base facing the traveled way. Paint shall be black enamel alkyd 31 gloss conforming to Federal Specification TT-E-489. 32 33 In setting timber poles, the Contractor shall provide a minimum burial of 10 34 percent of the total pole length plus 2 feet and shall rake the poles per 35 Standard plan J-7d. 36 37 8-20.3(13)6 Decorative Light Standards 38 Design and fabrication shall meet or exceed the requirements of the latest 39 AASHTO Standard Specifications for Structural Supports for Highway Signs, 40 Luminaires and Traffic Signals. 41 42 Complete calculations for the structural design, including anchor bolt details, 43 shall be prepared by a professional engineer licensed under Title 18 RCW 44 State of Washington, in the branch of Civil or Structural Engineering. All shop 45 drawings and cover page of all calculations submittals shall carry signature, 46 original seal, registration number and date of expiration. The cover page shall 47 include the contract number, contract title and sequential index to calculation 48 page numbers. Two copies of the associated design calculation shall be 49 submitted for approval along with shop drawings. 50 1 8-20.3(13)C Luminaires 2 The Contractor shall mark the installation date on the inside of the luminaire 3 ballast housing using a permanent marking pen. 4 5 All luminaires shall be mounted level, both transverse and longitudinally, as 6 measured across points specified by the manufacturer. Leveling and 7 orientation shall be accomplished after pole plumbing. 8 9 8-20.3(14) Signal Systems , 10 8-20.3(14)A Signal Controllers 11 All control cabinets and control equipment shall be factory wired ready for 12 operation. Field work will be limited to placing cabinets and equipment and 13 connecting the field wiring to field terminal strips. All controller cabinets shall 14 be installed on a silicone seal pad. 15 16 Controllers for portable traffic signal systems shall conform to the 17 requirements of Section 9-29.13(7). 18 19 8-20.3(14)B Signal Heads 20 Unless ordered otherwise by the Engineer, signal heads shall not be installed 21 at any intersection until all other signal equipment is installed and the 22 controller is in place, inspected, and ready for operation at that intersection, 23 except that the signal heads may be mounted if the faces are covered to 24 clearly indicate the signal is not in operation. 25 26 Three section displays mounted on type M mounts shall have the plumbizer 27 between the top and second display. Four and five section vertical displays 28 mounted on type M mounts shall have the plumbizer between the second and 29 third display. 30 31 8-20.3(14)C Induction Loop Vehicle Detectors 32 Induction loops shall be constructed as detailed in the Contract and the 33 following: 34 35 1. Loop wire shall conform to Section 9-29.3. 36 37 2. When Type 2 or 6' round (R) loops are grouped at the stop line, the 38 front edge of the first loop shall be one foot behind the stop line. 39 Each additional loop installed in the lane shall be on 15 foot centers. 40 41 3. Lead-in cable shall conform to Section 9-29.3. 42 43 4. All loops shall be installed after grinding or prior to paving the final lift 44 of asphalt designated in the Contract. Loop conductors shall be held 45 at the bottom of the saw cut by high temperature backer rod (sized to 46 fit snugly in the saw cut). Two inch long pieces of the backer rod 47 shall be installed on 24 inch centers along the entire loop and home 48 run(s) and at the entrance and exit of all turns greater than 450. If 49 new loops are installed over existing the old loops shall be removed 50 by grinding and the grinding shall be deep enough to destroy any 51 existing operational loop conductors. If not listed as incidental to 52 another item or paid for under another bid item the additional work to 1 remove the existing loops shall be paid in accordance with Section 1- 2 04.4. 3 4 5. Each loop shall be the size and number of turns indicated in the 5 Plans. 6 7 6. No loop installation will be done in rainy weather or when the 8 pavement is wet. 9 10 7. All sawcuts shall be cleaned with a high pressure washer and dried 11 with 100 psi minimum air pressure, to the satisfaction of the 12 Engineer. If traffic is allowed over the sawcut prior to wire installation, 13 the sawcuts shall be cleaned again. 14 15 8. Wiring shall be installed with a blunt-nosed wooden wedge. 16 17 9. Prior to the installation of the Hi temperature backer rod all slack shall 18 be removed from the wiring.-Kinks in wiring or folding back of excess 19 wiring will not be allowed. 20 21 10. High temperature backer rod, sized for snug fit shall be installed in 22 the saw cut on 2' centers and at all sharp turns. 23 24 11. Install sealant as per contract or as approved by the Engineer. 25 26 12. Sealant shall be applied such that air bubbles or foam will not be 27 trapped in the sawcut. 28 29 8-20.3(14) D Test for Induction Loops and Lead-in Cable 30 All tests shall be performed by the Contractor in the presence of the Engineer 31 for each loop. The tests shall be performed at the amplifier location after 32 complete installation of the loop. All costs associated with testing shall be 33 included in the unit contract prices of the respective bid items. 34 35 Test A — The DC resistance between the two lead-in cable wires will be 36 measured by a volt ohm meter. The resistance shall not exceed 5 ohms. 37 38 Test B — A megohm meter test at 500 volts DC shall be made between the 39 lead-in cable shield and grounding, prior to connection to grounding. The 40 resistance shall equal or exceed 100 megohms. 41 42 Test C — A megger test shall be made between the loop circuit and 43 grounding. The resistance shall equal or exceed 100 megohms. 44 45 Test D — An inductance test to determine the inductance level of each 46 inductance loop. The Contractor shall record the inductance level of each 47 inductance loop installed on the project and shall furnish the findings to the 48 Engineer. An inductance level below 150 microhenries is considered a failure 49 for a Type 1 loop, any one round loop and an inductance level below 75 50 microhenries is considered a failure for a Type 2 loop. 51 1 If any of the installations fails to pass all tests, the loop installation or lead-in 2 cable shall be repaired and replaced and then retested. 3 4 8-20.3(14)E Signal Standards 5 Traffic signal standards shall be furnished and installed in accordance with the 6 methods and materials noted in the contract and the following: 7 8 1. All dimensions and orientations will be field verified by the Engineer 9 prior to fabrication. , 10 11 2. The signal standard component identification shall conform to details 12 in the Plans. , 13 14 3. Disconnect connectors complete with pole and bracket cable shall be 15 installed in any signal standard supporting a luminaire. Illumination 16 wiring installation shall conform to details in the Plans for slip base 17 wiring. 18 19 4. No field drilling will be allowed on signal mast arms except for the 20 installation of any required pre-empt indicators , pre-empt detectors, 21 microwave detector, or type "N" signal mountings. The maximum 22 diameter shall be 1 inch. 23 24 5. All pole entrances required for pole-mounted signal heads, cabinets, 25 signs, pedestrian push button assemblies, etc., shall be field drilled. 26 27 6. Damage to the galvanized pole surface resulting from field drilling 28 shall be repaired with approved zinc rich paint. 29 30 7. Field welding will not be allowed, except as shown in the Plans or as 31 otherwise approved by the Engineer. 32 33 8. All tenons shall be factory installed. 34 35 9. All welding shall be completed prior to galvanizing. 36 37 10. Foundations shall be constructed to provide the pole orientation 38 noted in the Plans. Anchor bolts shall be tightened in accordance with 39 Sections 6-03.3(33) and 8-20.3(4). 40 41 11. Slip base installation for Type RM and FB signal standards shall 42 conform to the slip base installation requirements specified in Section 43 8-20.3(13)A, except that the specified torque for the 3/4 inch 44 diameter clamping bolts shall be 50 foot-pounds. ' 45 46 12. The pole shall be plumbed after signal heads are installed. 47 I 48 13. The space between the bottom base plate and the top of foundation 49 shall be filled with grout. with a 3/8 -inch plastic drain tube. 50 51 Signal standards shall not be erected on concrete foundations until the 52 foundations have attained 2400 psi or 14 days. Signal standards without mast 1 arms may be erected after 72 hours. Type IV and V strain pole standards may 2 be erected but the messenger cable (span wire) shall not be placed until the 3 foundation has attained 2400 psi or 14 days. 4 5 Signal supports used with portable traffic signal systems shall provide a 6 minimum of two signal displays, spaced a minimum of 8 feet apart. When 7 portable traffic signals are used to provide alternating one way control, a 8 minimum of one of the signal displays shall be suspended over the traveled 9 way. The minimum vertical clearance to the traveled way for this signal display 10 is 16 feet 6 inches. 11 12 Timber strain poles shall be set a burial depth of 10% of the total length plus 2 13 feet and shall be raked as noted as noted on Standard Plan J-7d. 14 15 8-20.3(15) Grout 16 Grout shall conform to the requirements of Section 6-02.3(20). 17 18 8-20.3 (16) Reinstalling Salvaged Material 19 When salvaged electrical equipment is to be reinstalled, the Contractor shall 20 furnish and install all necessary materials and equipment, including anchor bolts, 21 nuts, washers, concrete, etc., required to complement the salvaged equipment in 22 the new installation. 23 24 Metal poles relocated to new permanent locations shall be inspected for structural 25 integrity prior to reinstalling. 26 27 8-20.3(17) "As Built' Plans 28 Upon physical completion of the work, the Contractor shall submit corrected shop 29 drawings, schematic circuit diagrams, or other drawings necessary for the 30 Engineer to prepare corrected plans to show the work as constructed. 31 32 These drawings shall be on sheets conforming in size to the provisions of Section 33 1-05.3. 34 35 8-20.4 Measurement 36 When shown as lump sum in the Plans or in the proposal as illumination, traffic data 37 accumulation and ramp metering, or traffic signal system no specific unit of 38 measurement will apply, but measurement will be for the sum total of all items for a 39 complete system to be furnished and installed. 40 41 Conduit of the kind and diameter specified will be measured by the linear foot for the 42 actual neat line length in place, unless the conduit is included in an illumination system, 43 signal system, or other type of electrical system lump sum bid item. 44 45 Casing — will be measured by the linear foot for the actual length of casing placed, 46 unless the casing is included in an illumination, signal or other electrical system lump 47 sum bid item. 48 49 8-20.5 Payment 50 Payment will be made in accordanc? with Section 1-04.1, for each of the following bid 51 items that are included in the proposal: 1 1 2 "Illumination System ", lump sum. 3 "Traffic Signal System ", lump sum. , 4 "Traffic Data Accumulation and Ramp Metering System ", lump sum. 5 The lump sum contract price for "Illumination System ", "Traffic Signal 6 "Traffic Data Accumulation and Ramp Metering System ", shall be full pay for 7 the construction of the complete electrical system, modifying existing systems, or 8 both, as shown in the Plans and herein specified including excavation, backfilling, 9 concrete foundations, conduit, wiring, restoring facilities destroyed or damaged , 10 during construction, salvaging existing materials, and for making all required tests. 11 All additional materials and labor, not shown in the plans or called for herein and 12 which are required to complete the electrical system, shall be included in the lump 13 sum contract price. 14 15 "Conduit Pipe In. Diam.", per linear foot. 16 The unit contract price per linear foot for "Conduit In. Diam." shall be full pay 17 for furnishing all pipe, pipe connections, elbows, bends, caps, reducers, conduits, 18 and unions; for placing the pipe in accordance with the above provisions, including 19 all excavation, directional boring, jacking or drilling required, backfilling of any voids 20 around casing, conduits, pits or the trenches, restoration of native vegetation 21 disturbed by the operation, chipping of pavement, and bedding of the pipe; and all 22 other work necessary for the construction of the conduit, except that when conduit 23 is included on any project as an integral part of an illumination or traffic signal 24 system and the conduit is not shown as a pay item, it shall be included in the lump 25 sum price for the system shown. 26 27 All costs for installing conduit containing both signal and illumination wiring shall be 28 included in the contract prices for the signal system. 29 30 All costs for installing junction boxes containing both illumination and signal wiring 31 shall be included in the contract prices for the signal system. 32 33 "Casing", per linear foot. 34 The unit contract price per linear feet for "casing" shall be full payment for boring, ' 35 jacking or drilling for installing casing, and backfilling any voids around the casing 36 and pits or back filling of the trenches required to install the casing. This cost will 37 also include any restoration of native vegetation disturbed by the operation. 39 SECTION 8-21, PERMANENT SIGNING 40 April 7, 2003 41 8-21.2 Materials 42 This section is revised to read: 43 44 Signing materials and fabrication of signs shall meet the requirements of Section 9-28. 45 Materials for roadside sign structures shall meet the requirements of Section 9-06.16. 46 Materials for sign mounting shall conform to Section 9-28.11. Materials for sign 47 bridges, cantilever sign structures, and bridge mounted sign brackets shall conform to 48 Section 9-28.14(2). 49 1 8-21.3(9)A Fabrication of Steel Structures 2 This section is revised to read: 3 4 Fabrication and erection shall conform to the applicable requirements of Section 6-03 5 and 9-06. All welded connections of sign bridge and cantilever sign structure posts, 6 arms, and beams, including base and connection plates, shall be cleaned prior to 7 welding to remove all mill scale from within two inches of the weld. As an alternative to 8 the blast cleaning requirements of Section 6-03.3(13), the Contractor may perform the 9 cleaning using power hand tools as approved by the Engineer. Unless otherwise 10 specified in the Plans or Special Provisions, metal surfaces shall not be painted. 11 12 8-21.3(9)B Grout 13 This section including title is revised to read: 14 15 8-21.3(9)B Vacant 16 17 8-21.3(9)F Bases 18 In the last sentence of the third paragraph the reference to "Class 4000W" is revised to 19 read: 20 21 Class 4000P placed in accordance with Section 6-02.3(6)B. 22 23 The eleventh paragraph is revised to read: 24 25 Plumbing of sign bridges and cantilever sign structures shall be accomplished by 26 adjusting leveling nuts. Shims or other similar devices for plumbing or raking will not be 27 permitted. 28 29 SECTION 8-22, PAVEMENT MARKING 30 December 2, 2002 31 8-22.1 Description 32 The first sentence under"Railroad Crossing Symbol" is revised to read: 33 34 A WHITE marking that includes a symbol, two letters and two 24 inch transverse lines, 35 conforming to details in the Standard Plans. 36 37 "Drainage Marking" is revised to read: 38 39 Drainage Marking 40 A WHITE marking conforming to the details in the Standard Plans for the identification 41 of a cross culvert, catch basin or grate inlet. 42 43 This section is supplemented with the following: 44 45 Bicycle Lane Symbol 46 A WHITE marking that includes a symbol and one traffic arrow conforming to details in 47 the Standard Plans. 48 49 8-22.2 Materials 50 This section is revised to read: 1 1 2 Material for pavement marking shall be paint or plastic, as noted in the bid item, 3 meeting the requirements of Section 9-34. , 4 5 8-22.3(3) Marking Application 6 The headings for the chart "Marking Material" are revised as follows: , 7 8 "Dense Application" is revised to "Application". 9 ,10 "Class D ACP" is revised to "Dense ACP". 'i 11 12 "ACP" is revised to "Class D ACP". , 13 14 On page 8-86, under Liquid pavement marking material, "Feet of 40 line/gallon" is revised 15 to "Feet of 4" line/gallon". 16 17 Under Solid pavement marking material, "Feet of 40 line/50# bag" is revised to "Feet of 4" 18 line/50# bag". ' 19 20 8-22.4 Measurement 21 The first sentence of the 7th paragraph is revised to read: 22 23 Traffic arrows, traffic letters, access parking space symbols, HOV symbols, railroad 24 crossing symbols, bicycle lane symbol, drainage markings, aerial surveillance full, and 25 1/2 markers will be measured per each as "_Traffic Marking". 26 27 The ninth paragraph is revised to read: 28 29 Removal of traffic arrows, traffic letters, access parking space symbol, HOV lane 30 symbol, railroad crossing symbol, bicycle lane symbols, drainage markings, aerial 31 surveillance full and 1/2 markers will be measured per each as "Removing _ Traffic 32 Marking". Removal of crosswalk lines will be measured by the square foot of lines 33 removed as "Removing _Crosswalk Line". 34 35 8-22.5 Payment 36 This section is supplemented with the following: 37 38 "Painted Bicycle Lane Symbol", per each. 39 "Plastic Bicycle Lane Symbol", per each. 40 41 SECTION 8-23, TEMPORARY PAVEMENT MARKINGS 42 August 5, 2002 43 8-23.1 Description 44 This section is revised to read: 4 45 46 The work shall consist of furnishing and installing temporary pavement markings. 47 Temporary pavement markings shall be provided where noted in the Plans and for all 48 lane shifts and detours resulting from construction activities. Temporary pavement 49 markings shall also be provided when permanent markings are eliminated because of 50 construction operations. Temporary pavement markings shall be maintained in 1 serviceable condition throughout the project until permanent pavement markings are 2 installed. Temporary pavement markings that are damaged shall be repaired or 3 replaced immediately. Temporary painted center lines, edge lines, or lane lines and 4 temporary raised pavement markers which are, in the opinion of the Engineer, 5 damaged due to normal wear by traffic, will be replaced. Any temporary line marked 6 with tape shall be repaired immediately when it no longer provides the intended use. 7 8 Temporary pavement marking installations are defined as follows: 9 10 Temporary Center Line 11 A BROKEN line used to delineate adjacent lanes of traffic moving in opposite 12 directions. The broken pattern shall be based on a 40-foot unit, consisting of a 13 4-foot line with a 36-foot gap if paint or tape is used. If temporary raised pavement 14 markers are used, the pattern shall be based on a 40-foot unit, consisting of a 15 grouping of three temporary raised pavement markers, each spaced 3 feet apart, 16 with a 34-foot gap. 17 18 Temporary Edge Line 19 A SOLID line used on the edges of traveled way. The line shall be continuous if 20 paint or tape is used. If temporary raised pavement markers are used, the line shall 21 consist of markers installed continuously at 5-foot spacings. 22 23 Temporary Lane Line 24 A BROKEN line used to delineate adjacent lanes with traffic traveling in the same 25 direction. The broken pattern shall be based on a 40-foot unit, consisting of a 26 4-foot line with a 36-foot gap, if paint or tape is used. If temporary raised pavement 27 markers are used, the pattern shall be based on a 40-foot unit, consisting of a 28 grouping of three temporary raised pavement markers, each spaced 3 feet apart, 29 with a 34-foot gap. 30 31 Lane line and right edge line shall be white in color. Center line and left edge line 32 shall be yellow in color. Edge lines shall be installed only if specifically required in 33 the contract. All temporary pavement markings shall be retroreflective. 34 35 8-23.4 Measurement 36 The following new paragraph is inserted after the first paragraph: 37 38 Reinstalled painted markings and raised pavement markers, when ordered by the - 39 Engineer due to normal wear by traffic, will be measured again, each time ordered. 40 Repair, for any reason, of temporary markings made with tape shall not be measured. 41 42 8-23.5 Payment 43 The third sentence in the note for "Temporary Pavement Marking" is revised to read: 44 45 No additional compensation will be allowed when the Contractor is required to repair 46 temporary taped markings that have been damaged or worn. 47 1 SECTION 9-01, PORTLAND CEMENT ' 2 April 1, 2002 3 9-01.2(1) Portland Cement 4 This section is revised to read: 5 6 Portland cement shall conform to the requirements for Types I, II, or III cement of the 7 Standard Specifications for Portland Cement, AASHTO M 85, except that the content of 8 alkalis shall not exceed 0.75 percent by weight calculated as Na20 plus 0.658 K20 and 9 except that the content of Tricalcium aluminate (C3A) shall not exceed 8 percent by 10 weight calculated as 2.650AI203 minus 1.692Fe203. 11 12 The time of setting shall be determined by the Vicat Test method, AASHTO T 131. 13 14 SECTION 9-02, BITUMINOUS MATERIALS , 15 December 2, 2002 16 9-02.1(4) Asphalt Cements 17 The reference to "AASHTO MP1" is revised to read "AASHTO M320". 18 19 9-02.1(4)A Vacant 20 This section including title is revised to read: 21 22 9-02.1(4)A Performance Grade (PG) Asphalt Cement , 23 PG 58 PG 64 PG 70 JPG 76 PERFORMANCE GRADE 122128134122128134122128134122128 , ORIGINAL BINDER Flash Point Temp.,T48 MIN C° 230 Rotational Viscosity T316 , Maximum 3 Pa-s,Test Temp C° 135 Dynamic Shear,T315: G*/sinS Min.,1.00 kPa , Test Temp @ 10 rad/s,C° 58 64 70 76 ROLLING THIN FILM OVEN RESIDUE (T240) Mass Loss,Maximum, percent 1.00 Dynamic Shear,T315: G*/sinS Min.,2.20 kPa Test Temp @ 10 rad/s, Co 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 "1 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 1 All Performance Graded Binders not included in this chart shall be determined 2 by Table 1 "Performance 3 Graded Asphalt Specification Chart in AASHTO M320. 4 5 9-02.1(8) Hot Melt Traffic Button Adhesive 6 The column "ASTM Test Method" is revised to "Test Method". 7 8 The Specification "Brookfield Viscosity, 400 F" along with Test Method "ASTM D 2196" is 9 revised to read "Rotational Viscosity, 400 F AASHTO T 316". 10 11 SECTION 9-03, AGGREGATES 12 December 2, 2002 13 9-03.1(1) General Requirements 14 In the third paragraph, the third sentence is deleted. 15 16 9-03.1(5)B Grading 17 The second paragraph is supplemented with the following: 18 19 Standard sieve sizes shall be those listed in ASTM C 33. 20 21 9-03.9(3) Crushed Surfacing 22 The percent passing the 1/2" square sieve for Top Course and Keystone is revised to "80- 23 100". 24 25 9-03.11 Recycled Portland Cement Concrete Rubble 26 The section including title is revised to read: 27 28 9-03.11 Vacant 29 INN 30 9-03.12(3) Gravel Backfill for Pipe Zone Bedding 31 The Percent Passing for U.S. No. 200 is revised to read "10.0 max". 32 33 9-03.15 Vacant 34 This section including title is revised to read: 35 36 9-03.15 Native Material for Trench Backfill 37 Trench backfill outside the roadway prism shall be excavated material free of wood ' 38 waste, debris, clods or rocks greater than 6 inches in any dimension. 39 40 9-03.20 Test Methods for Aggregates 41 The title for Test Method WAQTC FOP for T 27/11 is revised to read: 42 43 Sieve Analysis of Fine and Course Aggregates and Aggregates in ACID 44 45 Gradation of Aggregates in ACP WSDOT FOP for AASHTO T 30 is deleted. 1 2 9-03.21 Recycled Material 3 This section along with sub-sections 9-03.21(1) and 9-03.21(2) are deleted in their entirety ' 4 and replaced with the following new Section 9-03.21 with sub-sections 9-03.21(1), 9- 5 03.21(2), 9-03.21(3) and 9-03.21(4). 6 7 9-03.21(1) General Requirements 8 Recycled materials that are identified below may be used as, or blended uniformly with, 9 naturally occurring materials for aggregates. The final blended product shall meet the 10 requirements for the specified type of aggregate. In addition, each recycled material 11 component included in a blended product, shall meet the specific requirements listed below. 12 ,13 Recycled materials obtained from the Contracting Agency's roadways will not require testing 14 and certification for toxicity testing or certification for toxicity characteristics. 15 16 For recycled materials that are imported to the job site, the Contractor shall certify that the ' 17 recycled material is not a Washington State Dangerous Waste per the Dangerous Waste 18 Regulations WAC 173-303. Sampling and testing for toxicity shall be at a frequency of one 19 per 10,000 tons prior to combining with other materials and not less than one sample from 20 any single source. 21 22 9-03.21(2) Recycled Asphalt Concrete Pavement 23 Recycled asphalt concrete pavement may be uniformly blended with the following materials, 24 to the extent that the specified maximum bitumen content in the final product shall not 25 exceed the following: 26 27 Maximum 28 Bitumen 29 Content 30 (Percent) 31 32 Fine Aggregate for Portland Cement Concrete 9-03.1(2) 0 33 Coarse Aggregates for Portland Cement Concrete 9-03.1(4) 0 34 Aggregates for Asphalt Treated Base (ATB) 9-03.6 35 Aggregates for Asphalt Concrete 9-03.8 36 Ballast 9-03.9(1) 1.2 37 Shoulder Ballast 9-03.9(2) 1.2 38 Crushed Surfacing 9-03.9(3) 1.2 39 Aggregate for Gravel Base 9-03.10 1.2 40 Gravel Backfill for Foundations - Class A 9-03.12(1)A 1.2 41 Gravel Backfill for Foundations - Class B 9-03.12(1)B 1.2 42 Gravel Backfill for Walls 9-03.12(2) 0 43 Gravel Backfill for Pipe Zone Bedding 9-03.12(3) 0 44 Gravel Backfill for Drains 9-03.12(4) 0 45 Gravel Backfill for Drywells 9-03.12(5) 0 46 Backfill for Sand Drains 9-03.13 0 47 Sand Drainage Blanket 9-03.13(1) 0 48 Gravel Borrow 9-03.14(1) 0 49 Select Borrow 9-03.14(2) 1.2 50 Select Borrow 9-03.14(2) 8.0 51 (greater than 3 feet below subgrade and 1 side slopes) 2 Common Borrow 9-03.14(3) 1.2 3 Common Borrow- 9-03.14(3) 8.0 4 (greater than 3 feet below subgrade and 5 side slopes) 6 Foundation Material Class A and Class B 9-03.17 0 7 Foundation Material Class C 9-03.18 0 8 Bank Run Gravel for Trench Backfill 9-03.19 0 9 10 *See 5-04.2 11 12 The following field operating procedures will determine total bitumen content: 13 14 AASHTO T 308* 15 WSDOT TM 6 16 17 *The Contractor shall verify the asphalt content for the blended mix. A statewide 18 average of 0.70 may be used as a calibration factor for AASHTO T-308. 19 -- 20 9-03.21(3) Recycled Portland Cement Concrete Rubble 21 Recycled portland cement concrete rubble may be uniformly blended with the following 22 materials, to the extent that the specified maximum concrete rubble content in the final 23 product shall not exceed the following: 24 Maximum 25 Concrete 26 Rubble 27 (Percent) 28 29 Fine Aggregate for Portland Cement Concrete 9-03.1(2) 0 30 Coarse Aggregates for Portland Cement Concrete 9-03.1(4) 0 31 Aggregates for Asphalt Treated Base (ATB) 9-03.6 0 32 Aggregates for Asphalt Concrete 9-03.8 0 33 Ballast 9-03.9(1) 100 34 Shoulder Ballast 9-03.9(2) 100 35 Crushed Surfacing 9-03.9(3) 100 36 Aggregate for Gravel Base 9-03.10 100 37 Gravel Backfill for Foundations - Class A 9-03.12(1)A 100 38 Gravel Backfill for Foundations - Class B 9-03.12(1)B 100 39 Gravel Backfill for Walls 9-03.12(2) 100 40 Gravel Backfill for Pipe Zone Bedding 9-03.12(3) 100 41 Gravel Backfill for Drains 9-03.12(4) 100 42 Gravel Backfill for Drywells 9-03.12(5) 0 43 Backfill for Sand Drains 9-03.13 100 44 Sand Drainage Blanket 9-03.13(1) 100 45 Gravel Borrow 9-03.14(1) 100 46 Select Borrow 9-03.14(2) 100 47 Common Borrow 9-03.14(3) 100 48 Foundation Material Class A and Class B 9-03.17 100 49 Foundation Material Class C 9-03.18 100 50 Bank Run Gravel for Trench Backfill 9-03.19 100 51 1 9-03.21(4) Recycled Glass Aggregates , 2 Recycled glass may be uniformly blended with the following materials, to the extent that the 3 maximum recycled glass content in the final product shall not exceed the following: , 4 5 Maximum 6 Recycled 7 Glass 8 (Percent) 9 '10 Fine Aggregate for Portland Cement Concrete 9-03.1(2) 0 11 Coarse Aggregates for Portland Cement Concrete 9-03.1(4) 0 12 Aggregates for Asphalt Treated Base (ATB) 9-03.6 0 ' 13 Aggregates for Asphalt Concrete 9-03.8 0 14 Ballast 9-03.9(1) 15 15 Shoulder Ballast 9-03.9(2) 15 ' 16 Crushed Surfacing 9-03.9(3) 15 17 Aggregate for Gravel Base 9-03.10 15 18 Gravel Backfill for Foundations— Class A 9-03.12(1)A 15 19 Gravel Backfill for Foundations— Class B 9-03.12(1)B 15 ' 20 Gravel Backfill for Walls 9-03.12(2) 15 21 Gravel Backfill for Pipe Zone Bedding 9-03.12(3) 15 22 Gravel Backfill for Drains 9-03.12(4) 100 23 Gravel Backfill for Drywells 9-03.12(5) 100 24 Backfill for Sand Drains 9-03.13 100 25 Sand Drainage Blanket 9-03.13(1) 100 , 26 Gravel Borrow 9-03.14(1) 100 27 Select Borrow 9-03.14(2) 100 28 Common Borrow 9-03.14(3) 100 , 29 Foundation Material Class A and Class B 9-03.17 100 30 Foundation Material Class C 9-03.18 100 31 Bank Run Gravel for Trench Backfill 9-03.19 100 32 33 The product supplier shall perform total lead content testing quarterly. Tests shall include a 34 minimum of five samples. Sample collection shall be conducted according to ASTM D 75. 35 Total lead content testing will be conducted according to EPA Method 3010/6010. 36 37 A test shall not exceed 250 ppm using a total lead analysis EPA Test Method 6010. In 38 addition, the Toxicity Characteristics Leaching Procedure, EPA Test Method 1311 shall be 39 used and a test shall not exceed 5.0 ppm. The product supplier shall keep all test results on f 40 file. 41 42 SECTION 9-04, JOINT AND CRACK SEALING MATERIALS 43 April 1, 2002 d 44 9-04.6 Expanded Polystyrene 45 This section is revised to read: 46 47 Expanded polystyrene shall be of a cellular molded type with a density of 1.5 plus or 48 minus 0.25 pounds per cubic foot. 49 1 1 1 SECTION 9-05, DRAINAGE STRUCTURES, CULVERTS, AND CONDUITS 2 January 7, 2002 3 9-05.2(7) Perforated Corrugated Polyethylene Drainage Tubing Underdrain 4 Pipe 5 This section is revised to read: 6 7 Perforated corrugated polyethylene drainage tubing underdrain pipe shall meet the 8 requirements of AASHTO M252, Type CP or Type SP. Type CP shall be Type C pipe 9 with Class 2 perforations and Type SP shall be Type S pipe with either Class 1 or Class 10 2 perforations. Additionally, Class 2 perforations shall be uniformly spaced along the 11 length and circumference of the pipe. The maximum size pipe shall be 10-inch 12 diameter. 13 14 9-05.2(8) Perforated Corrugated Polyethylene Underdrain Pipe 15 This section is revised to read: 16 17 Perforated corrugated polyethylene underdrain pipe, 12-inch through 48-inch diameter 18 maximum, shall meet the requirements of AASHTO M 294 Type CP or Type SP. Type 19 CP shall be Type C pipe with Class 2 perforations and Type SP shall be Type S pipe 20 with either Class 1 or Class 2 perforations. Additionally, Class 2 perforations shall be 21 uniformly spaced along the length and circumference of the pipe. 22 23 SECTION 9-06, STRUCTURAL STEEL AND RELATED MATERIALS 24 April 1, 2002 25 9-06.5(4) Anchor Bolts 26 The second sentence in the second paragraph is revised to read: 27 28 Nuts for ASTM A 449 galvanized bolts shall conform to AASHTO M291, Grade DH and 29 shall conform to the lubrication requirements in Section 9-06.5(3). 30 31 SECTION 9-07, REINFORCING STEEL 32 August 5, 2002 33 9-07.1(1) Acceptance by Manufacturer's Certification 34 This section is supplemented with the following: 35 36 9-07.1(1)A Acceptance of Materials 37 Steel reinforcing bar manufacturers use either an English or a Metric size designation 38 while stamping rebar. The actual size of the bar, whether stamped with an English or a 39 Metric size designation is acceptable. The contract plans and the standard plans will 40 continue to use an English size designation. The table below shows the comparable 41 reinforcing steel bar size designations in both units of measure: 42 43 English Bar Metric 44 Designation Diameter Designation 45 #3 (0.375 inches) #10 46 #4 (0.500 inches) #13 47 #5 (0.625 inches) #16 1 #6 (0.750 Inches) #19 , 2 #7 (0.875 inches) #22 3 #8 (1.000 inches) #25 4 #9 (1.128 inches) #29 5 #10 (1.270 inches) #32 6 #11 (1.410 inches) #36 7 #14 (1.690 inches) #43 8 #18 (2.260 inches) #57 9 10 9-07.1(4) Inspection 11 This section including title is revised to read: 12 13 9-07.1(4) Vacant 14 15 SECTION 9-09, TIMBER AND LUMBER 16 April 7, 2003 17 9-09.1 General Requirements , 18 The reference to "Western Red Cedar" is deleted. 19 20 9-09.2(3) Inspection 21 This section is revised to read: 22 23 Timber and lumber must be marked with a certified lumber grade stamp provided by 24 one of the following agencies: 25 26 West Coast Lumber Inspection Bureau (WCLIB) 27 Western Wood Products Association (WWPA) 28 Pacific Lumber Inspection Bureau (PLIB) 29 Any lumber grading bureau certified by the American Lumber Standards 30 Committee 31 32 For Structures: 33 A grading certificate must accompany each order of timber and lumber for use in t 34 structures as specified in Section 9-09.2. The certificate shall be issued by either 35 the grading bureau whose stamp is shown on the material, or by the lumber mill, 36 which must be under the supervision of one of the grading bureaus listed above. ' 37 The certificate shall include the following: 38 39 Name of the mill performing the grading 40 The grading rules being used ' 41 Name of the person doing the grading with current certification 42 Signature of a responsible mill official 43 Date the lumber was graded at the mill ' 44 Grade, dimensions, and quantity of the timber or lumber 45 46 When the material is delivered to the project, the Engineer shall check the order for 47 the appropriate grade stamp. The invoice and grading certificate accompanying the 48 order must be accurate and complete with the information listed above. The 49 grading certificate and grade markings shall not constitute final acceptance of the 50 material. The Engineer may reject any or all of the timber or lumber that does not r 1 comply with the specifications or has been damaged during shipping or upon 2 delivery. 3 4 For Guardrail Posts and Blocks, Sign Posts, Mileposts, Sawed Fence Posts, 5 and Mailbox Posts: 6 When the material is delivered to the project, the Engineer shall check the order for 7 the appropriate grade stamp. The grade markings shall not constitute final 8 acceptance of the material. The Engineer may reject any or all of the timber or 9 lumber that does not comply with the specifications or has been damaged during 10 shipping or upon delivery. 11 12 SECTION 9-12, MASONRY UNITS 13 April 7, 2003 14 9-12.4 Precast Concrete Manholes 15 The reference to "ASTM C 116 Type III" in the second sentence of the third paragraph is 16 revised to read "ASTM C 1116 Type III". 17 18 The fifth sentence in the third paragraph is revised to read: 19 20 A minimum of two hoops of W2 wire shall be placed in the 48-inch end of each cone. 21 22 SECTION 9-14, EROSION CONTROL AND ROADSIDE PLANTING 23 December 2, 2002 24 This section is replaced in its entirety as follows: 25 26 9-14.1 Soil 27 28 9-14.1(1) Topsoil Type A 29 Topsoil Type A shall be as specified in the Special Provisions. 30 31 9-14.1(2) Topsoil Type B 32 Topsoil Type B shall be native topsoil taken from within the project limits either from the 33 area where roadway excavation is to be performed or from strippings from borrow, pit, 34 or quarry sites, or from other designated sources. The general limits of the material to 35 be utilized for topsoil will be indicated in the Plans or in the Special Provisions. The 36 Engineer will make the final determination of the areas where the most suitable material 37 exists within these general limits. The Contractor shall reserve this material for the 38 specified use. Material for Topsoil Type B shall not be taken from a depth greater than 39 1 foot from the existing ground unless otherwise designated by the Engineer. 40 41 In the production of Topsoil Type B, all vegetative matter, less than 4 feet in height, 42 shall become a part of the topsoil. Prior to topsoil removal, the Contractor shall reduce 43 the native vegetation to a height not exceeding 1 foot. Noxious weeds, as designated 44 by authorized State and County officials, shall not be incorporated in the topsoil, and 45 shall be removed and disposed of as designated elsewhere or as approved by the 46 Engineer. 47 1 9-14.1(3) Topsoil Type C , 2 Topsoil Type C shall be native topsoil meeting the requirements of Topsoil Type B but 3 obtained from a source provided by the Contractor outside of the Contracting Agency 4 owned right of way. 5 6 9-14.2 Seed 7 Grasses, legumes, or cover crop seed of the type specified shall conform to the 8 standards for "Certified" grade seed or better as outlined by the State of Washington 9 Department of Agriculture "Rules for Seed Certification," latest edition. Seed shall be 10 furnished in standard containers on which shall be shown the following information: 11 12 (1) Common and botanical names of seed, 13 (2) Lot number, 14 (3) Net weight, 15 (4) Percentage of purity, 16 (5) Percentage of germination (in case of legumes percentage of germination to 17 include hard seed), and Percentage of weed seed content and inert material 18 clearly marked for each kind of seed in accordance with applicable State and 19 Federal laws. 20 21 All seed installers must have a business license issued by the Washington State 22 Department of Licensing with a "seed dealer" endorsement. Upon request, the 23 contractor shall furnish the Engineer with copies of the applicable licenses and 24 endorsements. 25 26 Upon request, the Contractor shall furnish to the Engineer duplicate copies of a 27 statement signed by the vendor certifying that each lot of seed has been tested by a 28 recognized seed testing laboratory within six months before the date of delivery on the 29 project. Seed which has become wet, moldy, or otherwise damaged in transit or storage 30 will not be accepted. 31 32 9-14.3 Fertilizer 33 Fertilizer shall be a standard commercial grade of organic or inorganic fertilizer of the 34 kind and quality specified. It may be separate or in a mixture containing the percentage 35 of total nitrogen, available phosphoric acid, and water-soluble potash in the amounts 36 specified. All fertilizers shall be furnished in standard unopened containers with weight, 37 name of plant nutrients, and manufacturer's guaranteed statement of analysis clearly 38 marked, all in accordance with State and Federal laws. 39 40 Fertilizer shall be supplied in one of the following forms: 41 42 (1) A dry free-flowing granular fertilizer, suitable for application by agricultural 43 fertilizer spreader. 44 (2) A soluble form that will permit complete suspension of insoluble particles in 45 water, suitable for application by power sprayer. 46 (3) A homogeneous pellet, suitable for application through a ferti-blast gun. I 47 (4) A tablet or other form of controlled release with a minimum of a 6 month 48 release period. 49 1 i 1 1 1 9-14.4 Mulch and Amendments 2 All amendments shall be delivered to the site in the original, unopened containers 3 bearing the manufacturer's guaranteed chemical analysis and name. In lieu of 4 containers, amendments may be furnished in bulk. A certificate from the manufacturer 5 or supplier indicating the above information shall accompany each delivery. Compost 6 and other organic amendments shall be accompanied with all applicable health 7 certificates and permits. 8 9 9-14.4(1) Straw 10 All straw mulch material shall be in an air dried condition free of noxious weeds and 11 other materials detrimental to plant life. Straw mulch so provided shall be suitable for 12 spreading with mulch blower equipment. 13 14 9-14.4(2) Wood Cellulose Fiber 15 Fiber shall be produced from natural or recycled (pulp) fiber, such as wood chips or 16 similar wood materials, or from newsprint, corrugated cardboard, or a combination of 17 these processed materials. The fibers shall not contain any rock, metal, or plastic. It 18 shall be treated with a nontoxic green dye non toxic to plant or animal life to facilitate 19 inspection of the placement of the material. It shall be manufactured in such a manner 20 that after addition and agitation in slurry tanks with water, the fibers in the material will 21 become uniformly suspended to form a homogenous slurry. When hydraulically 22 sprayed on the ground, the material shall allow the absorption and percolation of 23 moisture. 24 25 During the request for approval of the material source process, a letter of certification 26 shall be submitted which certifies that the product contains less than 250 parts per 27 million boron, and shall be otherwise nontoxic to plant or animal life. The organic matter 28 content shall be at least 90 percent on an oven-dry basis as determined by ASTM D 29 586. The moisture content shall be no more than 15 percent as determined by oven 30 dried weight. 31 32 Each package of the cellulose fiber shall be marked by the manufacturer to show the 33 dried weight. 34 35 9-14.4(3) Bark or Wood Chips 36 Bark or wood chip mulch shall be derived from Douglas fir, pine, or hemlock species. It 37 shall be ground so that a minimum of 95 percent of the material will pass through a 38 112-inch sieve and no more than 55 percent, by loose volume, will pass through a U.S. 39 No. 4 sieve. The mulch shall not contain resin, tannin, or other compounds in quantities 40 that would be detrimental to plant life. 41 42 9-14.4(4) Sawdust 43 Sawdust mulch shall be free of chips, chunks, and large splinters, and shall not contain 44 resin, tannin, or other compounds in quantities that would be detrimental to plant life. 45 46 9-14.4(5) Lime 47 Agriculture lime shall be of standard manufacture, flour grade, meeting the 48 requirements of ASTM C-602. 49 1 9-14.4(6) Gypsum 2 Gypsum shall consist of Calcium Sulfate (CaSO42H2O) in a pelletized or granular form. 3 100% shall pass through a U.S. No. 8 sieve. 4 5 9-14.4(7) Tackifier 6 Tackifiers used as a tie-down for seed and mulch shall be applied in quantities sufficient , 7 to equal the retention properties of guar when applied at the rate of 60 pounds per acre 8 for slopes less than 2:1 and 120 pounds per acre for slopes greater than 2:1. Tackifer 9 shall contain no growth or germination inhibiting materials nor significantly reduce 10 infiltration rates. Tackifer shall hydrate in water and readily blend with other slurry 11 materials. Tackifer options include: 12 13 Type A—Organic tackifier derived from natural organic plant sources. 14 Type B — Synthetic tackifier having an MSDS sheet that demonstrates to the 15 satisfaction of Engineer that the product is not harmful to aquatic life. ' 16 17 9-14.4(8) Compost 18 Compost products shall contain composted plant material derived from the aerobic 19 decomposition of recycled plant waste. The composted plant waste shall have a 20 moisture content that has no visible free water or dust produced when handling the 21 material. 22 23 Compost shall be stable, mature, decomposed organic solid waste that is the result of 24 the accelerated, aerobic biodegradation and stabilization under controlled conditions. 25 The result is a uniform dark, soil-like appearance. 26 27 Compost maturity or stability is the point at which the aerobic biodegradation of the 28 compost has slowed and oxygen consumption and carbon dioxide generation has 29 dropped. Subsequent testing provides consistent results. 30 31 Compost production and quality shall comply with the Interim Guidelines for Compost 32 Quality, #94-38 or superseding editions, and amendments, published by the 33 Washington State Department of Ecology. The Interim Guidelines for Compost Quality 34 can be found at the web site http://www.ecy.wa.gov/pubs/94038.pdf. 35 36 Compost products shall meet the following physical criteria: 37 38 1. Compost material shall be tested in accordance with AASHTO Test Method 39 T87 and T88. 100% of Type 1 Compost shall pass through a 5/8" sieve. 90% 40 of Type 2 Compost shall be larger than 3/8 inch and smaller than 1 inch. 41 42 2. The pH range shall be between 5.5 and 8.5 when tested in accordance with 43 WSDOT Test Method 417. 44 45 3. Manufactured inert material (plastic, concrete, ceramics, metal, etc.) shall be 46 less than 1 percent on a dry weight or volume basis, whichever provides for 47 the least amount of foreign material. 48 49 4. Minimum organic matter shall be 30 percent dry weight basis as determined by 50 loss on ignition. (LOI test) 51 1 5. Soluble salt contents shall be less than 4.0 mmhos/cm for areas that receive 2 less than 20 inches of precipitation per year and 6.0 mmhos/cm for areas that 3 receive more than 20 inches of precipitation per year. 4 5 6. Type 1 Compost shall score a number 6 or above on the Solvita Compost 6 Maturity Test. Type 2 Compost shall score a 5 or above on the Solvita 7 Compost Maturity Test. 8 9 All compost products will be tested within 30 calendar days prior to application by the 10 Contracting Agency with samples taken from the material stockpiled by the supplier for 11 project use. Compost not conforming to the above requirements or taken from a source 12 other than those tested shall be immediately removed from the project and replaced at 13 no cost to the Contracting Agency. 14 15 Acceptance of composted products shall be based on the following submittals by the 16 Contractor: 17 18 1. A Request for Approval of Material Source. 19 20 2. A copy of the Solid Waste Handling Permit issued to the supplier by the 21 Jurisdictional Health Department as per WAC 173-304 (Minimum Functional 22 Standards for Solid Waste Handling). 23 24 3. Written verification from the supplier that the material complies with the 25 processes, testing, and standards specified in the Interim Guidelines for 26 Compost Quality. 27 28 4. Written verification from the supplier that the compost products originate a 29 minimum of 65 percent by volume from recycled plant waste. A maximum of 30 35 percent by volume of other approved organic waste and/or biosolids may 31 be substituted for recycled plant waste. 32 33 5. A copy of the lab analyses described under Testing Parameters in the 34 Guidelines for Compost Quality. The analyses shall be less than three months 35 old. 36 37 6. A list of the feedstock by percentage present in the final compost product. 38 39 9-14.5 Erosion Control Blanket 40 Organic temporary erosion control blanket shall meet the following requirements: 41 42 1. Made of natural plant fibers. 43 2. Have a minimum weight of 8 oz./sq. yd. and a minimum limiting shear stress of 44 0.45 lb./sq. ft. 45 3. Netting, if present, shall be biodegradable or photodegradable. 46 47 Permanent erosion control blanket shall meet the following requirements: 48 49 1. Consist of uv stabilized' fibers, filaments, and netting. 50 2. Have a minimum weight of 8 oz./sq. yd. and a minimum limiting shear stress of 51 1.5 lb./sq. ft. 52 1 luv stability (minimum 80 percent tensile retained) ASTM D4355 (1,000 hour 2 exposure). 3 4 9-14.5(3) Clear Plastic Covering 5 Clear plastic covering shall meet the requirements of the NIST Voluntary Product 6 Standard, PS 17-69, for polyethylene sheeting having a minimum thickness of 6 mils. 7 8 9-14.5(4) Geotextile-Encased Check Dam 9 The geotextile-encased check dam shall be a urethane foam core encased in geotextile 10 material. The minimum length of the unit shall be 7 feet. 11 12 The foam core shall be a minimum of 8 inches in height, and have a minimum base 13 width of 16 inches. The geotextile material shall overhang the foam by at least 6 inches 14 at each end, and shall have apron type flaps that extend a minimum of 24 inches on 15 each side of the foam core. The geotextile material shall meet the requirements for silt 16 fence in Section 9-33. 17 18 9-14.5(5) Wattles 19 Wattles shall consist of cylinders of biodegradable plant material such as straw, coir, or 20 wood shavings encased within biodegradable or photodegradable netting. Netting shall 21 meet the requirements of Section 9-14.5. Rolls shall be at least 6 inches in diameter, 22 unless otherwise specified. 23 24 9-14.6 Plant Materials 25 26 9-14.6(1) Description 27 Seedlings are plants grown from cuttings, seeds, or other approved propagation 28 methods. Seedlings do not normally show form characteristic to species generally 29 under three years of age and less than 24 inches in height. Measurement is by height in 30 3-inch increments or by age and number of times transplanted. 31 32 Whips are bareroot, broadleaf trees, generally unbranched and between 2 feet and 33 6 feet in height. Measurement is by 1-foot height increments. 34 35 Broadleaf trees are branched, over 6 feet in height and measured by caliper and/or 36 height. 37 38 Coniferous trees are over 2 feet in height and measured in height and occasionally 39 spread. 40 41 Shrubs and ground covers begin to show form characteristic to their normal habit of 42 growth and are measured by height and/or spread. 43 ,44 Container sizes may be specified in addition to other measurements, however, the 45 other measurements shall govern. 46 47 Cuttings are live plant material without a previously developed root system. Source 48 plants for cuttings shall be dormant when cuttings are taken. All cuts shall be made with 49 a sharp instrument. Written permission shall be obtained from property owners and 50 provided to the Engineer before cuttings are collected. The Contractor shall collect 51 cuttings in accordance with applicable sensitive area ordinances. For cuttings, the 1 requirement to be nursery grown or held in nursery conditions does not apply. Cuttings 2 include the following forms: 3 4 Live branch cuttings shall have flexible top growth with terminal buds and may 5 have side branches. The rooting end shall be cut at an approximate 45 degree 6 angle. 7 8 Live stake cuttings shall have a straight top cut immediately above a bud. The 9 lower, rooting end shall be cut at an approximate 45-degree angle. Live stakes are 10 cut from one to two year old wood. 11 12 Live pole cuttings shall have a minimum 2-inch diameter and no more than three 13 branches which shall be pruned back to the first bud from the main stem. 14 15 Rhizomes shall be a prostrate or subterranean stem, usually rooting at the nodes 16 and becoming erect at the apex. Rhizomes shall have a minimum of two growth 17 points. 18 19 Tubers shall be a thickened and short subterranean branch having numerous buds 20 or eyes. 21 22 9-14.6(2) Quality 23 All plant material furnished shall meet the grades established by the latest edition of the 24 American Standard for Nursery Stock, shall conform to the size and acceptable 25 conditions as listed in the contract, and shall be free of all foreign plant material. 26 27 All plant material shall comply with State and Federal laws with respect to inspection for 28 plant diseases and insect infestation. 29 30 Live woody or herbaceous plant material, except cuttings, rhizomes, and tubers, shall 31 be vigorous, well formed, with well developed fibrous root systems, free from dead 32 branches, lichens, and from damage caused by an absence or an excess of heat or 33 moisture, insects, disease, mechanical or other causes detrimental to good plant 34 development. Evergreen plants shall be well foliated and of good color. Deciduous trees 35 which have solitary leaders shall have only the lateral branches thinned by pruning. All 36 conifer trees shall have only one leader (growing apex) and one terminal bud, and shall 37 not be sheared or shaped. Trees having a damaged or missing leader, multiple leaders, 38 or Y-crotches shall be rejected. 39 40 Root balls of plant materials shall be solidly held together by a fibrous root system and 41 shall be composed only of the soil in which the plant has been actually growing. The 42 ball shall be securely wrapped with jute burlap or other packing material not injurious to 43 the plant life. Root balls shall be free of weed or foreign plant growth. 44 45 Plant materials shall be nursery grown stock. Plant material, with the exception of 46 cuttings, gathered from native stands shall be held under nursery conditions for a 47 minimum of one full growing season, shall be free of all foreign plant material, and meet 48 all of the requirements of these Specifications, the Plans, and the Special Provisions. 49 50 Container grown plants must be plants transplanted into a container and grown in that 51 container sufficiently long for new fibrous roots to have developed so that the root mass 1 will retain its shape and hold together when removed from the container. Plant material 2 which is root bound, as determined by the Engineer, shall be rejected. 3 4 Container sizes for plant material of a larger grade than provided for in the container 5 grown specifications of the American Standard for Nursery Stock (ASNS) shall be 6 determined by the volume of the root ball specified in the ASNS for the same size plant 7 material. 8 9 All bare root plant materials shall have a heavy fibrous root system. All plants must be 10 dormant at the time of planting. 11 12 Average height to spread proportions and branching shall be in accordance with the 13 applicable sections, illustrations, and accompanying notes of the American Standard for 14 Nursery Stock. 15 16 Plants, which have been determined by the Engineer to have suffered damage as the 17 result of girdling of the roots, stem, or a major branch; have deformities of the stem or 18 major branches; have a lack of symmetry; have dead or defoliated tops or branches; or 19 have any defect, injury, or condition which renders the plant unsuitable for its intended 20 use, shall be rejected. 21 22 Plants that are grafted shall have roots of the same genus as the specified plant. 23 24 9-14.6(3) Handling and Shipping 25 Handling and shipping shall be done in a manner that is not detrimental to the plants. 26 27 The nursery shall furnish a notice of shipment in triplicate at the time of shipment of 28 each truck load or other lot of plant material. The original copy shall be delivered to the 29 Project Engineer, the duplicate to the consignee and the triplicate shall accompany the 30 shipment to be furnished to the Inspector at the job site. The notice shall contain the 31 following information: 32 33 1. Name of shipper. 34 2. Date of shipment. 35 3. Name of commodity. (Including all names as specified in the contract.) 36 4. Consignee and delivery point. 37 5. State contract number. 38 6. Point from which shipped. 39 7. Quantity contained. 40 8. Certificate of Grade. (Statement that material conforms to the specifications.) 41 9. Size. (Height, runner length, caliper, etc. as required.) 42 10. Statement of root pruning. (Date pruned and size of pruning.) 43 11. Signature of shipper by authorized representative. 44 45 To acclimate plant materials to Northwest conditions, all plant materials used on a 46 project shall be grown continuously outdoors north of the 42nd Latitude 47 (Oregon-California border) from not later than August 1 of the year prior to the time of 48 planting. 49 50 All container grown plants shall be handled by the container. 51 52 All balled and burlapped plants shall be handled by the ball. 1 2 Plant material shall be packed for shipment in accordance with prevailing practice for 3 the type of plant being shipped, and shall be protected at all times against drying, sun, 4 wind, heat, freezing, and similar detrimental conditions both during shipment and during 5 related handling. Where necessary, plant material shall be temporarily heeled in. When 6 transported in closed vehicles, plants shall receive adequate ventilation to prevent 7 sweating. When transported in open vehicles, plants shall be protected by tarpaulins or 8 other suitable cover material. Antidesiccant material shall be applied before shipment. 9 10 9-14.6(4) Tagging 11 Plants delivered as a single unit of 25 or less of the same size, species, and variety, 12 shall be clearly marked and tagged. Plants delivered in large quantities of more than 25 13 must be segregated as to variety, grade, and size; and one plant in each 25, or fraction 14 thereof, of each variety, grade, and size shall be tagged. 15 16 9-14.6(5) Inspection 17 The Contracting Agency will make an inspection of plant material at the source when 18 requested by the Engineer. However, such approval shall not be considered as final 19 acceptance for payment. The Contractor shall notify the Engineer, not less than 48 20 hours in advance, of plant material delivery to the project. 21 22 9-14.6(6) Substitution of Plants 23 No substitution of plant material, species or variety, will be permitted unless evidence is 24 submitted in writing to the Engineer that a specified plant cannot be obtained and has 25 been unobtainable since the award of the contract. If substitution is permitted, it can be 26 made only with written approval by the Engineer. The nearest variety, size, and grade, 27 as approved by the Engineer, shall then be furnished. 28 29 Container or balled and burlapped plant material may be substituted for bare root plant 30 material. Container grown plant material may be substituted for balled and burlapped 31 plant materials. Container size shall be determined by the volume of the root ball that is 32 specified. These substitutions shall be approved by the Engineer and be at no cost to 33 the Contracting Agency. 34 35 9-14.6(7) Temporary Storage 36 Plants stored under temporary conditions shall be the responsibility of the Contractor. 37 38 Plants stored on the project shall be protected at all times from extreme weather 39 conditions by insulating the root balls with sawdust, soil, or other approved material and 40 shall be kept moist at all times. 41 42 Cuttings to be stored for periods longer than one week shall be taken during the 43 months of November and December. Cuttings to be stored for later installation shall be 44 bundled, laid horizontally, and completely buried under 6 inches of soil or placed in cold 45 storage at a temperature of 34 F and 90% humidity. Cuttings that are not planted within 46 24 hours of cutting shall be soaked in water for 24 hours prior to planting. Cuttings 47 taken when the temperature is higher than 50°F shall not be stored for later use. 48 49 Cuttings shall continually be shaded and protected from wind. Cuttings must be 50 protected from drying at all tim f and shall be heeled into moist soil or placed in water if 51 not installed within 8 hours of ting. 1 2 9-14.6(8) Sod 3 The available grass mixtures on the current market shall be submitted to the Engineer 4 for selection and approval. 5 6 The sod shall be field grown one calendar year or older, have a well developed root ' 7 structure, and be free of all weeds, disease, and insect damage. 8 9 Prior to cutting, the sod shall be green, in an active and vigorous state of growth, and 10 mowed to a height not exceeding 1 inch. 11 12 The sod shall be cut with a minimum of 1 inch of soil adhering. 13 14 9-14.7 Stakes, Guys, and Wrapping 15 Stakes shall be installed as shown in the Plans. 16 17 Commercial plant ties may be used in lieu of hose and wire guying upon approval of the 18 Engineer. The minimum size of wire used for guying shall be 14 gage, soft drawn. 19 20 Hose for guying shall be nylon, rubber, or reinforced plastic and shall have an inside 21 diameter of at least 1/2 inch. 22 23 Tree wrap shall be a crinkled waterproof paper weighing not less than 4.0 pounds per 24 100 square feet and shall be made up of two sheets cemented together with asphalt. 25 26 SECTION 9-15, IRRIGATION SYSTEM 27 December 2, 2002 28 This section is replaced in its entirety as follows: 29 30 All materials and equipment incorporated in the system shall be new, undamaged, of 31 standard quality, and shall be subject to testing as specified. 32 33 9-15.1 Pipe, Tubing, and Fittings 34 Pipe shall be galvanized iron, PVC, or polyethylene, as specified in the Plans or in the _ 35 Special Provisions. 36 37 9-15.1(1) Galvanized Pipe and Fittings 38 Pipe shall be standard weight, hot-dip galvanized iron or steel pipe, threaded and 39 coupled. Pipe shall meet the requirements of ASTM A 53. 40 41 All pipe fittings shall be standard threaded galvanized malleable iron fittings. 42 43 9-15.1(2) Polyvinyl Chloride Pipe and Fittings 44 PVC pipe and fittings, where indicated in the Plans, shall be of PVC compound Type 1, 45 Grade 1, conforming to ASTM D 1784 specifications. The pipe and fittings shall be 46 approved and certified by the National Sanitation Foundation. Pipe and fittings shall be 47 free from defects in materials, workmanship, and handling. The Engineer may require 48 dimensional and quick burst tests of pipe and fittings after arrival at the job site. 49 Acceptance of the materials shall be subject to passing the designated tests per ASTM 50 Standards. 1 2 PVC solvent weld pipe shall be of PVC 1120 material and shall have 200 psi minimum 3 pressure rating with SDR 21 walls which conform to ASTM D 2241. PVC pipe with walls 4 heavier than SDR 21 shall be installed when noted in the Plans and specified in the 5 Special Provisions. PVC threaded pipe shall be of PVC 1120 material and shall be 6 schedule 80 which conforms to ASTM D 1785. 7 8 PVC pipe fittings shall conform to ASTM D 2466, Type I, Grades 1 or 2. Pipe may be 9 belled on one end with the dimensions of the tapered bell conforming to ASTM D 2672. 10 11 Each length of PVC pipe is to be marked with an identifying extrusion "run" number and 12 the manufacturer's name or trade name plus the pipe size and schedule. 13 14 9-15.1(3) Polyethylene Pipe 15 Polyethylene pipe shall be Class 80, SDR 15, medium density polyethylene pipe, meet 16 the requirements of ASTM D 2239, conform to U.S. Commercial Standard CS-255, and 17 be National Sanitation Foundation (NSF) approved. 18 19 Thick walled polyethylene (poly) pipe shall be used in conjunction with fittings 20 recommended by the manufacturer of the poly pipe to produce a flexible swing joint 21 assembly between the lateral line and the irrigation head. The pipe shall be 22 manufactured from high quality, low density virgin polyethylene material and have a 23 minimum wall thickness of 0.10 inch and a minimum inside diameter of 0.49 inch. The 24 pipe shall be capable of withstanding 80 psi operating water pressure at 110 F. The 25 length of thick walled poly pipe at each flexible swing joint assembly shall be 18 inches 26 minimum to 36 inches maximum. 27 28 9-15.2 Drip Tubing 29 Drip tubing shall be manufactured from specially formulated, chemical resistant, low to 30 medium density virgin polyethylene or polybutylene selected for excellent weatherability 31 and stress cracking resistance and designed specifically for use in drip irrigation 32 systems. Drip tubing shall have a minimum wall thickness of 0.045 inch and shall have 33 a written warranty from the manufacturer against defects in manufacturing, rot, - 34 electrolytic corrosion, or stress cracking for a period of five years minimum from the 35 time of installation. 36 37 9-15.3 Automatic Controllers 38 Automatic controllers shall be installed on a concrete base. They shall be an electrically 39 timed device for automatically opening and closing control valves for predetermined 40 periods of time and mounted so that all normal adjustments will be conveniently located 41 for use by the operator. Controllers shall be enclosed in a weatherproof, painted, metal 42 housing fabricated from 16 gage sheet aluminum alloy 6061-T6, or from 16 gage sheet 43 steel metal. 44 45 A pedestal or skirting shall be placed around the conduit leading to the metal housing 46 shown in the Plans. It shall be of the same material and finish as the housing. The 47 Contractor shall submit a plan of the proposed design for the pedestal or skirting to the 48 Engineer for approval before fabrication. Controller housing shall have hasp and lock or 49 locking device. All locks or locking devices shall be master keyed and three sets of keys 50 provided. The controller shall be compatible with and capable of operating the irrigation 51 system as designed and constructed and shall include the following operating features: 52 1 1. Each controller station shall be adjustable for setting to remain open for any 2 desired period of time—from five minutes or less to at least one hour. 3 4 2. Adjustments shall be provided whereby any number of days may be omitted 5 and whereby any one or more positions on the controller can be skipped. 6 When adjustments are made, they shall continue automatically within a 14-day 7 cycle until the operator desires to make new adjustments. 8 9 3. Controls shall allow any position to be operated manually both on or off 10 whenever desired. 11 12 4. Controls shall provide for resetting the start of the irrigation cycle at any time 13 and advancing from one position to another. 14 15 5. Controllers shall contain an on-off switch and fuse assembly. 16 17 9-15.4 Sprinkler Heads 18 Sprinkler heads shall be of the type, pattern, and coverage shown in the Plans at rated 19 operating pressure specified, discharging not more than the amount of gallons per 20 minute listed. 21 22 Sprinkler heads shall be designed so that spray adjustments can be made by either an 23 adjustment screw or interchangeable nozzles. Watering cores shall be easily removed 24 without removing the housing from the pipe. 25 26 9-15.5 Valve Boxes and Protective Sleeves 27 All automatic control valves, flow control valves, and pressure reducing valves shall be 28 provided with valve boxes. Valve boxes shall conform to the Plans and shall be 29 extendible to obtain the depth required. All manual drain valves and manual control 30 valves shall be equipped with a protective sleeve and cap as shown in the Plans. 31 32 9-15.6 Gate Valves If 33 Gate valves when called for in the Plans shall be heavy duty bronze conforming to the 34 requirements of ASTM B 62. Valves shall be of the same size as the pipes on which 35 they are placed and shall have union or flange connections. Service rating (for 36 nonshock cold water) shall be 150 psi. Valves shall be of the double disk, taper seat 37 type, with rising stem, union bonnet and hand wheel or suitable cross wheel for 38 standard key operation. Manufacturer's name, type of valve, and size shall be cast on 39 the valve. 40 41 9-15.7 Control Valves 42 43 9-15.7(1) Manual Control Valves 44 Manual valves shall be bronze or brass, angle type with hex brass union. Service rating 45 shall be not less than 150 psi nonshock cold water. Valves shall be designed for 46 underground installation with suitable cross wheel for operation with a standard key. 47 The Contractor shall furnish three suitable operating keys per contract. Valves shall 48 have removable bonnet and stem assembly with adjustable packing gland and shall 49 house long acme threaded stem to ensure full opening and closing. Valve discs shall be 50 full floating with replaceable seat washers. 51 1 9-15.7(2) Automatic Control Valves 2 Automatic remote control valves shall be globe pattern with flanged or screwed 3 connections as required. The valve shall be constructed so as to allow all internal parts 4 to be removable from the top of the valve without disturbing the valve installation. 5 6 Valves shall be of a normally closed design and shall be electric solenoid operated, 7 having maximum rating of 6.5 watts utilizing 24 volt AC power. Solenoids shall be 8 directly attached to the valve bonnets or body with all control parts completely internal. 9 Valves shall be of 150 psi brass or bronze, or iron body bronze-mounted combination. 10 The opening and closing speed of the valve shall be a minimum of five seconds for 11 closure and a minimum of three seconds for opening with a constant rate of opening 12 and closing. A manual control bleed cock shall be included on the valve to operate the 13 valve without the requirement of electric current. A manual shutoff stem with cross 14 handle for wrench operation is required for manual adjustment from fully closed to wide 15 open. Once the manual adjustment is set, the valve shall operate automatically in the 16 adjusted position. Water flow shall be completely stopped when the control valve is 17 closed either manually or automatically. Automatic control valves and automatic 18 controllers need not be from the same manufacturer. 19 20 9-15.7(3) Automatic Control Valves With Pressure Regulator 21 The automatic control valve with pressure regulator shall be similar to the automatic 22 control valve and shall also reduce the inlet pressure to a constant lower pressure 23 regardless of supply fluctuations. The regulator must be fully adjustable. 24 25 9-15.8 Quick Coupling Equipment 26 Quick coupler valves shall have a service rating not less than 125 psi for nonshock cold 27 water. The body of the valves shall be of cast leaded semi-red brass alloy No. C84400 28 conforming to ASTM B 584. The base of the valve shall have standard female pipe 29 threads. The design of the valve shall be such that it will open only upon inserting a 30 coupler key and will close as the coupler is removed from the valve. Leakage of water 31 between the coupler and valve body when in operation will not be accepted. The valve 32 body receiving the coupler shall be designed with double worm slots to allow smooth 33 action in opening and closing of the valve with a minimum of effort. Slots shall be 34 notched at the base to hold the coupler firmly in the open position. Couplers shall be of 35 the same material as the valve body with stainless steel double guide lugs to fit the 36 worm slots. Couplers shall be of one piece construction with steel reinforced side 37 handles attached. All couplers shall have standard male pipe threads at the top. 38 Couplers shall be furnished with all quick coupler valves unless otherwise specified. 39 40 9-15.9 Drain Valves 41 Drain valves shall be 1/2 or 3/4 inch in size and shall be of bronze or brass, manual 42 angle globe type, with rising stem, hex brass union, removable bonnet and stem, and 43 adjustable packing gland. Valves shall be designed for underground installation with 44 suitable cross wheel for operation with a standard key, and shall have a service rating 45 of not less than 150 psi nonshock cold water. The Contractor shall furnish three 46 standard operating keys per contract. 47 48 On potable systems, drain valves shall be allowed only in the downstream side of 49 approved cross-connection control devices. 50 1 9-15.10 Hose Bibs 2 Hose bibs shall be constructed of bronze or brass, angle type threaded to - 3 accommodate a 3/4-inch hose connection, and shall be key operated. Design shall be 4 such as to prevent operation by wrench or pliers. 5 6 9-15.11 Cross-Connection Control Devices 7 Atmospheric vacuum breaker assemblies (AVBAs), pressure vacuum breaker - 8 assemblies (PVBAs), double check valve assemblies (DCVAs), and reduced pressure 9 backflow devices (RPBDs), shall be of a type approved by the Washington State 10 Department of Health, Olympia, Washington. 11 12 9-15.12 Check Valves 13 Adjustable spring check valves shall be PVC and shall be pressure rated at 200 psi. 14 Valves shall be adjustable from 5 to 15 pounds spring tension, but shall not cause 15 pressure loss in excess of 5 psi for flows up to 30 gpm. Valves shall have angled seats, 16 Buna-N seals and threaded connections, and shall be installed in 6-inch Schedule 40 17 PVC sleeves with removable caps or 6-inch round plastic valve boxes. 18 19 9-15.13 Pressure Regulating Valves 20 Pressure regulating valves shall have a minimum of 150 psi working pressure with an 21 adjustable outlet range of 20 to 70 psi. The valves shall be factory set as shown in the 22 Plans. Pressure regulating valves shall be rated for safe operation at 175 psi nonshock 23 cold water. 24 25 9-15.14 Three-Way Valves 26 Three-way valves shall be tight closing, three port, ball or plug type, constructed to 27 permit straight through and 90 degree flow only. The valve shall be of bronze or 28 approved corrosion resistant body materials and shall have a minimum of 150 psi 29 working pressure. The head of the valve, or handle when applicable, shall be 30 permanently marked to indicate port position. Whenever handles are included as an 31 integral part of the valve, the Contractor shall remove the handles and give them to the 32 Engineer for ultimate distribution to the Maintenance Division. 33 34 9-15.15 Flow Control Valves 35 Valve body materials shall be plastic or metal. Internal parts shall be stainless steel. 36 Valves shall be factory set to plan flows. Valves shall have no external adjustment and 37 be tamper proof when installed. One-quarter inch and smaller flow control valves shall 38 have a minimum pressure absorption range of 2 to 32 psi. One and one-half inch and 39 larger flow control valves shall have a minimum pressure absorption range of 3 to 40 50 psi. 41 42 Flow shall be controlled to 5 percent of plan volumes. 43 44 9-15.16 Air Relief Valve 45 The air relief valve shall automatically relieve air and break a vacuum in the serviced 46 pipe. Body materials shall be installed exactly at all high points. 47 48 9-15.17 Electrical Wire and Splices 49 Electrical wire used in the irrigation system shall comply with Section 9-29 3. Electrical 50 wire used between the automatic controller and automatic valves shall be copper AWG - 1 No. 14 minimum size, Type USE Chemically Cross Linked Polyethylene or 2 Thermoplastic, Type UF, and shall be color coded or marked with number identification. 3 4 Low voltage splices shall be made with a kit containing a "T" shaped open cell centering 5 device and a plastic bag of urethane and hardener which is mixed at the time of 6 installation or heat shrinkable insulating tubing. Heat shrinking insulating tubing shall 7 consist of a mastic lined heavy wall polyolefin cable sleeve. The resin used with the "T" 8 shaped open cell centering device shall be a quick curing flexible compound with an 9 approximate set-up time of 4 minutes at 72 F. 10 11 9-15.18 Detectable Marking Tape 12 Detectable marking tape shall consist of inert polyethylene plastic that is impervious to 13 all known alkalis, acids, chemical reagents, and solvents likely to be encountered in the 14 soil, with a metallic foil core to provide the most positive detection and pipeline locators. 15 16 The tape shall be color coded and shall be imprinted continuously over its entire length 17 in permanent black ink. The message shall convey the type of line buried below and 18 shall also have the word "Caution" prominently shown. Color coding of the tape shall be 19 as follows: 20 21 Utility Tape Color 22 Water Blue 23 Sewer Green 24 Electrical Red 25 Gas-Oil Yellow 26 Telephone-CATV Orange 27 28 The width of the tape shall be as recommended by the manufacture for the depth of 29 installation. 30 31 9-15.19 Wye Strainers 32 Wye strainers shall be bronze or brass with screwed end connections, 20 mesh Monel 33 or stainless steel screen, and standard tapped bronze retainer cap and closure plug. 34 Service rating shall be not less than 150 psi nonshock cold water. 35 36 SECTION 9-16, FENCE AND GUARDRAIL 37 April 7, 2003 38 9-16.2(3) Wood Fence Posts and Braces 39 This section is revised to read: 40 41 Douglas fir, Western red cedar, hemlock, or larch shall be used in the construction of 42 wood fence posts and braces. The material shall be of good quality and approved by 43 the Engineer before use. Peeler cores shall not be used for round posts. Wood fencing 44 materials shall have sufficient sapwood in the outer periphery to obtain the specified 45 penetration of preservative. Fencing materials shall be cut to the correct length before 46 pressure treatment. 47 48 Line posts shall be 3-inch minimum diameter round posts or nominal 3-inch by 3-inch 49 square sawed posts. If the posts are to be pointed for driving, they shall be pointed 50 before treatment. Line posts shall be at least 7 feet in length. 1 ' 2 Pull posts and brace posts shall be 6-inch diameter round posts or nominal 6-inch by 6- 3 inch material not less than 7 feet in length. 4 5 End, gate, and corner posts, and posts at an intersecting fence shall be 6-inch diameter 6 round posts or nominal 6-inch by 6-inch material not less than 7 feet 10 inches in 7 length. 8 9 All sawed posts and timbers shall meet the requirements in the table under Section 9- 10 09.2. 11 12 The preservatives used to pressure-treat wood fencing materials shall meet the 13 requirements of Section 9-09.3. 14 15 The retention and penetration of the preservative shall be as follows: 16 17 Minimum Retention in 18 Pounds Per Cubic Foot , 19 20 Preservative Sawed Posts Round Posts 21 Creosote 10.00 8.00 22 Pentachlorophenol 0.50 0.40 23 ACA 0.40 0.40 24 ACZA 0.40 0.40 25 ACQ 0.40 0.40 26 CCA 0.40 0.40 27 28 Minimum Penetration 29 -_ 30 for material 5" or less - 0.40 inches penetration and 90% of sapwood 31 for material 5"or greater- 0.50 inches penetration and 90% of sapwood 32 33 9-16.3(1) Rail Element 34 The first paragraph is revised to read: , 35 36 The W-beam or thrie beam rail elements, backup plates, reducer sections, and end 37 sections shall conform to "A Guide to Standardized Highway Barrier Hardware" 38 published by AASHTO, AGC, and ARTBA. All rail elements shall be formed from 12 39 gage steel except the thrie beam used for bridge rail retrofits, Design F end sections, 40 and the reducer sections, which shall be formed from 10 gage steel. 41 42 9-16.3(2) Posts and Blocks 43 This section is revised to read: 44 45 Posts and blocks may be of creosote treated timber, pentachlorophenol treated timber, 46 waterborne, chromated copper arsenate (CCA), ammoniacal copper arsenate (ACA), 47 ammoniacal copper zinc arsenate (ACZA), or ACQ treated timber or galvanized steel; 48 except only treated timber posts and blocks may be used for weathering steel beam 49 guardrail. Blocks made from alternate materials that meet the NCHRP Report 350 50 criteria may be used in accordance with the manufacturer's recommendations. Except 51 for terminal or anchor assemblies, all posts for any one project shall be of the same 1 type (wood or steel). Posts and blocks shall be of the size and length shown in the 2 Plans and meet the requirements of these Specifications. Posts and blocks may be 3 S4S or rough sawn. 4 5 Timber posts and blocks shall conform to the grade specified in Section 9-09.2, except 6 pine lumber No. 1 grade may be used for the blocks. Timber posts and blocks shall be 7 fabricated as specified in the Plans before being treated. Timber posts and blocks shall 8 be treated by the empty cell process to provide a minimum retention, depending on the 9 treatment used, according to the following: 10 11 Creosote oil 12.0 lbs. pcf. 12 Pentachlorophenol 0.60 lbs. pcf. 13 ACA 0.50 lbs. pcf. 14 ACZA 0.50 lbs. pcf. 15 ACQ 0.50 lbs. pcf. 16 CCA 0.50 lbs. pcf. 17 18 Treatment shall be in accordance with Section 9-09.3. 19 20 Steel posts, blocks, and base plates, where used, shall conform to ASTM A 36, and 21 shall be galvanized in accordance with AASHTO M 111. Welding shall conform to 22 Section 6-03.3(25). All fabrication shall be completed prior to galvanizing. 23 24 9-16.8(1) Rail and Hardware 25 The second sentence in the first paragraph is revised to read: 26 27 Bolts, nuts, and washers for installation of weathering steel shall meet the requirements 28 of Section 9-16.3(4), and be galvanized in accordance with Section 9-16.3(3). 29 30 SECTION 9-17, FLEXIBLE GUIDE POSTS 31 January 7, 2002 32 9-17.4 Pre-approval 33 The address for the Department of Transportation Materials Laboratory is revised to P.O. 34 Box 47365, Olympia, WA 98504-7365. 35 36 The following new section is added: 37 38 SECTION 9-20, CONCRETE PATCHING MATERIAL 39 April 7, 2003 40 9-20.1 Patching Material 41 Concrete patching materials will be prepackaged patching grout or mortar extended 42 with aggregate. The amount of aggregate for extension shall conform to the 43 manufacturer's recommendation. This material may be used for partial depth spall 44 repair, panel replacement and dowel bar retrofit. 45 46 9-20.2 Specifications 47 Prepackaged patching materials (mortar) and extended patching materials (concrete) 48 shall be cementious material and meet the following requirements: 49 Characteristics Test Method Requirements Patching Mortar& Grout Compressive Strength at 3 hours ASTM C-109 Minimum 3,000 psi ' at 24 hours ASTM C-109 Minimum 5,000 psi Length Change at 28da s ASTM C-157 0.15 percent maximum Total Chloride Ion Content ASTM C-1218 1 lb/yd" maximum Bond Strength at 24 hours ASTM C-882 (As Minimum 1,000 psi modified by ASTM ' C-928, Section 8.5 Scaling Resistance (at 25 ASTM C-672 (As 1 lb/ft maximum cycles of freezing and thawing) modified by ASTM C-928, Section 8.4 Extended Aggregate Concrete from Mortar or Grout Compressive Strength at 3 hours ASTM C-39 Minimum 3,000 psi at 24 hours ASTM C-39 Minimum 5,000 psi Length Change at 28da s ASTM C-157 0.15 percent maximum Bond Strength at 24 hours ASTM C-882 (As Minimum 1,000 psi modified by ASTM C-928, Section 8.5 Scaling Resistance (at 25 ASTM C-672 2 Maximum Visual cycles of freezing and thawing) Rating Freeze thaw ASTM C 666 Maximum expansion 0.10% Minimum durability 90.0% 1 2 Aggregate for extension material shall meet the requirements of Section 9-03.1(4) and 3 be AASHTO Grading No. 7. 4 5 Water shall meet the requirements of Section 9-25.1. The quantity of water shall be 6 within the limits recommended by the manufacturer 7 8 9-20.3 Acceptance 9 Acceptance for the extended concrete patching material shall be based on acceptable 10 compressive strength results submitted with the mix design. 11 12 Acceptance for the aggregate extender shall be based on a satisfactory gradation 13 report supplied with the mix design, and a Manufacturer's Certificate of Compliance that 14 the gradation meets AASHTO #7. 15 16 Field acceptance shall be based on verification of the prepackage patching material, 17 and that the amount of added water and aggregate extender complies with the mix 18 design. 1 2 SECTION 9-23, CONCRETE CURING MATERIALS AND ADMIXTURES 3 April 7, 2003 4 9-23.6 Admixture for Concrete 5 This section is revised to read: 6 7 Admixtures for use in concrete shall meet the following specifications: 8 9 Admixture Specification 10 Air entraining AASHTO M 154 ASTM C 260 11 Water Reducing AASHTO M 194 Type A ASTM C 494 Type A 12 Set Retarding AASHTO M 194 Type B ASTM C 494 Type B 13 "Accelerating AASHTO M 194 Type C ASTM C 494 Type C 14 Water Reducing/ AASHTO M 194 Type D ASTM C 494 Type D 15 Set Retarding 16 *Water Reducing/ AASHTO M 194 Type E ASTM C 494 Type E 17 Accelerating 18 High Range Water AASHTO M 194 Type F ASTM C 494 Type F 19 Reducing and G and G 20 21 *Accelerating admixtures are only allowed in Portland cement concrete pavement 22 per Section 5.05, Cement Concrete Pavement and Section 5-05.3(1) Concrete Mix 23 Designs for Paving. 24 25 In addition to the above specifications, admixtures proposed for use shall contain less 26 than one percent chloride ion (Cl- ) by weight of admixture and only non-chloride 27 accelerating admixtures shall be used. 28 29 Acceptance of admixtures will be based on Manufacturer's Certificate of Compliance. 30 31 If required by the Engineer, admixtures shall be sampled and tested before they are 32 used. 33 34 Samples shall be submitted for testing 10 days prior to use. 35 36 9-23.9 Fly Ash 37 The reference to "Table 1A" is revised to read "Table 2". 38 39 SECTION 9-26, EPDXY RESINS 40 April 7, 2003 41 Section 9-26 is deleted in its entirety and replaced by the following: 42 43 SECTION 9-26, EPDXY SYSTEMS 44 45 9-26.1 Epoxy Bonding Agents 46 47 9-26.1(1) General 48 Epoxy bonding agents shall be 2-component epoxy resin-base systems that meet the 49 requirements of ASTM C 881, shall be furnished in the type, grade, and class specified, 1 and shall meet the requirements below. When not specified, an appropriate grade and ' 2 class shall be selected for the particular application. Epoxy bonding agents for patching 3 external concrete shall be concrete-gray in color. ' 4 5 9-26.1(1)A Type I and Type IV 6 Epoxy bonding agents used for bonding hardened concrete to hardened concrete and , 7 other materials shall be Type I for non-load bearing applications and Type IV for load 8 bearing applications. 9 10 9-26.1(1)6 Type II and Type V 11 Epoxy bonding agents used for bonding freshly mixed concrete to hardened concrete 12 shall be Type II for non-load bearing applications and Type V for load bearing 13 applications. 14 15 9-26.1(1)C Type I I I 16 Epoxy bonding agents used for bonding skid-resistant materials to hardened concrete 17 and as a binder in epoxy mortars and epoxy concretes used on traffic bearing surfaces 18 shall be Type III. 19 20 9-26.1(2) Packaging and Marking 21 The components of the epoxy system furnished under these Specifications shall be 22 supplied in separate containers that are non-reactive with the materials contained. The 23 contents of each container shall be such that when the container contents are 24 combined, a properly proportioned final mixture results. 25 26 Containers shall be identified as "Component A" (Contains the Epoxy Resin) and 27 "Component B" (Contains the Curing Agent) and shall show the type, grade, class and 28 mixing directions as defined by these Specifications. Each container shall be marked 29 with the name of the manufacturer, the lot or batch number, the date of packaging, and 30 the quantity contained in pounds or gallons. 31 32 Potential hazards shall be so stated on the package in accordance with the Federal 33 Hazardous Products Labeling Act and State of Washington, Department of Labor and 34 Industries Regulations for Shipment of Hazardous Products. 35 36 9-26.1(3) Certification 37 If requested by the Contracting Agency, the manufacturer of the epoxy system shall 38 certify that components A and B meet the requirements of this specification before a 39 sample will be accepted for testing by the Contracting Agency. The Manufacturer's 40 Certificate of Compliance shall be furnished in accordance with Section 1-06.3. 41 42 9-26.1(4) Rejection 43 Except as noted otherwise, the entire lot of both components may be rejected if 44 samples submitted for test fail to meet any requirements of this specification. 45 46 9-26.1(5) Acceptance 47 Acceptance of the Epoxy Bonding Agents for use on the project shall be based on a 48 passing test report from the State Materials Laboratory. 49 50 9-26.2 Epoxy Adhesive for Lane Markers 51 1 9-26.2(1) General 2 Epoxy adhesives for lane markers shall meet the requirements of AASHTO M237 for 3 Type II - Standard Setting, High Viscosity, Epoxy Adhesive. In lieu of the square base 4 test specimen molds for the Slant Shear Strength test specified in AASHTO M237, 5 cylindrical molds in accordance with ASTM D882 may be used. 6 7 9-26.2(2) Packaging and Marking 8 Packaging and Marking of Epoxy Adhesive for Lane Markers shall meet the 9 requirements of Section 9-26.1(2). 10 11 9-26.2(3) Certification 12 Certification of Epoxy Adhesive for Lane Markers shall meet the requirements of 13 Section 9-26.1(3). 14 15 9-26.2(4) Rejection 16 Rejection of Epoxy Adhesive for Lane Markers shall meet the requirements of Section 17 9-26.1(4). 18 19 9-26.2(5) Acceptance 20 Acceptance of each lot of the Epoxy Adhesive for Lane Markers for use on the project 21 shall be based on a Manufacturer's Certificate of Compliance. 22 23 9-26.3 Epoxy Grout/Mortar/Concrete 24 25 9-26.3(1) General 26 This specification shall apply to epoxy grout, epoxy mortar and epoxy concrete for 27 traffic and non-traffic bearing applications. Epoxy grout/mortar/concrete shall consist of 28 an epoxy bonding agent and an aggregate component. 29 30 Prepackaged epoxy grout/mortar/concrete shall be prepared from a ready-to-mix epoxy 31 bonding agent/aggregate system supplied by a manufacturer in kit form. 32 33 Non-prepackaged epoxy grout/mortar/concrete shall be prepared from an epoxy 34 bonding agent and an aggregate component that is clean, surface dry and inert and 35 that is of a quality and gradation suitable for Portland cement mortar or concrete. 36 Aggregate meeting the requirements of Section 9-03.1(2) will be satisfactory. Epoxy 37 grout/mortar/concrete for patching external concrete shall be concrete-gray in color. 38 39 9-26.3(1)A Traffic Bearing Applications 40 Epoxy grout/mortar/concrete for traffic bearing applications shall have a seven- day 41 compressive strength of not less than 2500 psi when tested in accordance with ASTM 42 C579. Epoxy bonding agent shall be Type III as described in Section 9-26.1(1)C. 43 44 9-26.3(1)B Non-Traffic Bearing Applications 45 Epoxy grout/mortar/concrete for non-traffic bearing applications shall have a seven-day 46 compressive strength of not less than 4000 psi when tested in accordance with ASTM 47 C579. Epoxy bonding agent shall be Type I, II, IV, or V as appropriate for intended use 48 as described in Section 9-26.1(1)A and Section 9-26.1(1)B. 49 1 9-26.3(2) Packaging and Markin , ( ) 9 9 9 2 Packaging and Marking of the epoxy bonding agent component of epoxy 3 grout/mortar/concrete shall meet the requirements of Section 9-26.1(2). 4 5 9-26.3(3) Certification 6 Certification of the epoxy bonding agent component of epoxy grout/mortar/concrete , 7 shall meet the requirements of Section 9-26.1(3). 8 9 9-26.3(4) Rejection 10 Rejection of the epoxy bonding agent component of epoxy grout/mortar/concrete shall 11 meet the requirements of Section 9-26.1(4). 12 13 9-26.3(5) Acceptance 14 Acceptance of the epoxy grout/mortar/concrete material for use on the project shall be 15 based on a passing test report from the State Materials Laboratory. ' 16 17 SECTION 9-28, SIGNING MATERIALS AND FABRICATION 18 April 7, 2003 ' 19 9-28.11 Hardware 20 This section is revised to read: , 21 22 Bolts, nuts, locknuts, and washers shall be of the same material for each attachment. 23 Bolts, nuts, locknuts, and washers for signs mounted on overhead sign structures (i.e. 24 sign bridges, cantilevers sign structures, and bridge mounted sign brackets) shall be 25 stainless steel only. 26 27 Hardware Specification 28 x... 29 Bolts ASTM F 468 2024-T4 Aluminum 30 ASTM A 307 Steel 31 ASTM F 593 Group 1, Condition A Stainless 32 Steel, or ASTM A 193, Grade B8, Class 1 33 Stainless Steel 34 35 U-bolts ASTM A 276 Type 304 Stainless Steel 36 37 Washers ASTM B 209 2024-T4 Aluminum 38 ASTM F 844 Steel 39 ANSI B.18.22.1 Stainless Steel Alloy 304 40 41 Nuts ASTM F 467 2024-T4 Aluminum 42 ASTM A 563 Grade A Steel 43 ASTM F 594 Group 1 Stainless Steel, or 44 ASTM A 194 Grade 8 or 8A Stainless Steel 45 46 Locknuts ASTM F 467 2024-T4 Aluminum 47 (with nylon insert ASTM A 563 Grade A Steel 48 unless otherwise ASTM F 594 Group 1 Stainless Steel, or noted 49 in the Plans) ASTM A 194 Grade 8 or 8A Stainless Steel 50 1 Rivets ASTM B 316 5052 Aluminum Alloy 2 ASTM B 316 5056 Aluminum Alloy 3 4 Post Clips ASTM B 179 356-T6 Aluminum 5 6 Windbeams ASTM B 221 6061-T6 Aluminum 7 8 Angle and "Z" Bar ASTM B 221 6061-T6 Aluminum 9 ASTM A 36 Steel 10 11 Strap and Mounting Bracket ASTM A 666, Type 201 Stainless Steel 12 13 All steel parts shall be galvanized per AASHTO M 111. Steel bolts and related 14 connecting hardware shall be galvanized per AASHTO M 232. 15 16 9-28.12 Reflective Sheetings 17 This section is revised to read: 18 19 Type I and Type II reflective sheeting shall consist of spherical lens elements 20 embedded within a transparent plastic having a smooth, flat outer surface. Type III and 21 Type IV reflective sheeting shall consist of spherical or prismatic lens elements adhered 22 to a synthetic resin and encapsulated by a flexible, transparent, weatherproof plastic 23 having a smooth outer surface. Type V reflective sheeting shall consist of metallized 24 microprismatic lens bonded to a flexible, smooth-surfaced, weather resistant polymeric 25 film. Type VI reflective sheeting shall consist of unmetallized microprismatic lens 26 formed on a flexible vinyl material. Type VII, VIII, IX and Type X Fluorescent Orange 27 reflective sheeting shall consist of unmetallized microprismatic lens formed in a 28 synthetic resin and encapsulated by a flexible, transparent, weatherproof plastic having 29 a smooth outer surface. All sheeting shall be weather resistant and have a protected 30 pre-coated adhesive backing. Type II reflective sheeting shall contain an identifying 31 marking, such as a water mark, which is visible after sheeting application. The marking 32 shall not adversely affect the performance or life of the sheeting. 33 34 The reflective sheeting shall have the following minimum coefficient of retroreflection 35 values at 0.2 degrees and 0.5 degrees observation angle expressed as average 36 candelas per foot-candle, per square foot of material. Measurements shall be 37 conducted in accordance with ASTM E 810. 38 39 Type I Glass Bead Retroreflective Element Material 40 41 Obs. Entrance SILVER 42 Angle Angle WHITE YELLOW ORANGE GREEN RED BLUE BROWN 43 0.2° -40 70 50 25 9.0 14 4.0 1.0 44 0.20 +300 30 22 7.0 3.5 6.0 1.7 0.3 45 0.50 -40 30 25 13 4.5 7.5 2.0 0.3 46 0.5° +300 15 15 4.0 2.2 3.0 0.8 0.2 47 48 Type II Glass Bead Retroreflective Element Material 49 50 Obs. Entrance 51 Angle Angle WHITE YELLOW ORANGE GREEN RED BLUE BROWN 52 0.20 -40 140 100 60 30 30 10 5.0 53 0.2° +300 60 36 22 10 12 4.0 2.0 1 0.5° -40 50 33 20 9.0 10 3.0 2.0 ' 2 0.5° +30° 28 20 12 6.0 6.0 2.0 1.0 3 '4 Type III Glass Bead Retroreflective Element Material 5 6 Obs. Entrance 7 Angle Angle WHITE YELLOW ORANGE GREEN RED BLUE 8 0.2° -4° 250 170 100 45 45 20 9 0.2° +30° 150 100 60 25 25 11 10 0.50 -40 95 62 30 15 15 7.5 , 11 0.50 +300 65 45 25 10 10 5.0 12 13 Type IV Micro Prismatic Retroreflective Element Material 14 15 Obs. Entrance FLUORESCENT 16 Angle Angle WHITE YELLOW ORANGE GREEN RED BLUE BROWN 17 0.20 -40 250 170 210 35 35 20 7.0 18 0.20 +300 80 54 92 9 9 5.0 2.0 19 0.50 -4° 135 100 100 17 17 10 4.0 20 0.5° +30° 55 37 52 6.5 6.5 3.5 1.4 21 22 Type V Metallized Micro Prismatic Retroreflective Element Material 23 24 Obs. Entrance 25 Angle Angle WHITE YELLOW ORANGE GREEN RED BLUE 26 0.20 -0.40 700 470 280 120 120 56 27 0.2° +30° 400 270 160 72 72 32 28 0.50 -0.4° 160 110 64 28 28 13 29 0.50 +300 75 51 30 13 13 6.0 30 31 Type VI Vinyl Micro Prismatic Retroreflective Element Material , 32 33 Obs. Entrance 34 Angle Angle WHITE YELLOW ORANGE GREEN RED BLUE 35 0.2° -0.4° 250 170 70 30 35 20 36 0.20 +30° 95 64 26 11 13 7.6 37 0.50 -0.4° 200 136 56 24 28 18 38 0.5° +300 60 40 17 7.2 8.4 4.8 39 40 Type VII Micro Prismatic Retroreflective Element Material 41 42 Obs. Entrance 43 Angle Angle WHITE YELLOW ORANGE GREEN RED BLUE 44 0.2° -0.40 750 560 280 75 150 34 45 0.20 +30° 430 320 160 43 86 20 46 0.5° -0.40 240 180 90 24 48 11 47 0.50 +30° 135 100 50 14 27 6.0 48 49 Type VIII Micro Prismatic Retroreflective Element Material 50 51 Obs. Entrance 52 Angle Angle WHITE YELLOW ORANGE GREEN RED BLUE BROWN 53 0.2° -0.4° 700 525 265 70 105 42 21 54 0.2° +30° 325 245 120 33 49 20 10 55 0.5° -0.40 250 190 94 25 38 15 7.5 56 0.5° +30° 115 86 43 12 17 7 3.5 57 1 Type IX Micro Prismatic Retroreflective Element Material 2 3 Obs. Entrance 4 Angle Angle WHITE YELLOW ORANGE GREEN RED BLUE 5 0.20 -0.40 380 285 145 38 76 17 6 0.20 +300 215 162 82 22 43 10 7 0.20 -0.4° 240 180 90 24 48 11 8 0.50 +300 135 100 50 14 27 6.0 9 1.0 -0.40 80 60 30 8.0 16 3.6 10 1.0 +300 45 34 17 4.5 9.0 2.0 11 12 Type X Micro Prismatic Retroreflective Element Material 13 14 Obs. Entrance FLUORESCENT 15 Angle Angle ORANGE 16 0.2° -0.40 200 17 0.2° +30° 90 18 0.20 -0.4° 70 19 0.50 +30° 26 20 21 The wet performance measurements on unweathered sheeting shall be conducted in 22 accordance with one of the following methods: 23 24 1. The standard rainfall test specified in Federal Specification LS 300C and the 25 brightness of the reflective sheeting totally wet by rain shall not be less than 26 90 percent of the above values. 27 28 2. Samples shall be submerged in a tank of clean water (approximately 72 F) for 29 a period of 5 minutes. Reflex-reflective performance of the sheeting shall be 30 viewed in a darkened room by reflected light through the surface of the water 31 or through a transparent plane surface of the tank parallel to the sample 32 surface. Light source shall be such as a hand flashlight held close to the eye. 33 The wet sheeting shall show no apparent loss of reflective performance as 34 compared to dry material. 35 36 The sheeting shall conform to the applicable daytime color and luminance factor 37 requirements of ASTM D 4956 when tested instrumentally in accordance with Section 38 8.4 of that specification; OR, the diffuse day color of the reflective sheeting shall be 39 visually evaluated by comparison with the applicable Highway Color Tolerance Chart. 40 Color comparison shall be made under north daylight or a scientific daylight having a 41 color temperature from 6500 degrees to 7500 degrees Kelvin. Daytime color evaluation 42 shall be illuminated at 45 degrees and viewed at 90 degrees. There shall be no 43 significant color shift when viewed under nighttime (retroreflective) conditions. 44 45 The reflective sheeting shall have a pre-coated pressure sensitive adhesive (Class 1) or 46 a heat-activated adhesive (Class 2) either of which will adhere to flat, clean surfaces 47 without necessity of additional adhesive coats on the reflective sheeting or application 48 surface. Chemical activators shall not be used to activate Class 2 adhesive. The pre- 49 coated adhesive shall be protected by an easily removed liner which, when removed, 50 shall not have a staining effect on the reflective sheeting and shall be mildew resistant. 51 The protective liner attached to the adhesive shall be removable by peeling without 52 soaking in water or other solvents and shall be easily removed after storage for 4 hours 53 at 150 F under weight of 215 psi. The sheeting with liner removed, conditioned for 24 54 hours at -72 F and 50 percent relative humidity, shall be sufficiently flexible to show no 1 cracking when bent around a 1.2-inch diameter mandrel with the adhesive side 2 contacting the mandrel. For ease of testing, talcum powder may be spread on the 3 adhesive to prevent sticking to the mandrel. The sheeting surface shall be smooth and ' 4 flat to facilitate self-cleaning in the rain, regular cleaning, and wet performance, and 5 exhibit 85 degrees glossmeter rating of not less than 50 when tested in accordance with 6 ASTM D 523. The sheeting surface shall be readily processed and compatible with , 7 transparent and opaque process colors and show no loss of the color coat with normal 8 handling, cutting, and application. The sheeting shall permit cutting and color 9 processing at temperatures of 60 F to 100 F and 20 to 80 percent RH. The sheeting , 10 shall be heat resistant and permit force curing without staining of unapplied sheeting or 11 applied sheeting at temperatures recommended by the manufacturer not to exceed 12 150 F for unapplied sheeting or 200 F for applied sheeting. The sheeting surface shall 13 be solvent resistant to permit cleaning by wiping with a clean soft cloth dampened with 14 VM&P Naphtha or mineral spirits. 15 '16 The adhesive shall form a durable bond to smooth, corrosion and weather resistant 17 surfaces and permit the reflective sheeting to adhere securely, 48 hours after 18 application at temperatures of -30 F to 200 F. The adhesive bond shall be sufficient to 19 render the applied sheeting vandal-resistant and prevent its shocking off when ' 20 subjected to an impact energy of 20 ft. lbs. applied with a hemispherical tipped object 21 1 inch in diameter at -0 F. The test specimen shall be applied to aluminum backing not 22 less than 0.080 inch thick and having a dimension of not less than 4 inches square. 23 During testing, the specimen shall be supported on a 3-inch diameter ring. 24 25 The adhesion test shall conform to ASTM D 4956 with the addition of the temperatures 26 noted above. 27 28 The resistance to accelerated weathering shall be as described in ASTM D 4956 except 29 the weathering apparatus and procedure shall be in accordance with ASTM G 154. 30 31 The reflective sheeting shall be sufficiently flexible to be cut to shape easily and permit 32 application over, and conform to, moderate shallow embossing characteristic of certain 33 sign borders and symbols. The tensile strength of the sheeting shall be 5 to 20 pounds 34 per square inch width when conditioned for 48 hours in accordance to ASTM D 685 and 35 tested in accordance with ASTM D 828. Following liner removal, the reflective sheeting 36 shall not shrink more than 1/32 inch in ten minutes nor more than 1/8 inch in 24 hours 37 in any dimension per 9 inch square at 72 F and 50 percent relative humidity. 38 39 The sheeting, when applied according to manufacturer's recommendations to cleaned 40 and etched 0.020-inch oo 2-inch x 8-inch aluminum, conditioned (24 hours) and tested at 41 72 F and 50 percent relative humidity, shall be sufficiently flexible to show no cracking 42 when bent around a 3/4-inch diameter mandrel. 43 44 9-28.14(1) Timber Sign Posts 45 This section is revised to read: 46 47 At the Contractor's options, timber sign posts and mileposts shall be treated Douglas fir, 48 or treated Hem-fir meeting the grades specified in Section 9-09.2. Douglas fir and Hem- 49 fir posts shall be given a treatment in accordance with Section 9-09.3(1). Preservative 50 retention shall be as shown in section 9-16.2(3) for sawn posts. 51 1 9-28.14(2) Steel Structures and Posts 2 This section is revised to read- 3 4 Truss chords, struts, and diagonals, end posts, and end post struts and diagonals for 5 sign bridge structures and cantilever sign structures shall conform to either ASTM A 36 6 or ASTM A 53 Grade B Type E or S. The nominal pipe diameter and the pipe wall 7 thickness shall be as specified in the Plans or Standard Plans. All other structural steel 8 for sign bridge structures and cantilever sign structures shall conform to ASTM A 36. 9 Truss member connection hardware shall conform to Section 9-06.5(3). 10 11 Pipe members for bridge mounted sign brackets shall conform to ASTM A 53 Grade B 12 Type E or S, and shall be Schedule 40 unless otherwise specified. All other structural 13 steel for bridge mounted sign brackets shall conform to ASTM A 36. U bolts, and 14 associated nuts and washers, shall be stainless steel conforming to Section 9-28.11, 15 and shall be fabricated hot. 16 17 Anchor rods, nuts and washers for sign bridge structure foundations shall conform to 18 Section 9-06.5(4). Anchor rods for cantilever sign structure foundations shall conform 19 to ASTM F 1554 Grade 105, including the appropriate supplemental requirements for 20 grade and manufacturer's identification, and charpy impact testing (15 foot-pounds 21 minimum at 40F). Nuts and washers for cantilever sign structure foundations shall 22 conform to AASHTO M 291 Grade DH and AASHTO M 293, respectively. 23 24 Anchor rods for sign bridge structures and cantilever sign structures shall be galvanized 25 after fabrication a minimum of 1'-0" at the exposed end in accordance with AASHTO M 26 232. Nuts and washers shall be galvanized after fabrication in accordance with 27 AASHTO M 232. Anchor rod templates shall conform to ASTM A 36, but need not be 28 galvanized. 29 30 Steel sign structures and posts shall be galvanized after fabrication in accordance with 31 AASHTO M 111, unless noted otherwise in the Plans. All bolts, nuts, and washers shall 32 be galvanized after fabrication in accordance with AASHTO M 232. Unless otherwise 33 specified in the Plans or Special Provisions, metal surfaces shall not be painted. 34 35 Minor fabricating and modifications necessary for galvanizing will be allowed if not 36 detrimental to the end product as determined by the Engineer. If such modifications are 37 contemplated, the Contractor shall submit to the Engineer, for approval, six copies of 38 the proposed modifications, prior to fabrication. 39 40 9-28.15 Sign Lighting Luminaires 41 This section is revised to read: 42 43 Sign lighting luminaries shall be either Mercury Vapor or Induction. 44 45 This section is supplemented with the following: 46 47 9-28.15(1) Sign Lighting Luminaires — Mercury Vapor 48 Sign lighting luminaires shall have a cast aluminum housing and door assembly with a 49 polyester paint finish. 50 51 The housing shall encase a reflector, lamp socket, and ballast. It shall have a front 52 entry (the side facing the sign) suitable for 1/2 inch conduit and mounting holes for 1 attaching to a fixture mounting plate. Any additional entries shall have suitable plugs. ' 2 The sign lighting luminaire shall be supported by a lighting bracket assembly as detailed 3 in the plans. If the sign structure includes a maintenance walkway, the luminaire fixture , 4 mounting plate shall be bolted to the walkway grating. Condensation drain holes shall 5 be provided as recommended by the manufacturer. 6 ,7 The door shall be hinged to the housing on the side of the fixture away from the sign 8 panel and shall be provided with two captive devices. The door shall be provided with 9 the means to allow the door to be locked in the open position 700 to 900 from the plane 10 of the door opening. The juncture of the door and housing shall be gasketed to provide 11 a rain tight and dust tight joint. 12 13 Refractors shall be manufactured from heat resistant borosilicate glass. The refractor 14 shall be shielded so that no light source is visible from the sign viewing approach. The 15 shield shall be an integral part of the door assembly. When called for in the plans, 16 fixtures shall be provided with a wire guard to prevent damage to the refractor. 17 18 The light source shall be a 175 watt deluxe phosphor coated mercury vapor lamp. The 19 lamp socket shall be porcelain enclosed mogul type containing integral lamp grips to 20 ensure electrical contact under conditions of normal vibration. The center contact shall 21 be spring loaded. The shell and center contact shall be rated for 1500 watts, 600 volts. 22 23 An isolation switch shall be installed in a NEMA 3R stainless steel terminal cabinet per 24 standard specification 9-29.25. The terminal cabinet shall be installed in accordance to 25 the Standard Plans. The switch shall be either single pole, single throw, or double pole 26 single throw as necessary to open all conductors to the luminaires other than neutral 27 and ground conductors. The switch shall contain 600 volt alternating current (VAC) 28 terminal strips on the load side with solderless lugs as required for each load carrying 29 conductor plus four spare lugs per strip. 30 31 Each fixture shall be provided with a fusible terminal block. Fuses shall be 10 amp, 250 32 VAC for 120 VAC circuits and 5 amp 600 VAC for 240 VAC and 480 VAC circuits. The 33 primary voltage shall be as indicated in the plans. Photometric performance shall be as 34 follows: 35 36 The ratio of the maximum to minimum illuminance level on a panel 10 feet high by 37 16 feet wide shall not numerically exceed 5:1 approaching 1:1. In addition, the 38 illuminance gradient shall not numerically exceed 2:1, illuminance gradient being 39 defined as the ratio of the minimum illuminance of a square panel 1 foot on a side 40 to that of any adjacent panel of the same size. This performance shall be obtained 41 when the fixture is mounted 1 foot below the bottom edge of the sign and 5 feet out 42 from the sign face. 43 44 The average to minimum uniformity ratio for a panel as dimensioned above shall 45 not numerically exceed 3:1. Average initial illuminance shall exceed 10 foot candles 46 for a mercury vapor lamp of 175 watts as specified. 47 48 9-28.15(2) Sign Lighting Fixtures-Induction 49 Induction sign lighting fixture shall conform to the provisions for mercury sign lighting 50 fixtures except as modified below: 51 1 Each fixture shall consist of a housing a reflector, refractor or lens, lamp socket, 2 lamp, power coupler, a high frequency (HF) generator and a fuse block, door, front 3 entry (the side facing the sign) suitable for 1/2 inch conduit and mounting holes for 4 attaching to a fixture mounting plate. Any additional entries shall have suitable 5 plugs. The sign lighting luminaire shall be supported by a lighting bracket assembly 6 as detailed in the plans. The door shall be hinged to the housing on the side of the 7 fixture away from the sign panel and shall be provided with two captive devices. 8 The door shall be provided with the means to allow the door to be locked in the 9 open position 700 to 900 from the plane of the door opening. The juncture of the 10 door and housing shall be gasketed to provide a rain tight and dust tight joint. 11 12 Refractors or lens shall be manufactured from heat resistant glass. The refractor or 13 lens shall be shielded so that no light source is visible from the sign viewing 14 approach. The shield shall be an integral part of the door assembly. When called 15 for in the plans, fixtures shall be provided with a wire guard to prevent damage to 16 the refractor. 17 18 The ratio of the maximum to minimum illuminance level on a panel 10 feet high by 19 16 feet wide shall not numerically exceed 9:1 approaching 1:1. In addition, the 20 illuminance gradient shall not numerically exceed 2:1, illuminance gradient being 21 defined as the ratio of the minimum illuminance of a square panel 1 foot on a side 22 to that of any adjacent panel of the same size. This performance shall be obtained 23 when the fixture is mounted 1 foot below the bottom edge of the sign and 5 feet out 24 from the sign face. 25 26 The average to minimum uniformity ratio for a panel as dimensioned above shall 27 not numerically exceed 4:1. Average initial illuminance shall exceed 10 foot candles 28 for an induction lamp of 85 watts as specified. 29 30 The system lifetime shall be rated at 60 000 hours with a failure rate of less than 31 10 percent. The system shall be rated at a nominal wattage of 87 W, 120/240 or 32 480V(ac). The power factor of the system shall be greater than 90 percent and the 33 total harmonic distortion (THD) shall be less than 10 percent. The system shall be 34 UL approved for wet locations and be FCC Class a listed. 35 36 The mounting assembly shall be either cast aluminum, hot-dip galvanized steel 37 plate or steel plate that has been galvanized and finished with a polymeric coating 38 system or the same finish that is used for the housing. The overall weight of the 39 fixture shall not exceed 44 pounds. The manufacturer's brand name, trademark, 40 model number, serial number and date of manufacture shall be located on the 41 packaged assembly and on the outside and inside of the housing. 42 43 Housing 44 The housing shall have a door designed to hold a refractor or lens. The 45 housing door shall be designed to be opened without the use of tools. The 46 housing and door shall have polyester paint finish of a gray color resembling 47 unfinished fabricated aluminum. 48 49 Reflector 50 The reflector may be designed to be removed as a unit that includes the lamp 51 and power coupler. 52 1 Lamp ' 2 Each fixture shall be furnished with an 85-W induction lamp. The interior lamp 3 walls shall be fluorescent phosphor coated. Lamp light output shall be not less ' 4 than 70 percent at 60 000 hours. Lamps shall have a color-rendering index 5 (CRI) of not less than 80. Lamps shall be rated at a color temperature of 4 6 000 K. Lamps shall be removable without the use of tools. 7 8 Power Coupler 9 The power coupler shall consist of a construction base with antenna, heat sink 10 and electrical connection cable. 11 12 The power coupler shall be designed so that it can be removed with no more 13 than common hand tools. 14 15 High Frequency Generator 16 High frequency (HF) generators shall provide reliable lamp starting and 17 operation at ambient temperatures down to -15° F for the rated life of the 18 lamp. 19 20 The generator output frequency shall be 2.65 MHz +/- 10 percent. The 21 generator radio frequency interference shall meet the requirements of Part 18 22 of the FCC. 23 24 High frequency generators shall be designed for continuous operation at 25 ambient air temperatures from -5°F to 80°F without reduction in generator life. 26 High frequency generators shall have a design life of not less than 100,000 27 hours at 130° F. 28 29 A Certificate of Compliance, conforming to the provisions in Section 6-1.07, 30 "Certificates of Compliance," and a copy of the high frequency generator test 31 methods and results shall be submitted by the manufacturer with each lot of 32 sign lighting fixtures. The certificate shall state that the high frequency 33 generators meet, in every respect, the above requirements and the generator 34 specifications of the lamp manufacturer. ' 35 36 High frequency generators shall also conform to the following: 37 38 A. High frequency generators shall be capable of being easily replaced. 39 All conductor terminals shall be identified as to the component 40 terminal to which they connect. 41 42 B. High frequency generators shall be mounted so as to use the portion 43 of the sign lighting fixture upon which they are mounted as a heat 44 sink. ' 45 46 SECTION 9-29, ILLUMINATION, SIGNALS, ELECTRICAL 47 December 2, 2002 48 The section is revised to read: 49 1 9-29.1 Conduit, Innerduct, and Outerduct 2 Rigid metal conduit shall conform to Article 344 of the National Electrical Code. 3 Liquidtight flexible metal conduit and associated couplings, connectors shall conform to 4 article 356 of the National Electrical Code. PVC conduit shall conform to Article 352 of 5 the National Electrical Code and to NEMA specification TC-2 (Conduit), TC-3 (Fittings- 6 UL 514), and UL 651 (standard for rigid nonmetallic conduit). Fiberglass conduit and 7 fittings shall be UL listed and shall comply with ANSI/ NEMA standards TC-14A 8 (filament wound reinforced thermosetting resin conduit and fittings) and ASTM D-2996. 9 10 Exterior and interior surfaces of all steel conduit, except threaded ends, shall be 11 uniformly and adequately zinc coated by a hot-dip galvanizing process. The average 12 weight of zinc coating shall be not less than 0.80 ounces of zinc per square foot of 13 single surface area as determined by tests on 12-inch samples taken from each end of 14 a standard length of conduit of each size. The weight of zinc coating on any individual 15 test specifications shall be not less than 0.70 ounces of zinc per square foot of single 16 surface area. The weight of zinc coating will be determined in accordance with 17 AASHTO T 65. Determinations and nominal weights shall conform to the requirements 18 of the Underwriters Laboratory Publication No. 6 (latest edition). In addition, the exterior 19 as well as the interior conduit samples shall withstand four dips in the PREECE test in 20 accordance with ASTM A 239. The threaded ends of all conduits shall be either 21 galvanized in accordance with the foregoing or shall be painted with galvanized repair 22 paint, Formula A-9-73. All field cuts shall also be painted with galvanized repair paint, 23 Formula A-9-73. 24 25 Couplings for rigid metal type conduits may be either hot-dip or electroplated galvanized 26 and, in addition, shall be painted with one coat of galvanizing repair paint Formula A-9- 27 73. The paint shall have a minimum wet film thickness of 3 mils. The painted coating 28 shall cover the entire coupling. 29 30 Grounding end bushings shall comply with the following: 31 32 1. Full standard threads, around the entire 3600 circumference. 33 2. Malleable iron material. 34 3. Hot-dip galvanized, per AASHTO M 111. 35 4. Copper, tinned copper, stainless steel or integral lug. 36 5. Stainless steel clamping screw, mounting screw and set screw. 37 38 Every length of rigid metal conduit shall bear the label of Underwriters Laboratories, Inc. 39 or the label of the Canadian Standards Association if affected items of Canadian 40 manufacture are approved for use on the project. Installation shall conform to 41 appropriate articles of the Code. 42 43 The colloidal copper compound required for coating threads on metallic conduit, 44 couplings, and fittings shall consist of approximately 70 percent by weight of petroleum 45 oil and 30 percent by weight of copper flakes. 46 47 All types of conduit shall be free from defects, including out of round, foreign inclusions, 48 etc. It shall be uniform in color, density, and physical properties. It shall be straight and 49 the ends shall be cut square to the inside diameter. All conduit shall display the 50 Underwriters Laboratory certification (UL Listed). 51 1 PVC solvent cement shall be medium-bodied gray or clear and meet ASTM D 2564 2 including note 8 (label to show pipe sizes for which the cement is recommended). 3 j 4 Rigid galvanized steel conduit is required for all surface mounted conduit, with the 5 exception of Electrical service utility poles, upon the approval of the serving Utility 6 company only. 7 8 Galvanized steel conduit outerduct shall be hot-dipped galvanized inside and out. The 9 conduit shall be smooth and free from burrs. Conduit shall be supplied and shipped , 10 with thread protectors. 11 12 Deflection fittings shall be weather tight, with hot dipped galvanized ductile iron or 13 bronze end couplings, molded neoprene sleeve and internal tinned copper bonding 14 jumper. Deflection fittings shall provide for conduit movement of 3/4 inch in all directions 15 and angular movement of 30 degrees from the normal in any direction. 16 17 Expansion fittings shall be weather tight, with hot dipped galvanized malleable or ductile 18 iron end couplings and body. Expansion fittings shall have an external tinned copper 19 bonding jumper. Expansion fittings on bridges shall allow for 8 inches of movement (4 20 inches in each direction) normal to the structure. All other expansion fittings shall allow 21 for 4 inches of movement (2 inches in each direction) normal to the structure. 22 23 A combination deflection /expansion fitting shall be made from a 24 deflection fitting and a expansion fitting as listed above, with the 25 addition of an external tinned copper bonding jumper. The external 26 tinned copper bonding jumper shall be of sufficient length to be 27 installed on the conduit run and bypass the combination deflection ' 28 / expansion fitting. 29 30 Inner and Outer duct 31 Yellow location tape with black lettering shall be installed 12 inches above all 32 underground Inner and Outer duct. 33 34 Each section of steel outerduct shall be supplied with one reversing spin coupling that 35 allows straight sections and fittings to be joined without spinning the conduit. The 36 reversing coupling shall be galvanized and have three setscrews or a lock nut ring to 37 lock the coupling in place. Setscrews or lock nut ring shall be corrosion resistant and 38 insure continuous electrical ground. The coupling shall be galvanized steel with the 39 same material properties as the conduit. 40 41 The innerduct system shall be factory-installed and shall be designed so that expansion 42 and contraction of the innerducts takes place in the coupling body to eliminate 43 compatibility problems. 44 45 The conduit coupling body shall have a factory-assembled gasket that is multi-stage 46 and anti-reversing, sealing both the outerduct and innerducts. A secondary mid body 0- 47 ring gasket shall be seated into the coupling body and shall hold the coupling body 48 firmly in the steel outerduct. 49 50 The conduit system shall be designed so that assembly of components can be 51 accomplished in the following steps: 1 1 2 1. Loosen setscrews or lock nut ring on coupling and spin back to allow for 3 insertion. 4 2. Spin coupling mating sections forward to bottom. 5 3. Tighten set screws on lock nut ring. 6 7 Innerduct for Straight Sections of PVC Conduits 8 9 The 4 inch PVC outerduct shall be equipped with four innerducts. The innerducts shall 10 have a minimum outside diameter of 1 1/4 inch a minimum inside diameter of 1 1/5 11 inch. Larger diameter innerducts may be provided if the wall thickness and diameter 12 tolerances are met. The tolerance for inside and outside diameters shall be 0.0005 13 inch. The innerducts shall have a minimum wall thickness of 0.006 inch. Innerduct shall 14 be color coded. The color coding shall be three gray and one white. Alternate color 15 codes are permitted as long as the color codes are contiguous between adjacent 16 junctions boxes. The innerducts shall be factory installed in the outerduct. 17 18 Dynamic coefficient of friction of innerducts shall be tested in accordance with Bellcore 19 GR-356-CORE procedure. The coefficient of friction shall be less than 0.30 between 20 medium density polyethylene jacketed fiber optic cable and the prelubricated innerduct. 21 The coefficient of friction shall be less than 0.10 between the 1/4 inch diameter 22 polypropylene rope (suitable for fiber optic cable pulling) and the prelubricated 23 innerduct. Pull rope used for testing (meeting the 0.10 coefficient of friction 24 requirement) shall be the same type as the pull rope used for cable installation. The 25 Contractor shall provide as part of the conduit submittals a certificate of compliance 26 with these coefficient of friction requirements. 27 28 The innerduct shall have a smooth, non-ribbed interior surface, with a factory 29 prelubricated coating. The coating shall provide the required dynamic coefficient of 30 friction. 31 32 Innerduct shall be extruded polyvinyl chloride (PVC) or polyethylene (PE). PE innerduct 33 shall have a white internal color as a result of the prelubrication process. An approved 34 equivalent material shall continue to meet all dimensional requirements and the 35 dynamic coefficient of friction specified. 36 37 Protective outerduct for PVC schedule 40 and schedule 80 conduit outerduct shall be 4 38 inch with a minimum 5 inch extended integral "bell" end and shall be gray in color. The 39 outerduct minimum wall thickness shall be 0.23 inch for Schedule 40 PVC and 0.32 40 inch for Schedule 80 PVC. 41 42 Conduit and fittings for PVC outerduct shall be supplied with an ultraviolet inhibitor. 43 44 The coupling body for PVC outerduct shall include a factory-assembled, multi-stage 45 gasket that is anti-reversing, sealing both the outer and innerducts. A secondary mid 46 body gasket shall be seated at the shoulder of the bell to assure air and water integrity 47 of the system. The bell end and the coupling body assembly shall accept a minimum of 48 5 inch of the spigot end. 49 50 The conduit system shall be designed so that straight sections and fittings will 51 assemble without the need for lubricants or cement. 52 1 Bends for 4 inch PVC Conduit with Innerducts 2 All bend radii shall be 36 inches or greater. The conduit system shall provide a 3 complete line of fixed and flexible sweeps with system compatible bell and spigot ends. 4 The bends shall contain high-temperature burn-through-resistant innerducts 5 manufactured from PVC, PE, or Nylon-66. The innerducts shall meet all other 6 requirements for innerduct per"Innerduct for Straight Sections of PVC Conduits" 7 8 Prefabricated fixed Bends 9 The prefabricated standard fixed PVC bends provided shall have a radius between 4 10 feet and 9 feet and sweep angles of 11.250, 22.50, 450, or 900 . 11 12 Direction changes shall not exceed 900 . 13 14 Flexible bends shall be supplied in two lengths to meet field requirements. Conduit 15 lengths shall be 10 feet 6 inches and 16 feet 6 inches. These conduits may be field 16 bent to a uniform radius no less than 4 feet. The field bend shall be no greater than 900 . 17 Grounding shall be continuous in flexible Bends. Outerduct for flexible bends shall be 18 manufactured from reinforced PVC. 19 20 All outerduct shall be marked with data traceable to plant location. 21 22 PVC outerduct shall have a longitudinal print-line that denotes "Install This Side Up" for 23 proper innerduct alignment. PVC outerducts shall have a circumferential ring on the 24 spigot end of duct to provide a reference point for ensuring the proper insertion depth 25 when connecting conduit ends. The line shall be a minimum of 5 inches from the end of 26 the conduit. 27 28 All fittings, adapters, and bends (sweeps) shall be provided and shall be manufactured 29 from the same materials and manufacturing process as the conduit, except as specified 30 otherwise. The conduit system shall be a complete system with the following 31 accessories: 32 33 Manhole Terminator Kits 34 Deflection Fittings 35 Offset Fittings 36 Expansion/Contraction Fittings 37 Lubrication Fittings 38 Repair Kits 39 Installation Accessories 40 Conduit and Innerduct Plugs 41 Pull string ' 42 Pull rope 43 Conduit spacers 44 '45 Split internal expansion plugs shall be supplied to suit various cable sizes. Duct plugs 46 shall be polypropylene and be equipped with a neoprene or polyurethane gasket. Plugs 47 shall be equipped with an attachment to secure the pull rope in the Innerduct. The plug 48 shall withstand 5 psi. 49 50 Steel casing material shall conform to ASTM A 252 Grade 1, 2, or 3 or casing as 51 approved by the engineer. The Contractor shall furnish pipe of adequate thickness to 1 withstand the forces exerted by the boring operation as well as those forces exerted by 2 the earth during installation and shall be a minimum of 3/8 inch thick. 3 4 All joints shall be welded by a qualified welder. Qualified in accordance with AWS D1.1 5 structural welding code, section 3, workmanship. 6 7 9-29.2 Junction Boxes 8 Junction boxes shall conform to the requirements set forth in the contract. 9 10 9-29.2(1) Standard Junction Box 11 Install standard junction boxes in locations shown in the plans. Standard junction boxes 12 shall be concrete junction boxes conforming to details in the standard plans, or 13 approved non-concrete junction boxes. 14 15 Concrete junction boxes shall have a minimum compressive strength of 6000 psi when 16 reinforced with a welded wire hoop and 4000 psi when reinforced with welded wire 17 fabric or fiber reinforcement. The frame shall be anchored to the box by welding the 18 wire fabric to the frame or by welding headed studs 3/8 inch X 3 inches long, as 19 specified in Section 9-06.15, to the frame. The wire fabric shall be attached to the 20 studs and frame with standard tie practices. The box shall contain ten studs located 21 near the centerline of the frame and box wall. The studs shall be placed one anchor in 22 each corner, one at the middle of each width and two equally spaced on each length of 23 the box. The steel frame, lid support, and lid shall be painted with a black paint 24 containing rust inhibitors or painted with a shop applied, inorganic zinc primer in 25 accordance with Section 6-07.3 or hot dip galvanized in accordance with AASHTO M 26 111. 27 28 Material for concrete junction boxes shall conform to the following: 29 30 Concrete Section 6-02 31 Reinforcing Steel Section 9-07 32 Fiber Reinforcing ASTM C 1116, Type III 33 Lid ASTM A786 diamond plate steel 34 Frame ASTM A786 diamond plate steel or 35 ASTM A36 flat steel 36 Lid Support & Handle ASTM A36 steel 37 Anchors (studs) Section 9-06.15 38 39 Non- concrete junction boxes shall be gray in color and shall have approximately the 40 same inside dimensions as concrete junction boxes. Non-concrete junction box lids 41 shall include a pull slot and shall be secured with two '/2 inch stainless steel hex-head 42 bolts recessed into the cover. The tapped holes for the securing bolts shall extend 43 completely through the box to prevent accumulation of debris. Bolt shall conform to 44 ASTM F 593, stainless steel. 45 46 Non-concrete junction boxes shall have a vertical load strength of 15,000 pounds 47 applied uniformly through a 10 inch x 10 inch x 1 inch steel plate centered on the cover. 48 The junction box will be considered to have withstood the test load if: 49 50 1. The lid is fully functional. 51 2. No vertical or horizontal displacement of the lid frame. 52 3. The junction box holds its shape. 1 2 When requested, a test report from an independent materials testing facility shall be 3 provided showing compliance with the load test. 4 5 9-29.2(3) Structure Mounted Junction Box 6 Junction boxes installed on structures (including boxes embedded in barrier) shall be 7 galvanized cast iron or stainless steel and shall conform to NEMA 4X requirements. 8 Cover screws shall be stainless steel. Each box shall include a neoprene cover gasket. 9 A 3/8—inch drain shall be installed in each junction box. The size of NEMA 4X junction 10 boxes shall be as shown in the plans. 11 12 9-29.2(4) Cover Markings 13 Junction boxes with metallic lids shall be marked with the appropriate legend in 14 accordance with the bead weld details in the Standard Plans. Non-metallic lids shall be 15 embossed with the appropriate legend and a non-skid surface. Legends for metallic ' 16 lids and non-metallic lids shall be 1-inch nominal height. 17 18 Junction boxes shall be marked or embossed for use in accordance with the plans and 19 following schedule: ' 20 21 System Type Legend 22 Traffic Signal Interconnect (6pr) COMM 23 Fiber Optic Trunk Lines ITS 24 HUB to TC (25pr) ITS 25 Fiber Optic Laterals to CC ITS 26 TC to DS (6pr) ITS 27 TC to HAR (6pr) SC&DI ITS 28 TC to CC (6pr) ITS 29 TC to VMS (6pr) ITS 30 TC to WSTA (6pr) ITS 31 All other lateral 6pr (i.e. neon control, etc) TS ' 32 CC to camera (coax, control cables, old style) ITS 33 CC to camera (fiber, new style) ITS 34 HAR to antenna (coax) ITS ' 35 VMS to sign (control cables) ITS 36 WSTA to temp sensor, weather station ITS 37 DS to loops (2cs) ITS 38 DS to ramp meter (5c) ITS , 39 Flashing Beacons ITS 40 Neon Power ITS 41 Transformers to Cabinets ITS , 42 Service to Transformers LT 43 All power for lighting LT 44 Signal Controller to Displays TS ' 45 Signal Controller to Loops TS 46 Signal Controller to emergency preempt TS 47 Telephone Service Drop TEL 48 Telephones at Flyer Stops, Park & Rides, Etc. TEL 49 1 9-29.3 Conductors, Cable 2 For the purpose of this specification, the neutral conductor is defined as a current 3 carrying conductor with zero potential. For the purpose of this specification, equipment 4 grounding conductor is defined as the conductor used to connect the noncurrent- 5 carrying metal parts of equipment, raceways, and other enclosures to the system 6 grounded conductor and/or the grounding electrode conductor at the service equipment 7 or at the source of a separately derived system. 8 9 Conductors and cable shall conform to the applicable specifications as follows: 10 11 1. All current carrying single conductors shall be stranded copper conforming to 12 ASTM B3 and B8. Insulation shall be 600 volt. Except as allowed in item 3, 13 chemically cross-linked polyethylene or EPR Type USE insulation of code 14 thickness is required for all current carrying single conductors in underground 15 electrical systems. Grounding electrode conductor and bonding jumpers shall 16 be bare or insulated stranded copper, AWG No. 8 minimum or larger as 17 required by the NEC. Equipment grounding conductors shall be insulated, 18 stranded copper with type XHHW, THWN, or USE insulation, non jacketed 19 AWG No. 8 minimum or larger as required by the NEC. Insulated Grounding 20 Electrode conductors, bonding jumpers and equipment grounding conductors, 21 shall have continuous green color or green color with one or more yellow 22 stripes. 23 24 2. Two and three conductor signal control cable shall consist of three No. 14 25 stranded copper conductors. Each conductor shall have 20-mil polyethylene 26 insulation and a 10-mil PVC jacket. The cable shall be rated at 600 volts 27 minimum. The cable assembly shall be covered with a polyester tape applied 28 with a 10 percent minimum lap. The overall jacket shall be 45-mil PVC. 29 30 Four conductor through 10 conductor signal control cable shall conform to 31 International Municipal Signal Association (IMSA) signal cable specification 32 20-1 except the conductor sequence color code as shown in the following 33 table. IMSA specification cables shall use No. 14 AWG stranded copper 34 conductors. Individual conductors shall be cabled together in accordance with 35 the following: 36 37 Conductor Color Color 38 Number Code Trace Use 39 1 R Red Red or Don't Walk 40 2 O Orange Yellow or Spare 41 3 G Green Green or Walk 42 4 W White Neutral 43 5 B Black Ped Call or Spare 44 6 Wb White/Black Neutral or Spare 45 7 BI Blue Ped Call or Spare 46 8 Rb Red/Black Red or Don't Walk 47 9 Ob Orange/Black Yellow or Spare 48 10 Gb Green/Black Green or Walk 49 50 3. All single conductors employed in traffic control shall be Class B or Class C 51 stranded copper. The minimum wire size shall be No. 12 AWG. Insulation shall 52 be THW or USE, except loop wire. 1 1 2 4. Triplex or Quadraplex type ACSR neutral self-supporting aerial conductors of 3 the appropriate size for aluminum conductors shall be used where required in 4 the contract. The neutral conductor shall be the same size as the insulated 5 conductor. All current carrying conductors shall be stranded. 6 7 5. Pole and bracket cable shall be two conductor stranded copper No. 10 AWG 8 insulated for 600 volts between conductors. The insulation shall consist of 45- 9 mils polyvinyl chloride with 95-mils polyethylene jacket. If luminaires with 10 remote ballasts are specified in the contract, this same cable shall be used 11 between luminaire and ballast for both timber and ornamental pole 12 construction. If the luminaire requires fixture wire temperature greater than 750 13 C, the outer jacket shall be stripped for that portion of the cable inside the 14 luminaire. The single conductors shall then be sheathed with braided 15 fiberglass sleeving of the temperature rating recommended by the luminaire 16 manufacturer. 17 18 6. With the exception of type XHHW insulation and with the further exception of 19 the shielded two conductor cable identified in (7), and the magnetometer lead- 20 in cable identified in (9), the minimum insulation thickness around any 21 electrical conductor shall be 45 mils, and the minimum acceptable insulation 22 thickness shall refer solely to the thickness of that insulation immediately 23 around any conductor excluding any sheath or jacket thickness. 24 25 7. Two conductor shielded (2CS) cable shall have No. 18 AWG (minimum) 26 conductors and shall conform to I.M.S.A. specification No. 50-2. 27 28 8. Detector loop wire may be No. 12 or 14 AWG stranded copper wire, Class B, 29 with chemically cross linked polyethylene type USE insulation of code 30 thickness. 31 32 9. Four conductor shielded cable (4CS) shall consist of a cable with four No. 18 33 AWG conductors with polyethylene insulation, an aluminized polyester shield, 34 water blocking material in the cable interstices, and a 26-mil minimum outer 35 jacket of polypropylene. The four-conductor assembly shall be twisted 6 turns 36 per foot. Each conductor shall have a different insulation color. Overall cable 37 diameter shall be 0.25 inch maximum. Capacitance between adjacent pairs 38 shall be 18 pf per foot and 15 pf per foot between diagonal pairs. The 39 capacitances shall not vary more than 10 percent after a 10-day immersion 40 test with ends exposed in a saturated brine solution. 41 42 10. Three-conductor shielded cable (3CS) for the detector circuit for optical fire 43 preemption receivers shall consist of three No. 20 AWG conductors with 44 aluminized mylar shield and one No. 20 drain wire, all enclosed with an outer 45 jacket. All wires shall be 7 X 28 stranded tinned copper material. Conductor , 46 insulation shall be rated 75°C, 600 volt. The drain wire shall be uninsulated. 47 Conductor color coding shall be yellow, blue, and orange. DC resistance of 48 any conductor or drain wire shall not exceed 11 ohms per 1,000 feet. 49 Capacitance from one conductor to the other two conductors and shield shall 50 not exceed 48 pf per foot. The jacket shall be rated 80°C, 600 volt, with a 51 minimum average wall thickness of 0.045 inch. The finished outside diameter 52 of the cable shall be 0.3 inch maximum. 1 2 11. Six pair communications cable (6PCC) shall meet REA specification PE-39 3 and shall have six pair No. 19 AWG wires with 0.008-inch FPA/MPR coated 4 aluminum shielding. The cable shall have a petroleum compound completely 5 filling the inside of the cable. 6 7 12. Sign light conductors between the junction box or other source of power and 8 the isolation switch shall be a two conductor stranded No. 10 AWG pole and 9 bracket cable insulated to 600 volts between conductors. The conductors 10 between the isolation switch and the sign lighting luminaire shall be either 11 code sized individual conductors with cross linked polyethylene type USE 12 insulation or three conductor control cable, stranded copper No. 14 AWG 13 cable rated at a minimum of 600 volts. 14 15 9-29.3(1) Fiber Optic Cable 16 Each fiber optic cable shall be suitable for placement in an underground duct. 17 18 All fibers in the cable shall be usable fibers and shall be sufficiently free of surface 19 imperfections and inclusions to meet or exceed the optical, mechanical, and 20 environmental requirements contained in this specification. 21 22 Cables shall be all dielectric cable (with no armoring) and shall be jacketed (sheathed) 23 with medium density polyethylene. The minimum nominal jacket thickness shall be 71 24 mils. Jacketing material shall be applied directly over the tensile strength members. The 25 polyethylene shall contain carbon black to provide ultra-violet light protection, and it 26 shall not promote the growth of fungus. 27 28 The jacket or sheath shall be free of any holes, splits, or blisters. 29 30 The cable shall contain at least one ripcord under the sheath for easy sheath removal. 31 32 The shipping, storage, and operating temperature range of the cable shall be -40°F to 33 +160°F. The installation temperature range of the cable shall be -20°F to +160°F. 34 35 The fiber optic cable shall withstand a maximum pulling tension of 600 pounds (lbs.) 36 during installation (short term) with no damage and 135 pounds (long term). 37 38 Each optical fiber shall consist of a doped silica core surrounded by a concentric silica 39 cladding. 40 41 Void areas around the individual buffer tubes shall be protected with a moisture 42 resistant compound as a block against moisture migration. 43 44 All cables shall be free of material or manufacturing defects and dimensional non- 45 uniformity that would: 46 47 1. Interfere with the cable installation using accepted cable installation practices. 48 49 2. Degrade the transmission performance and environmental resistance after 50 installation. 51 52 3. Inhibit proper connection to interfacing elements. 1 1 2 4. Otherwise yield an inferior product. 3 4 The outer jacket material shall be a medium density polyethylene (MDPE) conforming 5 to ASTM D 1248, Type Il, Class C, Category 4 or 5, Grade J4. The light absorption 6 coefficient, when measured in accordance with ASTM D 3349, shall be a minimum of 7 400 at a wavelength of 375 nanometers. 8 9 The outer jacket material used in construction of this cable shall be fungus inert as 10 described in ASTM G 21. 11 12 Fibers shall contain no factory splices. 13 14 The fiber optic cables shall be shipped on wooden reels in lengths as specified in the 15 purchase order with a maximum overage of 10%. The diameter of the drum shall be at 16 least 20 times the diameter of the cable. 17 18 9-29.3(1)A Singlemode Fiber Optic Cable 19 Singlemode fibers utilized in the cables specified herein shall be fabricated from 100 20 kpsi proof stress glass and primarily composed of silica which shall provide a matched 21 clad index of refraction (n) profile and the following physical and performance 22 characteristics: 23 I 24 Maximum Attenuation: 0.4/0.3 dB/km at 1310/1550 nanometers, respectively. 25 26 Typical Core Diameter: 0.3 mils. 1 27 28 Cladding Diameter: 4.9 mils +/- .004 mils. 29 30 Core-to-Cladding Offset:< 0.8 microns. 31 32 (The core center and the cladding center offset is defined as the distance between 33 the core center and the cladding center.) 34 35 Cladding Non-Circularity: < 2.0%. Defined as: 36 37 {[1-(minimum cladding diameter- maximum cladding diameter)] X 100.1 38 39 Coating Diameter of 250 microns +/- 15 microns with a minimum coating thickness 40 at any point of not less than 50 microns. 41 42 The coating shall be a dual-layered, UV-cured acrylate applied by the fiber 43 manufacturer. 44 45 The coating shall be mechanically or chemically strippable without damaging the 46 fiber. 47 48 9-29.3(2) Twisted-Pair (TWP) Copper Cable 49 The TWP cable installed for outside plant (OSP) applications shall contain the amount 50 of twisted, #22 AWG, copper pairs as specified in the Plans. This cable shall be 51 constructed for installation in an underground conduit environment with a sheath 52 consisting of a double coated aluminum shield over which a medium density 1 polyethylene jacket is extruded, in accordance with Rural Electrical Association (REA) 2 Standard PE-39. This cable shall be filled with a gel compound to resist water 3 penetration and migration. 4 5 The TWP copper cable for OSP applications shall contain no faulty pairs and shall be 6 capable of the transmission of 9600 b/s VF data over distances greater than 7.5 miles. 7 8 9-29.4 Messenger Cable, Fittings 9 Messenger cable shall be 3/8 -inch, 7-wire strand messenger cables conforming to 10 ASTM A 475, extra-high-strength grade, 15,400 pounds minimum breaking strength, 11 Class A galvanized. 12 13 Strain insulators shall be wet process, porcelain, conforming to EEI-NEMA Class 54-2 14 standards for 12,000 pound ultimate strength. 15 16 Down guy assembly shall consist of an eight-way steel expanding anchor, having a 17 minimum area of 300 square inches, made of pressed steel, coated with asphalt or 18 similar preservative, and fitted with a 3/4 inch minimum guy eye anchor rod 8 feet long. 19 As an alternate to expanding anchors, screw type anchors with two 8-inch helix, 3 1/2 20 inch-pitch, 1-inch by 7-foot guy anchor rod, and rated for 7,000 pound maximum torque 21 may be installed. 22 23 All pole hardware, bolts, plate rods, hangers, clips, wire guards, and pole bands shall 24 be hot-dipped galvanized in conformance with the requirements of AASHTO M 232. 25 26 9-29.5 Pole Line Hardware 27 All miscellaneous pole line hardware shall be standard material manufactured for pole 28 line construction. All metal parts shall be hot-dipped galvanized. 29 30 In addition to the above, whenever secondary racks are required, they shall be as 31 classified "Heavy Service Secondary Rack" by the EEI-NEMA, and shall have a 32 minimum spacing of 12 inches between the insulators. Each rack shall be secured to 33 the pole by not less than one through bolt and one lag bolt. 34 35 Ground clamps shall be bronze. 36 37 9-29.6 Light and Signal Standards 38 Light and signal standards shall be in accordance with the details shown in the Plans, 39 as specified in the Special Provisions and as outlined herein, provided that only one 40 type of light or signal standard shall be used throughout the project. 41 42 Light standard, signal standards, slip base hardware and foundation hardware shall be 43 hot-dipped galvanized in accordance with AASHTO M 111 and AASHTO M 232. 44 45 9-29.6(1) Light and Signal Standards 46 Steel plates and shapes for light and signal standards shall conform to the 47 requirements of ASTM A 36. Shafts for light and signal standards, except Type PPB 48 signal standards, shall conform to AASHTO M 223, Grade 50. Shafts and caps for Type 49 PPB signal standards, slipfitters for type PS, I, FB, and RM signal standards, and all 50 pipes shall conform to ASTM A 53, Grade B. Base plates for light standards shall 51 conform to ASTM 572, Grade 50, except as otherwise noted in the Standard plans for 1 fixed base light standards. Base plates for signal standards shall conform to ASTM A 2 36. Connecting bolts shall conform to AASHTO M 164. Fasteners for handhole covers, 3 bands on lighting brackets, and conductor attachment brackets shall conform to ASTM 4 F 593. 5 6 9-29.6(1)A Decorative Light Standards 7 Light standards shall be finished on all surfaces with a phenolic resin paint, applied in 8 the shop, conforming to the following specifications: 9 10 The primer shall meet the requirements of Federal Specification TT-P-641, Primer 11 Paint, Zinc Dust, Zinc Oxide, IES distribution Type II or III. 12 13 One Coat of primer 3 mils wet thickness shall be applied. Primer shall be applied 14 both inside and outside. 15 16 Phenolic Finish Coat for Steel. Finish coats shall be color chip No. 37056 olive 17 green , Federal Standard 595B. Two coats of 3 mils wet thickness each shall be 18 applied. 19 20 A hand hole with cover shall be provided 8 inches above the base. 21 22 A pressure type ground lug shall be provided and shall be located on the pole wall 23 directly opposite the handhole. 24 25 9-29.6(2) Slip Base Hardware 26 Slip plates and anchor plates for light standards and for Type FB and RM signal 27 standards shall conform to the requirements of ASTM 572, Grade 50. The keeper plate 28 shall be 28 gage, conforming to ASTM A 526, coating G 90. Clamping bolts for slip 29 base assemblies and slip base adapters shall conform to AASHTO M 164. Studs and 30 bolts for slip base adapters shall conform to AASHTO M 164. Nuts shall conform to 31 AASHTO M 291, Grade DH. Hardened washers shall conform to AASHTO M 293. Plate 32 washers shall conform to ASTM A 36. 33 34 Galvanized bolts shall meet standard specification 9-06.5(4). 35 36 9-29.6(3) Timber Light Standards, Timber Strain Poles, Timber Service 37 Supports 38 All timber poles used in illumination or traffic signal systems shall be Douglas fir, 39 machine shaved, roof sawed, conforming to the latest ANSI Specifications and 40 Dimensions for Wood Poles. 41 42 All timber poles shall be gained according to industry standards. A dated nail or metallic 43 date plate shall be set in the gain evidencing the year of treatment of the timber pole. 44 45 All poles shall be treated with pentachlorophenol in accordance with Section 9-09.3(1). 46 47 Tops shall be sawed before treatment. Where holes are bored in poles to 48 accommodate hanging bolts for brackets, transformers, guy assemblies, or other - 49 accessories, such holes shall be painted with a solution of the above preservative. 50 1 9-29.6(4) Welding 2 Welding of steel structures shall be in accordance with Section 5.15 of the AASHTO 3 Standard Specifications for Structural Supports for Highway Signs, Luminaires and 4 Traffic Signals, Fourth Edition-2001. 5 6 9-29.6(5) Foundation Hardware 7 Anchor bolts for Type PPB, PS, I, FB, and RM signal standards shall conform to the 8 requirements of ASTM A 307. Nuts shall meet the requirements of AASHTO M 291. 9 Washers shall meet the requirements of ASTM F 844. 10 11 Anchor bolts for Type II, III, IV, and V signal standards and luminaire poles shall meet 12 the requirements of ASTM A 449. Nuts shall be heavy hex meeting the requirements of 13 AASHTO M 291, Grade C, D, or DH. Washers shall meet the requirements of AASHTO 14 M 293. 15 16 All foundation hardware shall be 100% hot-dipped galvanized in accordance with 17 AASHTO M 111 and AASHTO M 232. Galvanized bolts shall be tested for 18 embrittlement in accordance with ASTM A 143. 19 20 9-29.7 Luminaire Fusing and Electrical Connections at Light Standard 21 Bases, Cantilever Bases and Sign Bridge Bases 22 Electrical disconnects shall be installed in the base of every standard supporting a 23 luminaire. Every conductor above ground potential shall be served by a fused quick- 24 disconnect kit. Every conductor at ground potential shall be served by an unfused 25 quick-disconnect kit. 26 27 Unfused quick-disconnect connectors shall conform to the following requirements: 28 29 1. A copper pin and a copper receptacle both of at least 90 percent conductivity 30 shall be crimped or a stainless steel alien head screw and lug connection to 31 the cable. If the alien head screw is used the alien head screw shall be 32 torqued to the manufactures recommendations. All crimped connections shall 33 use a copper connector installed with a positive action (ratchet) tool. The 34 receptacle shall establish contact pressure with the pin through the use of a 35 copper beryllium sleeve spring and shall be equipped with a disposable 36 mounting pin. The pin shall be of at least half-hard material and the crimping 37 portion shall be fully annealed while the rest of the pin is maintained in its 38 original state of hardness. The receptacle shall be fully annealed. Both the 39 copper pin and receptacle shall have a centrally located recessed locking area 40 adapted to be complementarily filled and retained by the rubber housing. 41 42 2. A plug and a receptacle housing shall be made of water resistant synthetic 43 rubber which is capable of burial in the ground or installation in sunlight. Each 44 housing shall provide a section to form a water-seal around the cable, have an 45 interior arrangement to suitably and complementarily receive and retain the 46 copper pin or receptacle, and a section to provide a water-seal between the 47 two housings at the point of disconnection. 48 49 Fused quick-disconnect kits shall provide waterproof in-line fuse protection. The kit 50 shall provide three cutoff sections on both lines and load side to accommodate various 1 wire sizes. All connections shall be as described in item "1" above. Upon disconnect, 2 the fuse shall remain in the load side of the kit. 3 4 Fuses furnished for all lighting circuits shall be capable of handling the operating 5 voltage of the circuit involved and shall have the following characteristics: 6 7 1. Fuses shall be capable of indefinitely supporting 110 percent of the rated load. 8 9 2. Fuses shall be capable of supporting 135 percent of the rated load for 10 approximately 1 hour. 11 12 3. A load of 200 percent of rated load shall effectively cause instantaneous 13 blowing of the fuse. 14 15 4. Fuses shall be rated as listed below and shall be sized to fit the fuse 16 containers furnished on this project, according to the manufacturer's 17 recommendations therefore. 18 19 5. Fuses shall be UL Listed. 20 21 Luminaire Service Voltage 22 Size 480V 240V 120V 23 24 1,000W 10A 15A 30A 25 750W 5A 10A 20A 26 70OW 5A 10A 20A 27 40OW 5A 10A 15A 28 310W 5A 5A 10A 29 250W 5A 5A 10A 30 20OW 4A 5A 10A 31 175W 4A 5A 10A 32 150W 3A 4A 5A 33 100W 2A 3A 4A 34 70W 2A 2A 2A 35 50W 2A 2A 2A 36 37 9-29.8 Vacant 38 39 9-29.9 Ballast, Transformers 40 Each ballast shall have a name plate attached permanently to the case listing all 41 electrical data. 42 43 Certificates of compliance, to manufactures specifications and these specifications shall 44 be submitted by the manufacturer with each type of luminaire ballast. 45 46 Ballasts shall be designed for continuous operation at ambient air temperatures from 47 20° F without reduction in ballast life. Ballasts shall have a design life of not less than 48 100,000 hours. Ballasts shall be designed to operate for at least 180 cycles of 12 hours 49 on and 12 hours off, with the lamp circuit in an open or short-circuited condition and 50 without measurable reduction in the operating requirements. All ballasts shall be high 51 power factor (90%). 52 1 Ballasts shall be tested in accordance with the requirements of current ANSI C 82.6, 2 Methods of Measurement of High-Intensity-Discharge Lamp Ballasts. Starting aids for 3 ballasts of a given lamp wattage shall be interchangeable between ballasts of the same 4 wattage and manufacturer without adjustment. 5 6 Ballast assemblies shall consist of separate components, each of which shall be 7 capable of being easily replaced. A starting aid will be considered as a single 8 component. Each component shall be provided with screw terminals, NEMA tab 9 connectors or a single multi-circuit connector. All conductor terminals shall be identified 10 as to the component terminal to which they connect. 11 12 Heat-generating components shall be mounted to use the portion of the luminaire upon 13 which they are mounted as a heat sink. Capacitors shall be located as far as practicable 14 from heat-generating components or shall be thermally shielded to limit the fixture 15 temperature to 160° F. 16 17 Ballasts for high-pressure sodium lamps shall have a ballast characteristic curve which 18 will intersect both of the lamp-voltage limit lines between the wattage limit lines and 19 remain between the wattage limit lines throughout the full range of lamp voltage. This 20 requirement shall be met not only at the rated input voltage of the ballast, but also the 21 lowest and highest input voltage for which the ballast is rated. Throughout the lifetime of 22 the lamp, the ballast curve shall fall within the specified limits of lamp voltage and 23 wattage. 24 25 All luminaires ballasts shall be located within the luminaire housing. The only exception 26 shall be ballasts to be mounted on lowering assemblies shall be external and attached 27 to the fixture assembly. 28 29 No capacitor, transformer, or other devise shall employ the class of compounds 30 identified as polychlorinated biphenyls (PCB) as dielectric, coolants, or for any other 31 purpose. 32 33 Ballast Characteristics for High Pressure Sodium (HPS) and Metal Halide (MH) Sources 34 shall be: 35 36 Source Line Lamp Ballast Input Lamp 37 Volt. Wattage Type Voltage Wattage 38 Variation Variation 39 40 HPS any 70 400 Mag. Reg. Lag 10% 18% 41 42 HPS any 750 1000 Auto Reg. Lead CWA 10% 30% 43 44 MH any 175 400 Mag. Reg. Lag 10% 18% 45 46 MH any 1000 Auto Reg. Lead CWA 10% 30% 47 48 Transformers and inductors shall be resin-impregnated for protection against moisture. 49 Capacitors, except those in starting aids, shall be metal cased and hermetically sealed. 50 51 The transformers to be furnished shall be indoor/outdoor dry type transformers rated as 52 shown in the Plans. The transformer coils, buss bar, and all connections shall be 1 copper. Transformers, 7.5 kVA and larger shall be supplied with two full capacity pp p Y 2 one at 2.5% and one at 5% below the normal full capacity. 3 4 9-29.10 Luminaires 5 If not listed on the Qualified Products List (QPL) a Certificate of Compliance shall be 6 submitted by the manufacturer with each type of luminaire. The certificate shall state 7 that the lot of luminaires meets this specification- 8 9 All luminaires shall be of the IES distribution type and wattage indicated in the 10 contract. Luminaires shall be installed with HPS lamps rated at 24,000 hours, 11 unless otherwise specified in the contract or this specification. 12 13 Conventional highway luminaires shall provide a full cut-off distribution and a high 14 pressure sodium light source. 15 16 Horizontal luminaires shall attach to 2 inch pipe tenons on mast arms. Vertical 17 mounted luminaires shall be appropriately sized for their respective pole top 18 tenons. 19 20 All luminaires shall have their components secured to the luminaire frame with 21 stainless steel mounting hardware (nuts, bolts, washers, hinges, hinge pins, etc.). 22 The stainless steel shall be AISI, 300 series chrome-nickel grade. The luminaire 23 slip-fitter bolts shall be either stainless steel or hot-dip galvanized steel. All internal 24 luminaire assemblies shall be assembled on or fabricated from either stainless 25 steel or hot dip galvanized steel. The housing, complete with integral ballast, shall 26 be weathertight. The ballast and lamp housing shall be on the same level. 27 28 All luminaries shall be mounted level, both transverse and longitudinally, as 29 measured across points specified by the manufacturer. Leveling and orientation 30 shall be accomplished after pole plumbing. Highway and decorative luminaries 31 shall have slip-fitters capable of adjusting through a 5-degree axis for the required 32 leveling procedure. 33 34 Refractors shall be formed from heat resistant, high impact, molded borosilicate 35 glass. Flat lens shall be formed from heat resistant, high impact borosilicate or r 36 tempered glass. 37 38 High pressure sodium cobra head luminaires shall be capable of accepting a 150, 39 200, 250, 310, or 400 watt lamp complete with ballast. Metal halide fixtures shall 40 be capable of accepting a 175, 250 or 400 watt lamp complete with ballast. 41 Mercury vapor fixtures shall be capable of accepting a 175, 250, 400 watt lamp 42 complete with ballast. Metal halide fixture shall accept a 175 watt mercury vapor 43 lamp complete with ballast. Each luminaire shall consist of a housing, a reflector, 44 lens, a lamp socket, an integral ballast, a terminal strip and lamp. 45 46 Housings shall be fabricated from aluminum. Painted housings shall be painted flat 47 gray, Federal Standard 595B color chip No. 26280. Housings that are painted shall 48 withstand a 1,000-hour salt spray test as specified in ASTM B 117. 49 50 All luminaries to be mounted on horizontal mast arms, shall be capable of 51 withstanding cyclic loading in: 52 1 1. A vertical plane at a minimum peak acceleration level of 3.0 g's peak-to- 2 peak sinusoidal loading (same as 1.5 g's peak) with the internal ballast 3 removed, for a minimum of 2 million cycles without failure of any luminaire 4 parts, and 5 6 2. A horizontal plane perpendicular to the direction of the mast arm at a 7 minimum peak acceleration level of 1.5 g's peak to peak sinusoidal 8 loading (same as 0.75 g's peak) with the internal ballast installed, for a 9 minimum of 2 million cycles without failure of any luminaire parts. 10 11 The temperature rating of all wiring internal to the luminaire housing, excluding the 12 pole and bracket cable, shall equal or exceed 200° F. 13 14 All luminaires shall be provided with markers for positive identification of light 15 source type and wattage. Markers shall be 3 inches square with Gothic bold, black 16 2 inch legend on colored background. Background color shall be gold for sodium, 17 blue for mercury, and red for metal halide light sources. Legends shall be sealed 18 with transparent film resistant to dust, weather, and ultraviolet exposure. 19 20 Legends shall correspond to the following code: 21 22 Lamp Wattage Legend 23 70 7 24 100 10 25 150 15 26 175 17 27 200 20 28 250 25 29 310 31 30 400 40 31 700 70 32 750 75 33 1,000 XI 34 35 9-29.10(1) Cobra Head Luminaires 36 Conventional highway luminaires shall be IES Type II cut off type distribution cobra 37 head configuration with horizontal lamp. The ballast shall be mounted on a separate 38 door, which shall be hinged to the luminaire and secured, in the closed position to the 39 luminaire housing by means of an automatic type of latch (a combination hex/ slot 40 stainless steel screw fastener may supplement the automatic type latch). The reflector 41 of all luminaires shall be of a snap-in design or be secured with screws. The reflector 42 shall be manufactured of polished aluminum or molded from prismatically formed 43 borosilicate glass. The refractor or lens shall be mounted in a doorframe assembly 44 which shall be hinged to the luminaire and secured in the closed position to the 45 luminaire by means of automatic latch. The refractor or lens and doorframe assembly, 46 when closed, shall exert pressure against a gasket seat. The refractor lens shall not 47 allow any light output above 90 degrees nadir. Gaskets shall be composed of material 48 capable of withstanding temperatures involved and shall be securely held in place. 49 50 Each housing shall be provided with a slipfitter capable of mounting on a 2 inch pipe 51 tenon. Vertical mounted luminaires shall be appropriately sized for their respective pole 52 top tenon and capable of being adjusted within 50 from the axis of the tenon. The 1 clamping bracket(s) and the cap screws of the slipfitter shall not bottom out on the 2 housing bosses when adjusted within the ±50 range. 3 4 No part of the slipfitter mounting brackets on the luminaires shall develop a permanent 5 set in excess of 0.2 inch when the cap screws used for mounting are tightened to a 6 torque of 32 pounds feet. 7 8 9-29.10(2) Decorative Luminaires 9 Decorative fixture shall provide for a 150 - 400 watt HIPS lamp fully enclosed fixture with 10 mogul lamp socket, adjustable where required to alternate cutoff distributions. 11 12 The fixture shall be a one piece, box shaped, raintight, dustight and corrosion resistant, 13 integral unit. The unit shall consist of an accessible ballast compartment and a sealed 14 housing which permits filtered pressure equalization. 15 16 The ballast housing shall be fabricated of close tolerance extruded aluminum with heat 17 resistant vinyl finish. The housing shall be adequately constructed to contain ballasts for 18 150 - 400 watt alternate high intensity discharge sources. 19 20 Each housing shall consist of an integral Alzak reflector, containing a mogul based high 21 intensity discharge lamp, a rigid box type lamp holder assembly, a reflector assembly 22 with a lamp vibration damper, and a one piece heat and shock resistant, clear tempered 23 lens mounted in a gasketed, hinged, and baffled extruded aluminum frame. The 24 housing shall have vinyl heat resistant finish. One fourth inch stainless steel, series 300 25 fasteners shall secure the lens frame to the housing. 26 27 The auxiliary equipment compartment for ballast terminals shall be separated from the 28 lamp compartment by a metal heat barrier. The chassis shall be designed to provide 29 effective heat sinking from the ballast cores. Capacitors shall be mounted at least 5 30 inches from the core and coil components. 31 32 Fixtures shall be finished alternately with paint or epoxy primer and either acrylic 33 enamel; vinyl clad aluminum or powdered polyester baked on paint. Aluminum 34 compatible epoxy primer shall be applied. The finish coat shall be dark bronze in color 35 matching Federal Standard 595B or as shown in the contract. 36 37 Without chipping or flaking, the finish shall withstand 5 foot pounds direct or indirect 38 impact from a falling cylindrical steel rod 7/8 inch diameter, a hemispheric nose and 39 shall be salt spray resistant after 300 hours exposure in accordance with ASTM B 117 40 shall not cause blistering, peeling, corrosion or loss of adhesion. 41 42 Decorative fixtures shall be mounted using a reinforced mounting arm, milled to provide 43 a smooth fit between fixture and arm. A slipfitter assembly shall be provided for leveling 44 purposes, between fixture and tenon. Two 7/16 inch or larger stainless steel bolts, 45 series 300, shall be used to mount the fixture to the tenon. An approved gasket shall be 46 utilized to seal against weather. A smooth wireway shall be provided. 47 48 All decorative fixtures shall be of the same manufacturer and external appearance. 49 50 9-29.10(3) High Mast Luminaires and Post Top Luminaires 51 High mast and post top luminaires shall comply with the requirements of the contract 52 and Section 9-29.9 except the unit lamp shall utilize a vertically positioned lamp. High 1 mast luminaries shall be 400 watt HPS full 90° nadir cut off, capable of types 2, 3, 5 2 distribution or as shown in the contract. When installed at heights between 50 and 70 3 feet the bottom of the fixture shall be closed, at heights from 70 to 85 feet the bottom 4 shall be open. High Mast luminaries poles with mounting heights greater than 50 feet 5 shall have approved fixture lowering device installed and two remote control units, to 6 operate the lowering device. 7 8 Post top luminaires shall have the ballast located directly below the vertical installed 9 HPS lamp. All post top luminaires shall be capable of accepting 70, 100, 200, 250, 400 10 watt HPS lamps complete with ballast assembly. 11 12 9-29.10(4) Underdeck and Wall Mount Luminaires 13 Underdeck luminaires shall be weatherproof and corrosion resistant. Light distribution 14 shall be as shown on the contract. Each flush-mounted underdeck luminaire shall 15 consist of a metal body, a prismatic refractor mounted in a doorframe, a prismatic glass 16 or specular anodized aluminum reflector, a ballast, and a ceramic lamp socket and be 17 supplied complete with all fasteners. The body shall have provisions for anchoring to 18 concrete. The refractor shall be glass and shall be clearly identified as to "street side." 19 The doorframe assembly shall be hinged, gasketed and secured to the body. 20 21 Each wall-mounted luminaire shall consist of a metal body, a prismatic refractor 22 mounted in a doorframe, an aluminum reflector with a specular anodized finish, an 23 integral ballast and a ceramic lamp socket and supplied with all fasteners. The refractor 24 shall be glass. A gasket shall be provided between the refractor and the body of the 25 fixture. 26 27 All lamp sockets shall be positioned to locate the light center of the lamp within 1/2 inch 28 of the light center location for which the luminaire is designed. 29 30 Ballasts for underdeck and wall luminaires shall conform to the provisions in Section 9- 31 29.9. Ballasts for underdeck and wall mount luminaires shall be installed in the 32 luminaire housing. 33 34 9-29.11 Control Equipment 35 Illumination circuits shall be controlled by a combination of photoelectric controls and 36 lighting contactors or mercury relays as noted in the contract. 37 38 9-29.11(1) Time Clock Controls 39 Time clocks, when specified in the contract, shall be solid state and shall have a battery 40 backup. The clock shall provide four functions and shall be enclosed within a dust tight 41 mounting case. The unit shall be mounted on vibration dampened fittings. 42 43 The unit shall be push button programmable with 15 events per week, selectable by day 44 of week and time of day to the nearest minute. 45 The clock shall be accurate to plus or minus 15 seconds per month through a humidity 46 variation of 0 to 95 percent and a temperature variation of 0 F to 150 F. The clock shall 47 be within plus or minus 10 seconds after 10 hours of battery backup operation. The 48 backup battery shall operate for 24 hours minimum. 49 50 Contacts shall be rated at 5 amps tungsten load for up to 100,000 cycles. Each clock 51 function shall operate a 120 VAC normally open and normally closed set of contacts. 52 1 9-29.11(2) Photoelectric Controls 2 The photoelectric control shall be the twistlock type and the light sensitive element shall 3 be a solid state photo diode. The control shall be designed to turn on at 3 foot-candles , 4 (32 lux) and turn off at 1.8 foot-candles (20 lux). The lighting control shall not drift by 5 more than 1 percent over a 10-year period. 6 7 The output control relay shall have a 45-second time delay to prevent false turn-off 8 caused by momentary brightness. This output relay shall be rated 1,000 watts 9 incandescent or 15 amps inductive load. The contacts shall be normally closed. The 10 unit shall be designed to not continuously pulse the output relay if the photo control 11 bypass switch is energized. 12 13 The lighting control shall have a built in metal oxide varistor (MOV) rated 320 joules for 14 lightning and transient protection. The control shall also have secondary zener diode 15 and transient filter. The printed circuit board shall be coated to prevent corrosion. The 16 normal operating voltage range will be 105 to 285 VAC. 17 18 9-29.12 Electrical Splice Materials 19 Splicing in illumination circuits will be permitted only at junction boxes. With the 20 exception of lead-in cable to loop wire or magnetometer sensing probe splices, no 21 splices will be allowed in traffic signal circuitry. All other traffic signal circuitry will be 22 terminated at a load, at control equipment, or at a terminal. 23 24 9-29.12(1) Illumination Circuit Splices 25 Splices and taps shall be made with solderless crimp connectors on underground 26 circuits to securely join the wires both mechanically and electrically. Aerial splices may 27 employ split bolt connectors. Splices at below grade locations shall employ moisture 28 blocking heat shrink, Mil Spec 1-23053 or be epoxy resin cast type insulation. Two-way 29 (in-line) splices and three-way (T or wye) splices shall employ clear rigid plastic molds. 30 Clear mylar sheet bonded to butyrate webbing forming a flexible mold or heat shrink 31 shall be used for four-way or more. The material used shall be compatible with the 32 insulation material utilized. Equipment and methods shall be as recommended by the 33 manufacturer of the splicing materials. The component materials of the resin insulation 34 shall be packaged form ready for convenient mixing without removing from the 35 package. Only one conductor or one multi conductor cable per wire entrance will be 36 allowed in any rigid mold splice. 37 38 Heat shrink splices shall be manufactured from irradiated, crosslinked polyolefin 39 suitable for direct burial installations and shall conform to requirements of ANSI C- 40 119.1. 41 42 The sealant shall be an approved stabilized mastic which shall provide a permanent 43 moisture proof bond between the recovered polyolefin and any conductor insulating 44 material. 45 46 9-29.12(2) Traffic Signal Splice Material 47 Induction loop splices and magnetometer splices shall be either moisture resistant two 48 way heat shrink meeting Mil Spec 1-23053, epoxy resin cast type with clear rigid molds 49 or re-enterable type with semi-hardening epoxy filling compound that remains semi- 50 flexible enclosed in a re-enterable rigid mold with end cap seals. 51 1 9-29.13 Traffic Signal Controllers 2 A controller shall consist of a complete electrical mechanism for controlling the 3 operations of traffic control signals including the timing mechanism and all necessary 4 auxiliary equipment, mounted in a cabinet. 5 6 The Contractor shall furnish to the Contracting Agency all guarantees and warranties 7 furnished as a normal trade practice for all control equipment that is provided. 8 9 The fabricator of the controller shall perform quality control (QC) inspections based on 10 their QC program. Their QC program shall be submitted and approved by WSDOT at 11 least annually. The fabricator of the controller shall certify that the controller meets all 12 requirements of the Standard Specifications and Special Provisions for the specific 13 application. 14 15 The QC program shall include, but not be limited to, the following: 16 17 1. Quality Statement 18 2. Individual responsible for quality (organizational chart) 19 3. Fabrication procedures 20 4. Test procedures 21 5. Documented inspection reports 22 6. Documented test reports 23 7. Certification package 24 25 Control equipment includes all equipment used to control the operations of traffic 26 control signals, programmable message signs, illumination system's and other 27 associated control systems. Control equipment includes all devices including auxiliary 28 equipment mounted in a cabinet. 29 30 The traffic signal control equipment shall conform to the contract specifications and 31 these standard specifications. 32 33 All control equipment shall be as specified below: 34 35 NEMA control and all auxiliary equipment shall conform to current NEMA 36 specifications. 37 38 Type 170E control equipment and all auxiliary equipment, shall conform to the 39 California Department of Transportation document entitled "Transportation 40 Electrical Equipment Specifications" dated November 19, 1999. 41 42 The 170E/ HC-11 controller and auxiliary equipment shall conform to the current 43 Oregon Department of Transportation Specification for model 170E/ HC-11 44 controller and auxiliary equipment. The 170E shall be compatible with Type 170E 45 controllers and the current revision of the software specified in the contract. 46 47 170 ATC controller and auxiliary equipment shall conform to the current Oregon 48 Department of Transportation Specification for model 170 ATC controller and 49 auxiliary equipment. 50 1 Type 2070 controller and all auxiliary equipment shall conform to the current 2 California Department of Transportation Specification for Model 2070 and auxiliary 3 equipment. 4 5 Type 2070 Lite controller and auxiliary equipment shall conform to the current 6 Oregon Department of Transportation Specification for model 2070 Lite controller 7 and auxiliary equipment. 8 9 9-29.13(1) Vacant 10 11 9-29.13(2) Flashing Operations 12 All controllers shall be equipped for flashing operation of signal displays. Controllers 13 shall be programmed for flashing red displays for all approaches. During flash display, 14 all pedestrian circuits shall be de-energized. 15 16 Actuated traffic signal control mechanisms shall be capable of entry into flash operation 17 and return to normal operation as follows: 18 19 1. Terminal Strip Input (Remote Flash). When called as a function of a terminal 20 strip input, the controller shall provide both sequenced entry into flash and 21 sequenced return to normal operation consistent with the requirements of the 22 latest edition of the Manual on Uniform Traffic Control Devices. 23 24 2. Police Panel Switch. When the flash-automatic switch located behind the 25 police panel door is turned to the flash position, the signals shall immediately 26 revert to flash; however, the controller shall "STOP TIME." When the switch is 27 placed on automatic, the signals shall immediately time an 8-10 second all red 28 period then resume normal cyclic operations at the beginning of major street 29 green. 30 31 3. Controller Cabinet Switches. When the flash-automatic switch located inside 32 the controller cabinet is placed in the flash position, the signals shall 33 immediately revert to flash; however, the controller shall continue to function. 34 When the flash-automatic switch is placed in the automatic position, the 35 controller shall immediately resume normal cyclic operation at the beginning of 36 the artery green. Adjacent to the flash-automatic switch shall be a controller 37 on-off switch. If the flash-automatic switch is in the automatic position and the 38 controller on-off switch is placed in the OFF position, the signals shall 39 immediately revert to flash. 40 41 4. Power Interruption. On "NEMA" controllers any power interruption longer than 42 475 plus or minus 25 milliseconds, signals shall re-energize consistent with 43 No. 2 above to ensure an 8-second flash period prior to the start of major 44 street green. A power interruption of less than 475 plus or minus 25 45 milliseconds shall not cause resequencing of the controller and the signal 46 displays shall re-energize without change. Type 170 controllers shall re- 47 energize consistent with No. 2 above after a power interruption of 1.75 plus or 48 minus 0.25 seconds. The 8-second flash period will not be required. 49 50 5. Conflict Monitor. Upon sensing conflicting signals or unsatisfactory operation 51 voltages, the conflict monitor shall immediately cause the signal to revert to 52 flash; however, the controller shall stop time at the point of conflict. After the 1 conflict monitor has been reset, the controller shall immediately take command 2 of the signal displays at the beginning of major street green. 3 4 9-29.13(3) Emergency Preemption 5 Immediately after a valid call has been received, the preemption controls shall cause 6 the signals to display the required clearance intervals and subsequent preemption 7 intervals. Preemption shall sequence as noted in the contract. Preemption equipment 8 shall be installed so that internal wiring of the controller, as normally furnished by the 9 manufacturer, is not altered. Termination of the preemption sequence shall place a call 10 on all vehicle and pedestrian phases. Preemption indicators, if required, shall turn on 11 when the controller reaches the preempted phase. NEMA controller shall energize the 12 pre-emption indicators when the controller is in the pre-emption phase(s). For the type 13 170, 2070, ATC, 2070 Lite controllers, the pre-emption indicators shall be energized 14 when the pre empt detector registers the pre empt request call. 15 16 9-29.13(4) Wiring Diagrams 17 Schematic wiring diagrams of the controllers and auxiliary equipment shall be submitted 18 when the controllers are delivered. The diagram shall show in detail all circuits and 19 parts. The parts shall be identified by name or number in a manner readily interpreted. 20 One reproducible mylar or two microfilms and four copies of the cabinet wiring diagram 21 and component wiring diagrams shall be furnished with each cabinet and if requested 22 by the Engineer on a high density disk or CD. The schematic drawing shall consist of a 23 single sheet, detailing all circuits and parts, not to exceed 52 inches by 72 inches The 24 cabinet wiring diagram shall indicate and identify all wire terminations, all plug 25 connectors, and the locations of all equipment in the cabinet. Included in the diagram 26 shall be an intersection sketch identifying all heads, detectors, and push buttons and a 27 phase diagram. 28 29 9-29.13(5) Vacant 30 31 9-29.13(6) Radio Interference Suppressers 32 All traffic signal controllers, flashers, or other current-interrupting devices shall be 33 equipped with radio interference suppressers installed at the input power point. 34 Interference suppressers shall be of a design which will minimize interference in both 35 broadcast and aircraft frequencies, and shall provide a minimum attenuation of 50 36 decibels over a frequency range of 200 kilocycles to 75 megacycles when used in 37 connection with normal installations. The interference filters furnished shall be 38 hermetically sealed in a substantial case filled with a suitable insulating compound. 39 Terminals shall be nickel plated, 10-24 brass studs of sufficient external length to 40 provide space to connect two No. 8 AWG wires, and shall be so mounted that they 41 cannot be turned in the case. 42 43 Ungrounded terminals shall be insulated from each other and shall maintain a surface 44 leakage distance of not less than 1/4 inch between any exposed current conductor and 45 any other metallic parts with an insulation factor of 100-200 megohms dependent on 46 external circuit conditions. 47 48 Suppressers shall be designed for operations on 50 amperes, 125 volts, 60 cycles, 49 single wire circuits, and shall meet standards of the Underwriters' Laboratories and the 50 Radio Manufacturers Association. 51 1 9-29.13(7) Traffic-Actuated Controllers 2 All traffic signal controllers shall operate with industry standard operating 3 software installed that at a minimum has the following: 4 5 1. Defined phases, minimum of 8 each. 6 7 2. Has manufacturer designed single or 2 ring operation minimum. 8 9 3. A minimum of 16 overlaps, including 4 each minus pedestrian overlaps. 10 11 4. Defined intervals, min green, walk, flash don't walk, passage, gap, minimum 12 gap, simultaneous gap out, volume density, yellow clearance, all red 13 clearance, Maximum I, Maximum II. 14 15 Traffic-actuated controllers shall be electronic devices which, when connected to traffic 16 detectors or other means of actuation, or both, shall operate the electrical traffic signal 17 system at one or more intersections. 18 19 All solid-state electronic traffic-actuated controllers and their supplemental devices shall 20 employ digital timing methods. 21 22 Control equipment shall conform to 9-29.13. 23 24 Actuated traffic signal controllers shall be 8-phase minimum control units. Volume- 25 density timing features shall be provided on all controllers. 26 27 Every pin of every connecting plug shall be utilized as described within the NEMA 28 requirement, except that those pins identified as "spare" or "future" shall remain 29 unused. Controller interchangeability between NEMA controllers of any and all 30 approved makes is mandatory, and demonstration of interchangeability will be a portion 31 of the State-Materials Laboratory testing. 32 33 Overlaps for NEMA controllers may be accomplished by programming of software or by 34 use of NEMA overlap boards. If a manufacturer elects to utilize the software method, 35 they may be required to furnish an overlap board with each signal controller which will 36 allow substitution of controllers using the alternated method of overlaps. 37 38 NEMA controllers shall provide indications for vehicle call and pedestrian call that can 39 be viewed simultaneously with indications for timing intervals. Controllers shall provide 40 indications for timing intervals in both rings that can be viewed simultaneously. Reason 41 for green termination shall be displayed simultaneously with other timing data. 42 43 All controllers shall provide a "simultaneous gap out" feature. This feature allows 44 retiming a gap from a green rest upon an actuation. 45 46 9-29.13(7)A Environmental, Performance, and Test Standards for Solid- 47 State Traffic Controllers 48 The scope of this specification includes the controller assembly of solid-state design 49 installed in a weatherproof controller cabinet. The controller assembly includes the 50 cabinet, controller unit, load switches, signal conflict monitoring circuitry, accessory 51 logic circuitry, AC line filters, vehicle detectors, coordination equipment and interface, 52 and preemption equipment. NEMA control assemblies shall meet or exceed current 1 NEMA Environmental Standards and TS 1 Standards. Normal operation will be required 2 while the control assembly is subjected to any combination of high and low 3 environmental limits (i.e. low voltage at high temperature with high repetition noise 4 transients). All other control equipment testing shall be tested to Caltrans 5 Transportation Electrical Equipment Specifications (TEES) dated November 19, 1999. 6 7 9-29.13(7)6 Auxiliary Equipment for NEMA Controllers 8 The following auxiliary equipment shall be furnished and installed in each cabinet for 9 NEMA traffic-actuated controllers: 10 11 1. A solid-state Type 3 NEMA flasher with flash-transfer relay which will cut in the 12 flasher and isolate the controller from light circuits. See Section 9-29.13(2) for 13 operational requirements. 14 15 2. Modular solid state relay load switches of sufficient number to provide for each 16 vehicle phase (including future phases if shown in the plans), each pedestrian 17 phase and preemption sequence indicated in the contract. Type P & R 18 cabinets shall include a fully wired 16-position back panel. Solid-state load 19 switches shall conform to NEMA standards except only optically isolated load 20 switches will be allowed. Load switches shall include indicator lights on the 21 input circuits. 22 23 3. A power panel with: 24 25 a. A control-display breaker sized to provide 125 percent overload 26 protection for all control equipment and signal displays, 30 ampere 27 minimum. 28 29 b. A 20 ampere accessory breaker wired parallel to the control display 30 breaker. The breaker will carry accessory loads, including vent fan, 31 cabinet light, plug receptacle, etc. 32 33 c. A busbar isolated from ground and unfused for the neutral side of 34 power supply. 35 36 d. A radio interference suppresser to the output side of the control 37 display breaker. See Section 9-29.13(6) for other requirements. 38 39 e. A transient voltage protection device connected to the controller 40 power circuit for protection against voltage abnormalities of 1 cycle or 41 less duration. The protector shall be a solid state high energy circuit 42 containing no spark gap, gas tube, or crow bar component. The 43 current rating of the device shall be 15 amps minimum. The device 44 shall provide transient protection between neutral and ground, line 45 and ground, as well as line and neutral. If the protection circuits fail, 46 they shall fail to an open circuit condition. The device shall meet all 47 requirements of UL standard 1449. The suppressed voltage rating 48 shall be 600 volts or less when subjected to an impulse of 6,000 49 volts, 3,000 amp source impedance, 8.0/20 microsecond 50 waveform as described in UL 1449. In addition, the device shall 51 withstand, without failure or permanent damage, one full cycle at 264 52 volts RMS. The device shall contain circuitry to prevent self-induced 1 regenerative ringing. There shall be a failure warning indictor light 2 which shall illuminate when the device has failed and is no longer 3 operable. 4 5 f. Cabinet ground busbar independent (150K ohms minimum) of 6 neutral. 7 8 4. A police panel located behind the police panel door with a flash automatic 9 switch and a control-display power line on-off switch. See Section 9-29.13(2) 10 for operational requirements. 11 12 5. An auxiliary control panel located inside the controller cabinet with a flash- 13 automatic switch and a controller on-off switch. See Section 9-29.13(2) for 14 operational requirements. A three wire 15 ampere plug receptacle with 15 grounding contact and 20 ampere ground fault interrupter shall also be 16 provided on the panel. 17 18 6. A conflict monitor conforming to NEMA standards. See Section 9-29.13(2) for 19 operational requirements. The unit shall monitor conflicting signal indications 20 at the field connection terminals. The unit shall be wired in a manner such that 21 the signal will revert to flash if the conflict monitor is removed from service. 22 23 Supplemental loads not to exceed 10 watts per monitored circuit or other 24 means, shall be provided to prevent conflict monitor actuation caused by 25 dimming or lamp burn-out. Supplemental loads shall be installed on the control 26 side of the field terminals. Conflict monitors shall include a minimum of one 27 indicator light for each phase used. The monitoring capacity of the unit shall 28 be compatible with the controller frame size. Conflict monitors shall include a 29 program card. 30 31 7. A "Display Panel" when noted in the contract. The display panel shall depict a 32 generic eight-phase operation. The panel shall be mounted on the inside of 33 the front cabinet door and the mounting shall be of a design that allows 34 positioning of the panel in four orientations 90 degrees from each other. The 35 mounting shall be removable without use of any tools. Incandescent red, 36 yellow, green, walk and don't walk indicator lights shall be provided for each 37 phase. The indicator lights shall be connected to the associated field 38 terminals. The connecting cable shall be long enough to allow for any 39 mounting orientation. No diodes will be allowed in the display panel. A means 40 of disconnecting all wiring entering the panel shall be provided. Switches shall 41 be provided on the panel with labels and functions as follows: 42 43 a. Display On — Signal indicator lamps will display the operation of the 44 intersection. 45 46 b. Test—All indicator lamps shall be energized. 47 48 c. Display Off—all signal indicator lamps shall be de-energized. 49 50 A "Detector Panel" The panel shall be mounted on the inside of the front 51 cabinet door. The detector panel may be constructed as a single unit or it may 52 be constructed as a combined unit with the "Display Panel" if a "Display Panel" 1 is required in the contract. Detector switches with separate operate, test, and 2 off positions shall be provided for each field detector input circuit. A high 3 intensity light emitting diode (LED) shall be provided for each switch. The lamp 4 shall energize upon vehicle, pedestrian or test switch actuation. The test 5 switch shall provide a spring loaded momentary contact that will place a call 6 into the controller. When in the OFF position, respective detector circuits will 7 be disconnected. In the operate position, each respective detector circuit shall 8 operate normally. Switches shall be provided on the panel with labels and 9 functions as follows: 10 11 a. Display On — Detector indicator lights shall operate consistent with 12 their respective switches. 13 b. Display Off—detector indicator lights shall be de-energized. 14 15 A means of disconnecting all wiring entering the panel shall be provided. 16 17 The disconnect shall include a means to jumper detection calls when the 18 display panel is disconnected. All switches on the panel shall be marked with 19 its associated plan detector number. All markers shall be permanent 20 21 8. Insulated terminal blocks of sufficient number to provide a termination for all 22 field wiring. A minimum of 12 spare terminals shall be provided. Terminal 23 blocks shall be 600 volt, heavy duty, barrier type, except loop detector lead- 24 ins, which may be 300 volt. Each terminal shall be provided with a field-side 25 and a control-side connector separated by a marker strip. The marker strip 26 shall bear the circuit number indicated in the plans and shall be engraved. 27 Each connector shall be a screw type with No. 10 post capable of accepting 28 no less than three No. 12 AWG wires fitted with spade tips. 29 30 9. A vent fan with adjustable thermostat. The minimum CFM rating of the fan 31 shall exceed three times the cabinet volume. 32 33 10. An incandescent or fluorescent interior cabinet light mounted at the top of the 34 enclosure with door switch to automatically energize when the door opens. 35 The light shall be installed a minimum of 12 inches from the vent fan 36 thermostat. The switch shall be labeled "light." 37 38 11. All wiring within the cabinet, exclusive of wiring installed by the signal controller 39 manufacturer, shall have insulation conforming to the requirements of Section 40 9-29.3. Cabinet wiring shall be trimmed to eliminate all slack and shall be 41 laced or bound together with nylon wraps or equivalent. All terminals, shall be 42 numbered and permanently identified with PVC or polyolefin wire marking 43 sleeve consistent with the cabinet wiring diagram provided by the signal 44 controller manufacturer and the contract. The cabinet will be completely wired 45 so that the only requirement to make a field location completely operational is 46 to attach field power and ground wiring. Internal cabinet wiring shall not utilize 47 the field side connections of the terminal strip intended for termination of field 48 wires. 49 50 12. One reproducible mylar or two microfilms and four copies of the cabinet wiring 51 diagram and component wiring diagrams shall be furnished with each cabinet. 52 Each cabinet shall be equipped with a, shelf mounted roll out drawer mounted 1 directly below the controller to house one or more cabinet wiring diagrams. 2 The cabinet wiring diagram shall indicate and identify all wire terminations, all 3 plug connectors, and the locations of all equipment in the cabinet. Included in 4 the diagram shall be an intersection sketch identifying all heads, detectors, 5 and push buttons; and a phase diagram. 6 7 13. Each vehicle detector amplifier, video detection out put channel pedestrian call 8 isolation unit, phase selector, discriminator, and load switch shall be identified 9 with semi-permanent stick-on type label. The following information shall be 10 included: 11 12 a. Vehicle Detector Amplifier Channel 13 1. Loop number 14 2. Assigned phase(s) 15 b. Ped Call Isolation Unit 16 1. Push button number 17 2. Assigned phase(s) 18 c. Load Swit::nes 19 1. Signal head number 20 2. Assigned phase(s) 21 d. Phase Selectors 22 1. Circuit Letter 23 2. Phase(s) called 24 25 The label shall be placed on the face of the unit. It shall not block any switch, 26 light, or operational words on the unit. The lettering on this label shall be neat, 27 legible, and easily read from a distance of approximately 6 feet. 28 29 9-29.13(7)C Auxiliary Equipment for Type 170E, 2070, 2070 Lite, ITS/ATC 30 Controllers 31 The following requirements apply to required auxiliary equipment furnished with Type 32 170E, 170E-HC-11, 2070, 2070 Lite, ATC controller cabinets: 33 34 Flashers, flash transfer relays, conflict monitor, AC isolators, DC isolators, 35 discriminator modules, program modules, modem modules, load switches, 36 breakers, buses, police panel switches, receptacle requirement, vent fan and 37 auxiliary control panel switches shall conform to the requirements noted in the 38 California Department of Transportation document entitled "Traffic Signal Control 39 Equipment Specifications", specified in Section 9-29.13(7). 40 41 Flashing operation shall conform to Section 9-29.13(2), except the 8-second flash 42 period described in Item 2 of that section will not be required. Emergency 43 preemption shall conform to Section 9-29.13(3). 44 45 The requirements for radio interference suppressor, transient voltage protection, 46 terminal blocks, cabinet light (florescent only), cabinet wiring, wiring diagram and 47 equipment labeling are the same as previously noted for the NEMA control 48 assemblies. 49 50 Input and output terminals shall be installed with a marking strip with field wire 51 numbers noted in the contract embossed on the strip. All cabinet and field 1 conductor shall have a PVC or polyolefin wire marking sleeve installed, matching 2 the input and output terminals above. 3 4 The input panel terminal blocks TB 2 through TB 9 and associated cable to the 5 input files as described in California Department of Transportation document 6 entitled "Traffic Signal Control Equipment Specifications" dated November 19, 7 1999 shall be provided in all control assemblies. The alternate raceway specified in 8 Chapter 18 will not be allowed. 9 10 Supplemental load requirements to prevent conflict monitor actuation on lamp 11 burnout are the same as previously noted for NEMA control assemblies. 12 13 A "Display Panel", conforming to the requirements previously noted for the NEMA 14 control assemblies shall be provided when noted in the contract. 15 16 A "Detection Panel' conforming to the requirements previously noted for the NEMA 17 control assemblies shall be provided except the panel shall be a separate unit from 18 the "Display Panel." The panel shall be rack mounted above the controller and shall 19 conform to details in the contract. 20 21 A "Detector Termination and Interface Panel" shall be provided. When viewing the 22 cabinet from the back, the panel shall be located on the upper left hand side of the 23 cabinet. The panel shall be electrically located between the "Detector Panel" and 24 the C-1 connector. The panel shall utilize insulated terminal blocks and each 25 connector shall be a screw type with post. 26 27 A print holder rollout drawer shall be provided. The drawer shall be rack mounted 28 below the controller. 29 30 A "DB-9" socket shall be mounted on the rack facing the front door of the cabinet 31 and shall be easily accessible when the front door is open. The socket shall 32 provide a communication interface between a personal computer and the C-20S 33 connector on the back of the controller. The appropriate cable and C-20 plug 34 connector shall be part of this assembly to provide ease of connection to the 35 controller. 36 37 A C-2 plug with 6 feet of 22 AWG 4 conductor shielded cable shall be provided in 38 each cabinet. The cable shall be terminated on positions 3, 4, and 6 of the TB 39 terminal block. 40 41 An "Absence Of Red Programming Assembly" shall be provided. There shall be 42 provided on the back panel of the output file, 16 accessible jumper plug attachment 43 areas, made up of three male pins per position (one set of three, for each conflict 44 monitor channel). Each jumper plug shall be a three position Molex style connector, 45 using crimped wire pins. Two female pins shall be installed in each jumper plug, 46 one attached to each end of a single wire. These pins shall be installed in the 47 connector, one on the center position and one in either outer position of the plug. It 48 shall be possible, by inserting and positioning one of the 16 jumper plugs on the 49 right two pins on the monitor board, to apply 120 VAC into a corresponding 50 channel of the conflict monitor red channels. The connection between the absence 51 of red programming board and the 210 plus conflict monitor shall be accomplished 52 via a 20 pin ribbon cable and the industry standard P-20 connector, that attaches 1 on the front panel of the monitor. It shall be possible, by inserting and positioning 2 one of the 16 dumper plugs on the two left pins on the monitor board, to enable the 3 red monitor on the corresponding channel (phase). There shall be installed on the 4 absence of red programming assembly a red enable disconnect relay, that controls 5 the 120 VAC red enable signal into the 210 plus monitor. During normal operation, 6 the normally closed contacts of this relay shall supply 120 VAC into the red enable 7 input of the monitor. When energized, this red enable signal shall be removed from 8 the input disabling red monitoring. The relay shall be energized by the 9 corresponding Cl pin connection, as required by the local software, to indicate that 10 the assembly is in processor flash. 11 12 9-29.13(7)D NEMA Controller Cabinets 13 Each traffic-actuated NEMA controller shall be housed in a weatherproof cabinet 14 conforming to the following requirements: 15 16 1. Construction shall be of 0.073-inch minimum thickness series 300 stainless 17 steel or 0.125 minimum thickness 5052 H32 ASTM B209 alloy aluminum. The 18 stainless steel shall be annealed or one-quarter-hardness complying with 19 ASTM A666 stainless steel sheet.-Cabinets may be finished inside with an 20 approved finish coat of exterior white enamel the outside of aluminum cabinets 21 shall be clear anodized or as shown in the contract. 22 23 2. The cabinet shall contain shelving, brackets, racks, etc., to support the 24 controller and auxiliary equipment. All equipment shall set squarely on shelves 25 or be mounted in racks and shall be removable without turning, tilting, or 26 rotating or relocating one device to remove another. 27 28 3. The cabinet shall be of adequate size to properly house the controller and all 29 required appurtenances and auxiliary equipment in an upright position with a 30 clearance of at least 3 inches from the vent fan and filter to allow for proper air 31 flow. In no case shall more than 70 percent of the cabinet volume be used. 32 There shall be at least a 2-inch clearance between shelf mounted equipment 33 and the cabinet wall or equipment mounted on the cabinet wall. 34 35 4. The cabinet shall have an air intake vent on the lower half of the front door, 36 with a 12 inch by 16 inch by 1 inch removable throw away filter, secured in 37 place with a spring-loaded framework. 38 39 5. The cabinet door(s) shall be provided with: 40 41 a. A spring loaded construction core lock capable of accepting a Best 42 type CX series six segment core installed by others. Formed cabinets 43 shall have a three point latch. 44 45 b. A police panel assembly shall be installed in the front door and shall 46 have a stainless steel hinge pin and a lock. Two police keys with 47 shafts a minimum of 1 3/4 inches long shall be provided with each 48 cabinet. 49 50 c. All doors and police panel door shall have one piece closed cell, 51 neoprene gaskets. 52 1 d. A two position doorstop assembly. 2 3 9-29.13 (7)E Type 170E, 170E-HC-11, 2070, 2070 Lite, ATC Controller 4 Cabinets 5 The above controllers shall be housed in a Models 332, Double 332, 336, 336S, 303 6 ITS/ATC cabinets, or as specified in the contract. The surfaces of the cabinet shall be 7 clear anodized. Each door shall be furnished with a construction core lock conforming 8 to 9-29.13 (7)D 5a, b and c above. A police panel with door, stainless steel hinge pin 9 and lock shall be provided. Two police keys with shafts a minimum of 1 3/4" long shall 10 be provided with each cabinet. Each of these cabinets shall be furnished with Auxiliary 11 equipment described in 9-29.13(7)C. Type 334 cabinets for traffic data station controller 12 furnished shall meet Current Caltrans 170E specifications, as stated in Standard 13 Specifications 9-29.13(7) and as follows. Camera control and DMS local control 14 cabinets shall contain the equipment shown in the Plans. The cabinet shall have the 15 same external physical dimensions and appearance of Model 334 cabinets. 16 17 1. The cabinet shall be fabricated of stainless steel or clear anodized sheet 18 aluminum in accordance with Section 9-29.13(7)D, Item number 1. Painted 19 steel or painted aluminum is not allowed. 20 21 2. Cabinet doors shall have a three-point latch and two-position stop assembly 22 with spring loaded construction core lock capable of accepting a Best lock 23 company type, with 6-pin CX series core. The Contractor shall supply red or 24 blue construction cores. Upon contract completion, the Contractor shall deliver 25 two master keys to the Engineer. 26 27 3. Field wire terminals shall be labeled in accordance with the Field Wiring Chart. 28 29 4. Two shatterproof fluorescent interior cabinet lights with self-starting ballast 30 shall be furnished, one fixture mounted on the rear rack near the top and the 31 second mounted at the top of the front rack. Door switches shall automatically 32 turn on both lights when either door is opened. 33 34 5. One controller unit shelf, which attaches to the front rails of the EIA rack, shall 35 be provided in lieu of the two controller unit support angles. The shelf shall be 36 fabricated from aluminum and shall be installed such that it does not interfere 37 with access to any terminal block. The shelf shall contain a rollout flip-top 38 drawer for storage of wiring diagrams and manuals. 39 40 A disposable paper filter element of at least 180 square inches shall be provided in lieu 41 of a metal filter. 42 43 The cabinet shall be equipped with an electric strip heater with a rating of 100 watts and 44 120 VAC, and a ventilation fan meeting the requirements specified in Caltrans 170 45 specification. The strip heater shall be shielded in a manner that prevents damage to 46 nearby electrical cables. 47 48 The fan and strip heater shall be controlled by a high-low adjustable thermostat which 49 can be set to ensure the cabinet interior temperature remains between 60°F and 120°F 50 51 All Traffic Data and Ramp Meter Cabinets shall include the following accessories: 52 1 1. Each cabinet shall be equipped with a fully operable controller equipped as 2 specified in these Special Provisions. 3 4 2. Two input files, except on Type 303 and 336 cabinet shall be supplied, each 5 using 133 millimeters of rack height. 6 7 3. Power Distribution Assembly shall be PDA #3 as detailed in the January 1989 8 CALTRANS 170 specification, with all current amendments. 9 10 The PDA#3 shall contain three Model 200 Load Switches. 11 12 A transient voltage protection device shall be provided, which plugs into the 13 controller unit receptacle and in turn accepts the controller plug and meets the 14 electrical requirements of Section 9-29.13(7)B(3) item e. 15 16 A second transfer relay, Model 430, shall be mounted on the rear of the PDA 17 #3 and wired as shown in the Plans. 18 19 4. Police Panel shall contain only one DPDT toggle switch. The switch shall be 20 labeled POLICE CONTROL, ON-OFF. 21 22 5. Display Panel 23 24 A. General: 25 Each cabinet shall be furnished with a display panel. The panel shall be 26 mounted, showing and providing detection for inputs and specified 27 controller outputs, at the top of the front rack above the controller unit. 28 The display panel shall be fabricated from brushed aluminum and 29 constructed according to the detail in the Plans. 30 31 B. Text: 32 All text on the display panel shall be black in color and silk screened 33 directly to the panel except the Phenolic detector and cabinet nameplates. 34 A nameplate for each loop shall be engraved with a 1/4 inch nominal text 35 according to the ITS Field Wiring Charts . The nameplates shall be 36 permanently affixed to the display panel. 37 38 C. LEDs: 39 The LEDs for the display panel shall meet the following specifications: 40 41 Case size T 1-3/4 42 Viewing angle 500 minimum 43 Brightness 8 Milli candelas 44 45 LEDs with RED, YELLOW or GREEN as part of their labels shall be red, 46 yellow or green in color. All other LEDs shall be red. All LEDs shall have 47 tinted diffused lenses. 48 49 D. Detector Display Control Switch: 50 Each display panel shall be equipped with one detector display control 51 switch on the panel with labels and functions as follows: 52 1 ON 2 Detector display LEDs shall operate consistent with their separate 3 switches. 4 5 OFF 6 All detector indicator LEDs shall be de-energized. Detector calls shall 7 continue to reach the controller. 8 9 TEST 10 All detector indicator LEDs shall illuminate and no calls shall be 11 placed to the controller. 12 13 E. Advance Warning Sign Control Switch: 14 Each display panel shall be equipped with one advance warning sign 15 control switch on the panel with labels and functions as follows: 16 17 AUTOMATIC 18 Sign Relay shall energize upon ground true call from controller. 19 20 SIGN OFF 21 Sign Relay shall de-energize. 22 23 SIGN ON 24 Sign Relay shall energize. 25 26 F. Sign Relay: 27 The sign relay shall be plugged into a socket installed on the rear of the 28 display panel. The relay shall be wired as shown in the Plans. The relay 29 coil shall draw (or sink) less than 50 milliamperes from the 170E controller 30 and have a DPDT contact rating not less than 10 amperes. A 1N4004 31 diode shall be placed across the relay coil to suppress voltage spikes. The 32 anode terminal shall be connected to terminal #7 of the relay as labeled in 33 the Plans. The relay shall energize when the METERING indicator LED is 34 lit. 35 36 G. Detector Input Indicators: 37 One display LED and one spring-loaded two-position SPST toggle switch 38 shall be provided for each of the 40 detection inputs. These LEDs and 39 switches shall function as follows: 40 41 TEST 42 When the switch is in the test position, a call shall be placed to the 43 controller and energize the associated LED. The switch shall 44 automatically return to the run position when it is released. 45 46 RUN 47 In the run position the LEDs shall illuminate for the duration of each 48 call to the controller. 49 50 H. Controller Output Indicators: 51 The display panel shall contain a series of output indicator LEDs mounted 52 below the detection indicators. The layout shall be according to the detail 1 in the Plans. These LEDs shall illuminate upon a ground true output from ' 2 the controller via the C5 connector. 3 4 The output indicator LEDs shall have resistors in series to drop the 5 voltage from 24 volts DC to their rated voltage and limit current below their 6 rated current. The anode connection of each LED to +24 VDC shall be 7 wired through the resistor. 8 9 I. Connectors: 10 Connection to the display panel shall be made by three connectors, one 11 pin (labeled P2) and one socket (labeled P1) and one labeled C5. The P1 12 and P2 connectors shall be 50-pin cannon D series, or equivalent 50 pin 13 connectors and shall be compatible such that the two connectors can be 14 connected directly to one another to bypass the input detection. Wiring for 15 the P1, P2 and C5 connectors shall be as shown in the Plans. 16 17 The Contractor shall install wire connectors P1, P2, C1 P, C2, C4, C5 and 18 C6 according to the pin assignments shown in the Plans. 19 20 6. Model 204 Flasher Unit 21 Each Model 334 ramp meter cabinet shall be supplied with one Model 204 22 sign flasher unit mounted on the right rear side panel. The flasher shall be 23 powered from T1-2. The outputs from the flasher shall be wired to T1-5 and 24 T1-6. 25 26 7. Fiber Optic Patch Panel 27 The contractor shall provide and install a rack-mounted fiber optic patch panel 28 as identified in the Plans. 29 30 Cabinet Wiring 31 1. Terminal blocks TB1 through TB9 shall be installed on the Input Panel. 32 Layout and position assignment of the terminal blocks shall be as noted in 33 the Plans. 34 35 Terminals for field wiring in traffic data and/or ramp metering controller 36 cabinet shall be labeled, numbered and connected in accordance with the 37 following: 38 39 Terminal Terminal and Connection 40 Block Pos. Wire Numbers Identification 41 42 TBS 501-502 AC Power, Neutral 43 571 Neutral 44 T1-2 641 Sign on 45 T1-4 643 Sign off 46 T1-5 644 Flasher Output NC 47 T1-6 645 Flasher Output NO 48 T4-1 631 Lane 3 - Red 49 T4-2 632 Lane 3 - Yellow 50 T4-3 633 Lane 3 - Green 51 T4-4 621 Lane 2 - Red 52 T4-5 622 Lane 2 - Yellow 1 T4-6 623 Lane 2 - Green 2 T4-7 611 Lane 1 - Red 3 T4-8 612 Lane 1 - Yellow 4 T4-9 613 Lane 1 - Green 5 6 Loop lead-in cables shall be labeled and connected to cabinet terminals 7 according to the ITS Field Wiring Chart. This chart will be provided by the 8 Engineer within 20 days of the Contractor's request. 9 10 9-29.14 Vacant 11 12 9-29.15 Flashing Beacon Control 13 Flashers shall conform to the latest NEMA publication, and shall be solid state. When 14 used as a beacon control, they shall be jack mounted and installed in raintight 15 aluminum or hot dipped galvanized steel cabinet. 16 17 9-29.16 Vehicular Signal Heads 18 Each signal head shall be of the adjustable, vertical type with the number and type of 19 lights detailed in the contract; shall provide a light indication in one direction only; shall 20 be adjustable through 360 degrees about a vertical axis; and shall be mounted at the 21 location and in the manner shown in the plans. Except for optically programmed signal 22 heads, all vehicular signal heads at any one intersection shall be of the same make and 23 type. 24 25 9-29.16(1) Optically Programmed, Adjustable Face, 12 Inch Traffic Signal 26 The signal shall permit the visibility zone of the indication to be determined optically and 27 require no hoods or louvers. The projected indication may be selectively visible or veiled 28 anywhere within 15 degrees of the optical axis. No indication shall result from external 29 illumination, nor shall one light unit illuminate a second. The display shall be maintained 30 from 85 VAC to 130 VAC. 31 32 9-29.16(1)A Optical System 33 The components of the optical system shall comprise: 34 35 1. Lamp, 36 2. Lamp Collar, 37 3. Optical Limiter-Diffuser, and 38 4. Objective Lens. 39 40 The lamp shall be nominal 150 watt, 120 volt AC, three prong, sealed beam having an 41 integral reflector with stippled cover and an average rated life of at least 6,000 hours. 42 The lamp shall be coupled to the diffusing element with a collar including a specular 43 inner surface. The diffusing element may be discrete or integral with the convex surface 44 of the optical limiter. 45 46 The optical limiter shall provide an accessible imaging surface at focus on the optical 47 axis for objects 900 to 1,200 feet distant, and permit an effective veiling mask to be 48 variously applied as determined by the desired visibility zone. The optical limiter shall be 49 provided with positive indexing means and composed of heat-resistant glass. 50 1 The objective lens shall be a high resolution planar incremental lens hermetically sealed 2 within a flat laminant of weather resistant acrylic or approved equal. The lens shall be 3 symmetrical in outline and may be rotated to any 900 orientation about the optical axis 4 without displacing the primary image. 5 6 The optical system shall accommodate projection of diverse, selected indicia to ' 7 separate portions of the roadway such that only one indication will be simultaneously 8 apparent to any viewer after optically limiting procedures have been accomplished. The 9 projected indication shall conform to ITE transmittance and chromaticity standards. 10 11 9-29.16(1)B Construction 12 Die cast aluminum parts shall conform to ITE alloy and tensile requirements and have a , 13 chromate preparatory treatment. The exterior of the signal case, lamp housing, and 14 mounting flanges shall be finished with a high quality, baked enamel prime and finish 15 paint. 16 17 The lens holder and interior of the case shall be optical black. 18 19 Signal case and lens holder shall be predrilled for backplates and visors. Hinge and 20 latch pins shall be stainless steel. All access openings shall be sealed with weather 21 resistant rubber gaskets. 22 23 Backplates shall conform to ITE material requirements and include a chromate 24 preparatory treatment and optical black on all surfaces. 25 26 9-29.16(1)C Mounting 27 The signal shall mount to standard 1 1/2 inch fittings as a single section, as a multiple 28 section face, or in combination with other signals. The signal section shall be provided 29 with an adjustable connection that permits incremental tilting of at least 00 to 10°-above 30 or below the horizontal while maintaining a common vertical axis through couplers and 31 mounting. Terminal connection shall permit external adjustment about the mounting 32 axis in five degree increments. The signal shall be mountable with ordinary tools and 33 capable of being serviced with no tools. 34 35 Attachments such as visors, backplates, or adapters shall conform and readily fasten to 36 existing mounting surfaces without affecting water and light integrity of the signal. 37 38 9-29.16(1)D Electrical 39 The lamp fixture shall be comprised of a separately accessible housing and integral 40 lamp support, indexed ceramic socket, and self-aligning, quick release lamp retainer. 41 The electrical connection between case and lamphousing shall be accomplished with 42 an interlock assembly which disconnects lamp holder when opened. Each signal 43 section shall include a covered terminal block for clip or screw attachment of lead wires. 44 Concealed No. 18 AWG-AWM, stranded and coded wires shall interconnect all sections 45 to permit field connection within any section. 46 47 9-29.16(1)E Photo Controls 48 Each signal section shall include integral means for regulating its intensity between 49 limits as a function of individual background illumination. Lamp intensity shall not be 50 less than 97 percent of uncontrolled intensity at 1,000 ft-c ambient and shall reduce to 51 15 plus or minus 2 percent of maximum at less than 1 ft-c ambient. Response shall be 1 proportional and essentially instantaneous to any detectable increase of illumination 2 from darkness to 1,000 ft-c ambient and damped for any decrease from 100 ft—c 3 ambient. 4 5 The intensity controller shall comprise an integrated, directional light, sensing and 6 regulating device interposed between lamp and line wires. It shall be compatible with 60 7 Hz input and responsive within the range 105 VAC to 135 VAC. Output may be phase 8 controlled, but the device shall provide a nominal terminal impedance of 1,200 ohms 9 open circuit and a corresponding holding current. 10 11 9-29.16(1)F Installation 12 The signal shall be installed, directed, and veiled in accordance with published 13 instructions and the project visibility requirement. Each section of the signal shall be 14 masked with prescribed materials in an acceptable and workmanlike manner. 15 16 9-29.16(2) Conventional Traffic Signal Heads 17 18 9-29.16(2)A Optical Units 19 Light Emitting Diode (LED) light sources are required for all red and green displays. 20 LED light sources for yellow displays are required as specified in the contract. LED 21 light sources must conform to the current Vehicle Traffic Control Signal Heads, Part 2 22 (VTCSH2) ITE Specification and the following requirements: 23 24 1. Wattage (Maximum): 12 inch red, yellow and green ball displays - 25 W 12 25 inch red, yellow and green arrow displays - 15W 8 inch red, yellow and green 26 ball displays - 15W 27 28 2. Voltage: The operation voltages shall be between 85 VAC and 130VAC. 29 30 3. The LED display shall be a module type and shall replace the lens, socket, 31 bail, reflector and be directly connected to the terminal strip in the signal head. 32 33 4. Warranty: A five-year written manufacture's warranty from date of installation 34 on parts and materials will be required. A $50.00 installation charge shall be 35 paid by the supplier to the Contracting Agency, if the display fails within one 36 year of installation. 37 38 5. Label: A label shall be provided on the LED housing. The contractor shall 39 mark the label with a permanent marker to note the installation date. 40 41 Incandescent light sources are required for yellow displays, unless otherwise specified 42 in the contract. Incandescent light sources shall conform to the current Vehicle Traffic 43 Control Signal Heads (VTCSH) ITE Specification and the following requirements: 44 45 1. Light Source: (8 inch Clear Bulb, A21/TS with brass medium base), (12 inch 46 clear bulb, P25/TS with brass medium base). 47 48 2. Voltage: 120 VAC. 49 50 3. Rated Initial Lumens at 120 VAC: (8 inch — 550), (12 inch- 1750). 51 52 4. Minimum Initial Lumens at 120 VAC: (8 inch — 550), (12 inch —1650). 1 1 2 5. Light Center: ( 8 inch, 2 7/16 inch), (12 inch, 3 inch). 3 '4 6. Minimum Life: 8,000 hours. 5 6 7. Orientation: the bulb shall be installed with the opening between the filaments 7 up. 8 9 8. Operation: The bulb shall operate properly form (-40°F to 170 0F). 10 11 9. Lens: the lens material shall be prismed glass. The lens shall be secured to 12 the housing with four noncorrosive clips. The lens shall have a neoprene 13 gasket making the display weather and dust tight. 14 15 10. Reflector: The reflector shall be specular aluminum with anodic coating. 16 17 11. Reflector Support: The reflector support shall be pivoted to the housing, and 18 shall be designed so that it can be swung out or easily removed without the 19 use of any tools. 20 21 9-29.16(2)B Signal Housing 22 The signal head housing, or case, shall consist of an assembly of separate sections, 23 expandable type for vertical mounting, substantially secured together in a weathertight 24 manner to form a unit of pleasing appearance. Each section shall house an individual 25 optical unit. 26 27 Each section shall be complete with a one-piece, corrosion-resistant aluminum alloy die 28 cast door and shall have a nominal 8-inch or 12-inch diameter opening for the lens. ' 29 Each door shall be of the hinged type having two integrally cast hinge lugs and latch 30 jaw. The door shall be attached to the housing by means of two noncorrosive, stainless 31 steel hinge pins that are removable without the use of a special press or tool. A 32 noncorrosive, stainless steel, threaded latch bolt and matching wing nut shall provide 33 for opening and closing the door without the use of any special tools. Each door shall 34 have a cellular neoprene gasket around the entire outer edge of the door, which, when 35 the door is closed, shall make a positive weather and dust-tight seal. Each door shall 36 have four tapped holes spaced about the circumference of the lens opening with four 37 noncorrosive screws to accommodate the signal head visors. Each door shall have 38 some device such as washers, clips, or keys, or be constructed so as to keep it from 39 dismounting from the housing accidentally when it is open. 40 41 The body of each signal section shall consist of a one piece corrosion resistant, die cast 42 aluminum alloy. Each section shall have serrated rings top and bottom so when used 43 with proper brackets, each section may be adjustable in respect to an adjoining section, 44 and the hangers may be locked securely to prevent moving. Cast integrally with the 45 housing shall be two hinge lugs and one latch jaw. The top and bottom of the housing 46 shall have an opening to accommodate standard 1 1/2 -inch pipe brackets. The 47 sections shall be so designed that when assembled, they interlock with one another 48 forming one continuous weathertight unit. The sections shall be interchangeable and 49 shall be dust and weathertight when assembled with the door and appropriate furnished 50 hardware. 51 1 A terminal block of an approved type shall be mounted inside at the back of the 2 housing. All sockets shall be so wired that a white wire will be connected to the shell of 3 the socket and a wire, the color of the lens, to the bottom, or end terminal of the socket. 4 These wires shall in turn be connected to the terminal block mounted in the housing, in 5 the proper manner. The terminal block shall have sufficient studs to terminate all field 6 wires and lamp wires independently to the block with separate screws. The terminals to 7 which field wires are attached shall be permanently identified to facilitate field work. 8 9 Each lens shall be protected with a removable visor. The visor shall be tunnel type 10 unless noted otherwise in the contract. Tunnel, cap, and cut away type visors shall be ` 11 molded using ultraviolet and heat stabilized polycarbonate plastic or be constructed of 12 .050 inch corrosion resistant aluminum material throughout as specified in the contract 13 or as directed by the engineer. Visors shall be flat black in color inside and shall be flat 14 black or dark green on the outside. Visors shall have attaching ears for installation to 15 the housing door. The signal display shall have square doors. End caps shall be made 16 from aluminum or plastic material and shall be installed with fittings to provide a 17 watertight seal. A bead of silicone sealant shall be applied around the perimeter of all 18 top end cap openings prior to installation of the end cap assembly. Plastic end caps 19 shall utilize a threaded stud with seal and wing nut. Plastic end caps utilizing a metal 20 screw that may damage the cap if overtightened will not be allowed. Plastic end caps 21 shall have the same color as the signal housing. 22 23 9-29.16(2)C Louvered Visors 24 Where noted in the Contract, louvered tunnel visors shall be furnished and installed. 25 Directional louvers shall be constructed to have a snug fit in the signal visor. Louvers 26 shall be flat black, constructed of aluminum. Dimensions and arrangement of louvers 27 shall be as shown in the contract. 28 29 9-29.16(2)D Back Plates 30 Back plates shall be furnished and attached to the signal heads. Back plates shall be 31 constructed of 5 inch wide .050 inch thick corrosion resistant flat black finish, louvered 32 aluminum as specified in the contract or as directed by the engineer . 33 34 9-29.16(2)E Painting Signal Heads 35 Traffic signal heads shall be finished with two coats of factory applied dark green 36 (Federal Standard 595B) baked enamel or shall be finished with a dark green oven 37 baked powder coating comprised of resins and pigments. Aluminum end caps shall be 38 painted to match the color of the signal housing. 39 40 9-29.16(3) Polycarbonate Traffic Signal Heads 41 Polycarbonate signal heads shall be provided only when specifically identified in the 42 contract. With the exception of top and bottom bracket mountings, polycarbonate signal 43 heads shall be installed with approved reinforcing plates located in signal sections 44 adjacent to the mounting hardware. 45 46 9-29.16(3)A 8-Inch Polycarbonate Traffic Signal Heads 47 Polycarbonate employed in traffic signal fabrication shall tolerate an elongation prior to 48 break in excess of 90 percent. The green color shall be molded throughout the head 49 assembly. Glass lenses shall be employed in the signal heads. The optical system shall 50 be of the fixed focus type for 67 to 69 watt bulbs. The entire optical system shall be 51 sealed by a single neoprene gasket. Alzak aluminum reflectors will be permitted in 1 polycarbonate traffic signal head assemblies. The signal head shall be formed to be 2 used with standard signal head mounting accessories. The optical system shall be 3 consistent with ITE requirements. 4 5 9-29.16(3)B 12-Inch Polycarbonate Traffic Signal Heads 6 Twelve-inch polycarbonate signal heads shall conform to all requirements of the 8-inch ' 7 polycarbonate signal heads except the optical system shall be designed for a 1750 8 lumen traffic signal lamp. 9 '10 9-29.17 Signal Head Mounting Brackets and Fittings 11 Vehicle and pedestrian signal head mountings shall be as detailed in the Standard 12 Plans. Material requirements for signal head mounts are as follows: , 13 14 Aluminum 15 1. Hinge fittings for Type E mount. 16 2. Arms and slotted tube fittings for Type N mount. 17 3. Tube clamp and female e clam assembly for T yp e N mount. 18 19 Bronze 20 1. Terminal compartments for Type A, B, C, F, H, and K mounts. 21 2. Collars for Type C, D, and F mounts. 22 3. Ell fittings for Type L and LE mounts. 23 4. Plumbizer for type M mounts 24 5. Messenger hanger and wire entrance fittings for Type P, Q, R, and S mounts. 25 6. Balance adjuster for Type Q, R, and S mounts. 26 27 Galvanized Steel 28 1. Washers for Type A, B, C, D, F, H, and K mounts. , 29 2. Fasteners for Type A, B, E, H, and K mounts. 30 31 Stainless Steel ' 32 1. All set screws and cotter Keys. 33 2. Bands for Type N mount. 34 3. Hinge pins for Type E mount. , 35 4. Bolts, nuts and washers for Type M mount. 36 5. Bolt, nut and washers for Type L mount. 37 6. Bolts, nuts, washers, and screw buckle swivels. 38 39 Steel 40 1. Center pipes, nipples, elbow and tee fittings for Type A, B, C, F, H, and K 41 mounts. 42 2. Multi-head mounting assemblies and spider assemblies for Type Q, R, and S 43 mounts. 44 3. Nipples for Type L, LE, P, Q, R, and S mounts. 45 46 Fittings for Type N mounts shall be installed unpainted. All other hardware for other 47 mounts shall be painted with two coats of factory applied traffic signal green baked 48 enamel. 49 50 Pins for messenger hanger fittings shall be a minimum of 1/2 inch in diameter. 51 Terminal compartments for Type A, B, C, F, H, and K mounts shall contain a 12 section 52 terminal block. 1 2 9-29.18 Vehicle Detector 3 Induction loop detectors and magnetometer detectors shall comply with current NEMA 4 specifications when installed with NEMA control assemblies and shall comply with the 5 California Department of Transportation document entitled "Transportation Electrical 6 Equipment Specifications," specified in Section 9-29.13(7) when installed with Type 170 7 2070, 2070 Lite, ITS/ATC control assemblies. 8 9 9-29.18(1) Induction Loop Detectors 10 When required in the contract, amplifier units shall be provided with supplemental 11 timing features identified as follows: 12 13 1. Delay Timing. When delay timing is required, the unit shall delay detector 14 output for up to 15 seconds minimum, settable in one second maximum 15 intervals. 16 17 2. Delay Timing With Gate. When delay timing with gate is required, the unit shall 18 provide delay timing features as noted above with the additional capability of 19 inhibiting delay timing when an external signal is applied. 20 21 3. Extension Timing. When extension timing is required, the unit shall extend the 22 detector output for up to 7 seconds minimum, settable in 0.5 second minimum 23 intervals. 24 25 4. Delay and Extension Timing With Gate. When delay and extension timing with 26 gate is required, the unit shall provide both delay and extension timing 27 features as noted above with the additional capability of inhibiting delay while 28 enabling extension upon application of an external signal. Without external 29 signal, the unit shall inhibit extension and enable delay. 30 31 9-29.18(2) Magnetometer Detectors 32 Magnetometer detector units and sensors shall conform to the following specifications: 33 34 1. Operation. The magnetometer detector unit shall respond to changes in the 35 earth's local magnetic field caused by the passage of a vehicle containing iron 36 or steel over the sensor unit. 37 38 2. Environmental Requirements. Satisfactory operation shall be attained over the 39 ambient temperature range from -30° F to 160° F. Operation shall be 40 unaffected by temperature change, water, ice, pavement deterioration, or 41 electromagnetic noise. 42 43 3. Modes of Operation. Each detector channel shall be capable of functioning in 44 any of four front-panel selectable modes: 45 46 a. Presence. Time of detection shall be unlimited. 47 48 b. Extended Presence. The detection output shall extend for a timer set 49 value of up to 5 seconds after the detection zone has cleared. 50 1 c. Pulse. A single 30 to 50 millisecond pulse will be generated per ' p 9 p 2 detection actuation. 3 ,4 d. Inhibited Pulse. The detection output will be inhibited for a time set 5 value of up to 5 seconds after the detection zone has cleared. 6 ,7 4. Response Time. Pick up and drop out times shall be consistently within 10 8 milliseconds. 9 10 5. Approach Speed. The unit shall be capable of detecting vehicles traveling from 11 0 to 80 miles per hour. 12 13 6. Sensor Probes. Each channel of the detector unit shall be capable of r 14 operating up to three sensing probes. 15 16 9-29.19 Pedestrian Push Buttons 17 Where noted in the contract, pedestrian push buttons of substantially tamper-proof 18 construction shall be furnished and installed. They shall consist of a 2-inch nominal 19 diameter mushroom plunger and a momentary contact switch assembled with the push 20 button sign shown in the plans. The switch may have snap action contacts, or magnetic, 21 or piezoelectric switch, or actuated by a three bladed beryllium copper spring, and shall 22 be rated 10 amperes, 125 volts. 23 24 The plunger may have an LED to indicate that a pedestrian call has been registered. 25 26 The switch assembly shall be warranted, by the manufacturer for three years, including 27 damage due to vandalism, from date of installation. The warranty shall include $50.00 28 for installation cost. 29 30 The pedestrian push-button assembly shall be constructed and mounted as detailed in 31 the contract. 32 33 9-29.20 Pedestrian Signals 34 Pedestrian signals shall be either incandescent or neon-grid type, as specified in the 35 contract. Pedestrian signals shall conform to ITE Standards (Standard for Adjustable 36 Face Pedestrian Signal Heads, 1975). 37 38 The Pedestrian signal heads shall be on the QPL or A Certificate of Compliance shall 39 be submitted by the manufacturer with each type of signal head. The certificate shall 40 state that the lot of pedestrian signal heads meets the following requirements: 41 42 All pedestrian signal heads shall be Neon Grid type or Incandescent with Light Emitting ` 43 Diode (LED) or LED Walk/ Don't Walk module. 44 45 All pedestrian displays shall comply with ITE publication ST 011 B, VTCSH2 or current 46 ITE specification and the current draft or adopted Caltrans pedestrian LED displays and 47 following requirements: ' 48 49 All pedestrian signals supplied to any one project shall be from the same 50 manufacturer and type but need not be from the same manufacturer as the vehicle 51 heads. 52 1 Word messages, when specified, shall provide letters a minimum of 4 1/2 inches 2 high. Symbol messages, when specified, shall be a minimum of 12 inches high 3 and 7 inches in width. 4 5 Housings shall be green polycarbonate or die-cast aluminum and the aluminum 6 housings shall be painted with two coats of factory applied traffic signal green 7 enamel (Federal Standard 5956). All hinges and latches and interior hardware 8 shall be stainless steel. 9 10 9-29.20(1) LED Pedestrian Displays 11 Optical units for traffic signal displays shall conform to the following: 12 13 1. Light emitting diode (LED) light sources are required for 12 inch Portland 14 Orange Hand and may be installed for the Lunar White Walking Man. LED 15 displays shall conform to the following: 16 17 a. Wattage (Maximum): 12 inch Portland Orange Hand 15 watts 12 18 inch Lunar White walking Man 15 watts 19 20 b. Voltage: The operating voltages shall be between 85 VAC and 135 21 VAC. 22 23 c. Temperature: Temperature range shall be -35° F to +165° F. 24 25 d. LEDs shall be driven at no more than 50% of their rated amperage. 26 27 e. 12 inch Portland Orange Hand Circuit Configuration: 28 29 LEDs shall be connected to form multiple series circuits, with a 30 minimum of 2 circuits. All series circuits shall be interconnected at 31 intervals forming subcircuits not exceeding 15 LEDs each. These 32 subcircuits shall limit the number of extinguished LEDs to no more 33 than 10% of the total on the display in the event of a single LED 34 failure. 35 36 f. 12 inch Lunar White Walking Man 1 Circuit Configuration: LEDs shall 37 be connected to form multiple series circuits, with a minimum of 1 38 circuits. All series circuits shall be interconnected at intervals forming 39 subcircuits not exceeding 15 LEDs each. These subcircuits shall limit 40 the number of extinguished LEDs to no more than 10% of the total on 41 the display in the event of a single LED failure. 42 43 g. Color testing shall be conducted after 30 minutes of continuous 44 operation. 45 46 h. QUV Exposure Test: The test shall be performed with a QUV 47 instrument manufactured by Q Panel Corporation. 48 49 9-29.20(2) Neon Grid Type 50 Neon grid pedestrian heads shall be solid state type and shall be supplied with Z crate 51 visors. Z crate visors shall have 21 members at 45 degrees and 20 horizontal members. 52 1 Neon tubing shall be enclosed and shock-mounted inside a rugged plastic module. The 2 unit shall be 1 1/2 inches deep. Members shall be constructed of 0.03-inch thick black 3 polycarbonate plastic. 4 5 A combination switch/ fuse holder shall be provided for each transformer. Each unit 6 shall provide a grounding terminal. ' 7 8 Transformers shall provide recessed secondary contacts and integral Pyrex glass 9 electrode housing. ' 10 11 9-29.21 Flashing Beacon 12 Flashing beacons shall be installed as detailed in the Plans, as specified in the Special 13 Provisions, and as described below: 14 15 Controllers for flashing beacons shall be as specified in Section 16 9- 29.15. 17 18 Beacons shall consist of single section, 8-inch or 12-inch traffic signal heads, three 19 or four-way adjustable, meeting all of the applicable requirements of Section 9- 20 29.16. 12 inch yellow displays shall be dimmed 50% after dark. 21 22 Mounting brackets, mountings, and installation shall meet all applicable , 23 requirements of Section 9-29.17. 24 25 Lenses shall be either red or amber, glass or polycarbonate as noted in the Plans 26 or as determined by the Engineer. 27 28 9-29.22 Vacant 29 30 9-29.23 Vacant 31 32 9-29.24 Service Cabinets 33 In addition to the requirements for service cabinets indicated in the contract, the 34 following requirements shall apply: 35 36 All electrical conductors, buss bars, and conductor terminals shall be copper. 37 Conductor insulation shall be either THW, XHHW, USE, or SIS. 38 39 If field wiring larger than that which the contactors or breakers will accommodate is 40 required by the contract, a terminal board shall be supplied for use as a splicing 41 block. 42 43 The minimum size of all other load carrying conductors used within the service 44 cabinets shall be based on the National Electrical Code ampacity tables for not 45 more than three conductors in a raceway or cable. 46 47 Type B, B Modified, C, D, and E Cabinets shall have ventilation louvers on the ' 48 lower sides complete with screens. Type D, and E shall also have rain-tight cabinet 49 vents with screens at the top. Cabinet vents shall be gasketed. 50 1 The Type B modified cabinets shall have provision for a future double pole circuit 2 breaker. Type D, and E cabinets shall have two future double pole circuit breakers. 3 The dead front cover shall have cutouts with covers for this provision. The 4 receptacle shall be ground fault interrupter equipped. 5 6 The minimum size of control circuit conductors used in service cabinets shall be 7 No. 14 AWG. 8 9 All electrical contactors shall have the loadside terminals toward the front (door 10 side) of the service cabinet. 11 12 The lighting contactors used shall be specifically rated for tungsten fluorescent and 13 mercury arc lamp loads. 14 15 All service enclosures shall be fabricated from steel or aluminum. If aluminum, they 16 shall be fabricated from 0.125 inch (minimum) 5052 H 32 ASTM designator or 17 B209 aluminum. If steel, they shall be fabricated from 12 gage (minimum) steel, 18 hot dipped galvanized per AASHTO M 111. 19 20 All doors and dead front panels installed in service cabinets shall incorporate a 21 piano hinge placed in a vertical plane. Service doors shall be sealed with closed 22 cell gasket material. The side opposite the hinge shall be secured with quarter turn 23 screws or slide latch. No electrical devices shall be connected to the dead panel. 24 However, every switch serviced through the dead front panel shall be appropriately 25 identified with its respective circuit designation by means of a screwed or riveted 26 engraved name plate. Such circuit identification shall be submitted for approval 27 together with the appropriate fabrication drawings. Dead front panels shall be 28 intended to provide security only to the switching segment of the service enclosure 29 and shall not cover the electrical contactor portion. 30 31 A typed index of all circuits shall be mounted on the cabinet door. Each index shall 32 show an entire panel section without folding. Index holders shall have metal returns 33 on the sides and bottom. A schematic of the main panel, any subpanels, circuits, 34 and control circuits shall be provided. The schematic shall be plastic coated and 35 secured in a metal holder. 36 37 9-29.24(2) Electrical Circuit Breakers and Contactors 38 Lighting contactors shall be rated 240 volts maximum line to line, or 277 volt maximum 39 line to neutral voltage for tungsten and ballasted lamp loads on 120/240/277 volt 40 circuits, whichever is applicable, or they shall be rated 480 volt maximum line to line 41 voltage for higher than 277 volt circuited tungsten or ballasted lamp loads. 42 43 As an alternate to the lighting contactor, the Contractor may furnish a double contact 44 mercury relay. The relay ampere rating shall equal or exceed the rating noted in the 45 contract. The relay shall be normally open and shall be rated for up to 480 VAC 46 resistive. The unit shall have a molded coil enclosure rated for 120 VAC. The contacts 47 shall be evacuated, backfilled with an inert gas and shall be hermetically sealed. The 48 electrode shall be one piece with Teflon wear rings on the internal plunger assembly. All 49 contact terminals and coil connection clamps shall be U.L. approved. 50 51 Circuit breakers shall be 240 or 277 volt maximum rated for 120/240/277 volt circuits, 52 whichever is applicable, and shall have an interrupting capacity (R.M.S. — symmetrical) 1 of not less than 10,000 amperes. They shall have not less than 480 volt rated for ' 2 circuits above 277 volts and shall have an interrupting capacity (R.M.S. — symmetrical) 3 of not less than 14,000 amperes. Circuit breakers shall be bolt-on type. ' 4 5 9-29.25 Amplifier, Transformer, and Terminal Cabinets 6 Amplifier, terminal, and transformer cabinets shall conform to the contract, NEMA 4 7 requirements and the following: 8 9 1. All cabinets shall be constructed of welded 14 gage (minimum) hot dipped , 10 galvanized sheet steel, 0.073 type 316 stainless steel or 0.125 inch aluminum 11 (5052 alloy). 12 13 2. Nominal cabinet dimensions shall be: 14 15 Depth Height Width 16 a. Terminal 8" 16" 12" 17 b. Terminal 8" 24" 18" 18 c. Transformer 12" 18" 18" 19 Up to 3.0 KVA 20 Transformer 2 20" 40" 24" 21 3.1 to 12.5 KVA 22 Transformer 3 30" 60" 32" 23 12.6 to 35 KVA 24 25 3. Cabinet doors shall be gasketed with a one-piece closed cell neoprene gasket , 26 and shall have a stainless steel piano hinge. The door shall also be provided 27 with a three point latch spring loaded construction core lock capable of 28 accepting a Best six pin CX series core. The locking mechanism shall provide 29 a tapered bolt. The contractor shall supply red or blue construction cores, with 30 two master keys, the keys shall be delivered to the engineer. 31 32 4. All seams shall be continuously welded. 33 34 5. All cabinets shall provide a door flange. 35 36 6. Transformer cabinets shall provide a 9-square inch minimum louvered vent. 37 38 7. One spare 12-position terminal block shall be installed in each terminal cabinet 39 and amplifier cabinet. 40 41 8. Each Terminal, Amplifier and Transformer cabinet shall have 1/8 inch drain 42 holes in back corners. 43 44 9. Mounting shall be as noted in the contract. 45 46 10. The cabinet shall have two separate compartments, one for the transformer 47 and one for the power distribution circuit breakers. Each compartment shall 48 enclosed with a dead front. Each breaker shall be labeled with the device 49 name. 50 1 SECTION 9-30, WATER DISTRIBUTION MATERIALS 2 August 5, 2002 3 9-30.1(2) Vacant 4 This section including title is revised to read: 5 6 9-30.1(2) Polyethylene Encasement 7 Polyethylene encasement shall be tube-form meeting the requirements of ANSI/AWWA 8 C105 and shall be high-density, cross-laminated polyethylene film, natural or black 9 color. 10 11 9-30.1(5)A Polyvinyl Chloride (PVC) Pipe (4 Inches and Over) 12 The first sentence in the first paragraph is revised to read: 13 14 PVC pipe for water mains shall meet the requirements of ANSI/AWWA C900 or 15 ANSI/AWWA C905. 16 17 New Section 9-30.1(6) is added: 18 19 9-30.1(6) Polyethylene (PE) Pressure Pipe (4 inches and over) 20 PE pressure pipe for water mains shall meet the requirements of ANSI/AWWA C906. 21 Pipe materials shall be high-density polyethylene PE3408 conforming to a minimum cell 22 class 345464 C, D or E per ASTM D 3350. Pipe diameter shall be either iron pipe size 23 per Table 3 and Table 5 or ANSI/AWWA C906. Pipe pressure class shall be as listed 24 in Table 9 of ANSI/AWWA C906 for DR 9 PE3408 material. 25 26 9-30.2(4)A Steel Pipe (6 Inches and Over) 27 This section is revised to read: 28 29 Fittings for steel pipe 6 inches and larger shall be bell and spigot or welded to match 30 the pipe joints. Welded joints shall conform to AWWA C206. Field couplings shall be 31 bolted, sleeve-type for plain-end pipe conforming to AWWA C219. Expansion joints 32 shall be fabricated steel mechanical slip-type conforming to AWWA C221. 33 34 When flanges are required, they shall conform to AWWA C207. Linings and coatings 35 for fittings shall be the same as specified for the adjacent pipe. 36 37 9-30.2(8) Restrained Flexible Couplings 38 This section is revised to read: 39 40 Restrained flexible couplings shall be locking type couplings in accordance with the 41 Plans or Special Provisions. Any couplings that utilize set screws tightened against the 42 outside pipe wall are not acceptable. Coupling shall be epoxy coated. 43 44 New section 9-30.2(9) is added: 45 46 9-30.2(9) Grooved and Shouldered Joints 47 Grooved and shouldered joints shall conform to AWWA C606. Rigid or flexible grooved 48 or shouldered joints shall be as specified in the Special Provisions." 49 50 New section 9-30.2(10) is added: 1 2 9-30.2(10) Polyethylene (PE) Pipe (4 inches and over) 3 Fittings for PE pipe shall meet the requirements of ANSUAWWA C906. Pipe material , 4 shall be high-density polyethylene PE3408 conforming to minimum cell class 345464 5 C,D or E per ASTM D 3350. Pipe diameter shall be either iron pipe size per Table 3 6 and Table 5 of ANSI/AWWA C906 or ductile iron pipe size per Table 7 and Table 8 of 7 ANSI/AWWA C 906. Pipe pressure class shall be as listed in Table 9 of ANSI/AWWA 8 C 906 for DR 9 PE3408 material. 9 '10 New section 9-30.2(11) is added: 11 12 9-30.2(11) Fabricated Steel Mechanical Slip-Type Expansion Joints 13 Fabricated steel mechanical slip-type expansion joints shall meet the requirements of 14 ANSI/AWWA C221. Buried expansion joints to connect ductile iron or PVC pipe shall 15 be ductile iron. Buried expansion joints for connecting steel pipe to steel pipe shall be 16 steel. 17 18 9-30.3(5) Valve Marker Posts 19 The reference to "meters" in the third paragraph is revised to "feet and inches". 20 21 SECTION 9-31, ELASTOMERIC BEARING PADS 22 April 1, 2002 23 9-31.1 Requirements 24 The fourth paragraph is revised to read: 25 26 Steel shims shall conform to ASTM A 1011, Grade 36, unless otherwise noted. 27 28 APPENDIX A-SAMPLE FORMS CITY OF RENTON SAMPLES APPENDIX A SAMPLE FORMS DOCUMENTS IN THE FOLLOWING FORMS MUST BE SUBMITTED BY THE CONTRACTOR TO CITY. 2003 SLURRY SEAL APPENDIX A - SAMPLE FORMS Forms a Washington State Department of Transportation Request to Sublet Work Subcontraror ❑ Agent Pnme Contractor (Federal E-npioyer I.D.No. State Cuntrac:No. i Job Description(Title) I Request\o. j Approval is Requested to Sublet the Following Described Work tot SubcontractororAgent I Fed erai Lim ployerl.D.No. ' Address teteoaone Flo. IT y City State Zip I Estimated Starting Date Il�ro FNe..r Enpiover rD fro.vK o�rwr.Saul Seann fNe. . Work to be Sublet Item No. Partial I Item Description Amount Prime Contractor Signature Date I understand and will insure that the subcantractar mill cawrply fully wrh the plain and spmncatia s urmcrwicich this wart is&nnT per formnL This Area for Department of Transportation Use Only Percent of Total Contract ❑ DBE ❑ MBE ❑ WBE This Request !. Remarks: Previous Requests 9. Sublet to Date 9. Project Engineer Date Approved District Construction Engineer Date ❑ Approved (when required) ocr.It di1 Oa 0w wrta-Oirwa GaaMaa•Gaw.ana E.q.w frw..w#.�[rt1.... Constructfon Manua! Page 11-93 APPENDIX A — SAMPLE FORMS ,,,,,,, Forms Aw ir � r 'N N � C�. E�a LLI � � ,ym..i I 1 I�••� I I �r. � 1 j�e I I �f� I I �re I V C f iL�'F'� I I aY'1 mot- CT ( s:�' I ow o E Fir. •7- e!--5 1 cis: r.'` ow • • !_ }ir,: ji: rye�,rr,�r�� ;f3�w. N/" O C e,( jt•_ ~r` •TG «'u ��:77y�.FC' 1"1+�ay ca UE c c ,or Cl &V i` • 'f i ^ E c-K < .=ELUj� I I I � I I N I o • oc _ .-1 YYIF G� o' !O o : E (=III r� I 1 I I `, I I r.G 2°• VJ E � � 3 ii � r•. l •t 1: tY W O �= p 1� c I I Iu4 i 1 I I I I t�•hi u r_ I (^wM^ cQ-( _ ,may ' iy. -� :TUI ILI I III:: " lllla II C .-xn :t" r0 •O CL IQ `•'IJ =I irk I I ,•�•r I i r• I I 4:+•L Imo' r0 3'• W _ O • i �I I I ,T. I I I I. .. �a•.* I kN C —c:IZ n i C � =III • I I I C.;.°. ~` s O re vIQ _ w n°.W fb ?-f X10 5 el_ Z it O I s - I 3 =I31_� 733IGf :I 31= 7I °+ — 1=2 s urr T• jfz o z�°�. b ��° / �I�'a�� ace Ir ►°-, V -oi�<ir�I e�i i <I►•1 ri it<i� al-oil< t•-i a�t ir' vG i ! E LU z a 3 •1� Z JJ a. C g v o Z • � -°f < 1� F• rJ O <�+v Ow _ Page 11-98 Construction Manual February 1993 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: C AG Rio.: Contractor: Recycled Product Amount I Unit of Measure Cost per Unit ❑ Compost Product ❑ Glassphalt or Rubberized ?asphalt ❑ Re-crushed Concrete or A ;ohalt ❑ Recycled Glass Cullet Recycled Plastic Lumber ❑ Other Recycled Plastic ❑ Recycled Building Insulation ❑ Recycled Paint ❑ Recycled Rubber Product ❑ Rac ycled Carpet ❑ Recycled Tile ❑ Other Recycled Product Signed: Title: Date: APPENDIX A - SAMPLE FORMS. CITY OF RENTON CERTIFICATION OF PAYMENT OF PREVAILING WAGES Date: Ref. Pay Estimate No. Project CAG No. 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 By: Title: HJfoir /coatrxz/PREVAM-DOCbh ow APPENDIX B -HOURLY MINIMUM WAGE RATES CITY OF RENTON Y+r r .�r ..r APPENDIX B IOU HOURLY MINIMUM WAGE RATES 2003 SLURRY SEAL ow KING County - Effective: 3/5/2003 Page 1 of 12 State of Washington DEPARTMENT OF LABOR AND INDUSTRIES Prevailing Wage Section - Telephone (360) 902-5335 PO Box 44540, Olympia, WA 98504-4540 Washington State Prevailing Wage Rates for Public Works Contracts The PREVAILING WAGES listed here include both the hourly wage rate and the hourly rate of fringe benefits. On public works projects, workers' wage and benefit rates must add to not less than this total. A brief description of overtime calculation "" requirements is provided by clicking on the benefit code. — _.... ................. _.., KING County Effective 3/5/2003 Benefit Code Key_ Prevailing Overtime Holiday Note Classification Wage Code Code Code ASBESTOS ABATEMENT WORKERS JOURNEY LEVEL $30.86 1M 5_D BOILERMAKERS JOURNEY LEVEL $33.32 1_ BRICK AND MARBLE MASONS JOURNEY LEVEL $36.87 1M 5A CABINET MAKERS (IN SHOP) JOURNEY LEVEL $16.67 1 CARPENTERS ACOUSTICAL WORKER $37.01 1M 5D BRIDGE, DOCK AND WARF CARPENTERS $36.85 1M 5D CARPENTER $36.85 1M 5D CREOSOTED MATERIAL $36.95 1 M 5D DRYWALL APPLICATOR $36.79 1M 5D FLOOR FINISHER $36.98 1-M- 5D FLOOR LAYER $36.98 1M 5D FLOOR SANDER $36.98 IM 5D MILLWRIGHT AND MACHINE ERECTORS $37.85 1M 5D PILEDRIVERS, DRIVING, PULLING, PLACING $37.05 1_M 5D COLLARS AND WELDING SAWFILER $36.98 1M 5D http://www.Ini.wa.gov/prevailingwage/jwages/20031/col7.htm 4/7/2003 KING County - Effective: 3/5/2003 Page 2 of 12 SHINGLER $36.98 1M 5D STATIONARY POWER SAW OPERATOR $36.98 1 M 5D STATIONARY WOODWORKING TOOLS $36.98 1 M 5D CEMENT MASONS JOURNEY LEVEL $37.89 1M 5D DIVERS & TENDERS DIVER $78.52 IM 5D 8A DIVER TENDER $39.62 1 M 5D DREDGE WORKERS ASSISTANT ENGINEER $37.22 1B 5D 8L ASSISTANT MATE (DECKHAND) $36.78 1B 5D 8L BOATMEN $37.22 1B 5D 8L ENGINEER WELDER $37.27 1B 5D 8L LEVERMAN, HYDRAULIC $38.66 1B 5D 8L MAINTENANCE $36.78 1B 5D 8L MATES $37.22 1_13 5D 8L OILER $36.88 1B 5D 8L DRYWALL TAPERS JOURNEY LEVEL $36.64 14 5B ELECTRICAL FIXTURE MAINTENANCE WORKERS JOURNEY LEVEL $18.69 1 ELECTRICIANS - INSIDE CABLE SPLICER $48.36 1D 6H CABLE SPLICER (TUNNEL) $52.24 1D 6H CERTIFIED WELDER $46.59 1D 6H CERTIFIED WELDER (TUNNEL) $50.30 1D 6H CONSTRUCTION STOCK PERSON $24.33 1D 6H JOURNEY LEVEL $44.83 1 D 6H JOURNEY LEVEL (TUNNEL) $48.36 10 6H ELECTRICIANS - MOTOR SHOP CRAFTSMAN $15.37 2A 6C JOURNEY LEVEL $14.69 2A 6C ELECTRICIANS - POWERLINE CONSTRUCTION CABLE SPLICER $47.12 4A 5A CERTIFIED LINE WELDER $42.90 4A 5A GROUNDPERSON $30.59 4_A 5A HEAD GROUNDPERSON $32.34 4A 5A HEAVY LINE EQUIPMENT OPERATOR $42.90 4A 5A JACKHAMMER OPERATOR $32.34 4A 5A JOURNEY LEVEL LINEPERSON $42.90 4A 5A http://www.Ini.wa.gov/prevailingwage/J*wages/20031/col7.htm 4/7/2003 KING County - Effective: 3/5/2003 Page 3 of 12 LINE EQUIPMENT OPERATOR $36.21 4A 5A POLE SPRAYER $42.90 4A 5A POWDERPERSON $32.34 4A 5A ELECTRONIC & TELECOMMUNICATION TECHNICIANS JOURNEY LEVEL $12.07 1 ELEVATOR CONSTRUCTORS MECHANIC $46.46 4A 60 MECHANIC IN CHARGE $51.14 4A 6Q FABRICATED PRECAST CONCRETE PRODUCTS ALL CLASSIFICATIONS $11.35 2K 6S FENCE ERECTORS FENCE ERECTOR $18.71 1 FENCE LABORER $12.77 1 FLAGGERS JOURNEY LEVEL $26.18 1M 5D GLAZIERS JOURNEY LEVEL $37.46 2E 5__G HEAT & FROST INSULATORS AND ASBESTOS WORKERS MECHANIC $37.93 1 F 5E HEATING EQUIPMENT MECHANICS MECHANIC $33.65 1 HOD CARRIERS & MASON TENDERS JOURNEY LEVEL $31.34 1M 5D INDUSTRIAL ENGINE AND MACHINE MECHANICS MECHANIC $15.65 1_ INDUSTRIAL POWER VACUUM CLEANER JOURNEY LEVEL $9.07 1 INLAND BOATMEN CAPTAIN $32.28 1K 513_ COOK $28.31 1 K 5B DECKHAND $27.65 1 K 5B ENGINEER/DECKHAND $29.95 1K 5B MATE, LAUNCH OPERATOR $31.25 1 K 5B INSPECTION/CLEANING/SEALING OF SEWER & WATER SYSTEMS BY REMOTE CONTROL CLEANER OPERATOR, FOAMER OPERATOR $9.73 1 GROUT TRUCK OPERATOR $11.48 1 HEAD OPERATOR $12.78 1 TECHNICIAN $7.01 1 TV TRUCK OPERATOR $10.53 1 http://www.Ini.wa.gov/prevailingwage/J*wages/20031/col7.htm 4/7/2003 KING County -Effective: 3/5/2003 Page 4 of 12 INSULATION APPLICATORS JOURNEY LEVEL $36.85 1M 5D IRONWORKERS JOURNEY LEVEL $39.02 1B 5A LABORERS ASPHALT RAKER $31.34 1M 5D BALLAST REGULATOR MACHINE $30.86 1M 5D BATCH WEIGHMAN $26.18 1 M 5D CARPENTER TENDER $30.86 1M 5D CASSION WORKER $31 .70 _11M 5D CEMENT DUMPER/PAVING $31.34 1M 5D CEMENT FINISHER TENDER $30.86 1 M 5D CHIPPING GUN (OVER 30 LBS) $31.34 1M 5D CHIPPING GUN (UNDER 30 LBS) $30.86 1M 5D CHUCK TENDER $30.86 1M 5D CLEAN-UP LABORER $30.86 1M 5D CONCRETE FORM STRIPPER $30.86 1M 5D CONCRETE SAW OPERATOR $31.34 1M 5D CRUSHER FEEDER $26.18 1M 5D CURING LABORER $30.861_M 5D DEMOLITION, WRECKING & MOVING $30.86 1M 5D (INCLUDING CHARRED MATERIALS) DITCH DIGGER $30.86 IM 5D DIVER $31.70 1M 5D DRILL OPERATOR (HYDRAULIC, DIAMOND) $31.34 1M 5D DRILL OPERATOR, AIRTRAC $31.70 1M 5D DUMPMAN $30.86 IM 5D FALLER/BUCKER, CHAIN SAW $31.34 1M 5D FINAL DETAIL CLEANUP (i.e., dusting, vacuuming, $23.86 1-M 5_D window cleaning; NOT construction debris cleanup) FINE GRADERS $30.86 1M 5D FIRE WATCH $30.86 1M 5D FORM SETTER $30.86 1M 5D GABION BASKET BUILDER $30.86 1M 5D GENERAL LABORER $30.86 1M 5D GRADE CHECKER & TRANSIT PERSON $31.34 1M 5D GRINDERS $30.86 1M 5D GROUT MACHINE TENDER $30.86 1_M 5D HAZARDOUS WASTE WORKER LEVEL A $31 .70 1M 5D HAZARDOUS WASTE WORKER LEVEL B $31.34 1M 5D http://www.ini.wa.gov/prevailingwage/jwages/20031/col7.htm 4/7/2003 KING County -Effective: 3/5/2003 Page 5 o1 12 HAZARDOUS WASTE WORKER LEVEL C $30.86 1 M 5D HIGH SCALER $31.70 1M 5D HOD CARRIER/MORTARMAN $31.34 1M 5D JACKHAMMER $31.34 1M 5D LASER BEAM OPERATOR $31.34 1M 5D MINER $31.70 1M 5D NOZZLEMAN, CONCRETE PUMP, GREEN $31.34 1M 5D CUTTER WHEN USING HIGH PRESSURE AIR & WATER ON CONCRETE & ROCK, SANDBLAST, GUNITE, SHOTCRETE, WATER BLASTER PAVEMENT BREAKER $31.34 1M 5D PILOT CAR $26.18 1 M 5D PIPE RELINER (NOT INSERT TYPE) $31.34 1 M 5D PIPELAYER & CAULKER $31.34 1M 5D PIPELAYER & CAULKER (LEAD) $31.70 1_M 5D PIPEWRAPPER $31.34 1 M 5D POT TENDER $30.86 1M 5D POWDERMAN $31.70 1M 5D POWDERMAN HELPER $30.86 1 M 5D POWERJACKS $31.34 1M 5D RAILROAD SPIKE PULLER (POWER) $31.34 1M 5D RE-TIMBERMAN $31.70 1M 5D RIPRAP MAN $30.86 1_M 5D SIGNALMAN $30.86 1_M 5D SLOPER SPRAYMAN $30.86 1M 5D SPREADER (CLARY POWER OR SIMILAR TYPES) $31.34 1M 5D SPREADER (CONCRETE) $31.34 1M 5D STAKE HOPPER $30.86 1M 5D STOCKPILER $30.86 IM 5D TAMPER & SIMILAR ELECTRIC, AIR & GAS $31.34 1M 5D TAMPER (MULTIPLE & SELF PROPELLED) $31.34 1M 5D TOOLROOM MAN (AT JOB SITE) $30.86 1M 5D TOPPER-TAILER $30.86 1M 5D TRACK LABORER $30.86 1M 5D TRACK LINER (POWER) $31.34 1M 5D TUGGER OPERATOR $31.34 1M 5D VIBRATING SCREED (AIR, GAS, OR ELECTRIC) $30.86 1M 5D VIBRATOR $31.34 1M 5D WELDER $30.86 1M 5D WELL-POINT LABORER $31.34 1M 5D LABORERS - UNDERGROUND SEWER & WATER http://www.Ini.wa.gov/prevailingwage/jwages/20031/col7.htm 4/7/2003 KING County - Effective: 3/5/2003 Page 6 of 12 GENERAL LABORER $30.86 1_M 5D PIPE LAYER $31.34 1_M 5D LANDSCAPE CONSTRUCTION IRRIGATION OR LAWN SPRINKLER INSTALLERS $11.07 1 LANDSCAPE EQUIPMENT OPERATORS OR $10.63 1_ TRUCK DRIVERS LANDSCAPING OR PLANTING LABORERS $8.42 1 LATHERS JOURNEY LEVEL $36.79 1M 5D MACHINISTS (HYDROELECTRIC SITE WORK) MACHINIST $16.84 1_ METAL FABRICATION (IN SHOP) FITTER $15.86 1 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 $29.53 2B 5A PLASTERERS JOURNEY LEVEL $37.48 1R 5A PLAYGROUND & PARK EQUIPMENT INSTALLERS JOURNEY LEVEL $8.42 1 PLUMBERS & PIPEFITTERS JOURNEY LEVEL $46.81 1_G 5A POWER EQUIPMENT OPERATORS ASSISTANT ENGINEERS $35.14 1T 5D 8L BACKHOE, EXCAVATOR, SHOVEL (3 YD & $37.60 1T 5D 8L UNDER) BACKHOE, EXCAVATOR, SHOVEL (OVER 3 YD & $38.04 17 5D 8L UNDER 6 YD) http://www.Ini.wa.gov/prevailingwage/J*wages/20031/col7.htm 4/7/2003 KING County -Effective: 3/5/2003 Page 7 of 12 BACKHOE, EXCAVATOR, SHOVEL (6 YD AND $38.54 1T 5D 8L OVER WITH ATTACHMENTS) BACKHOES, (75 HP & UNDER) $37.24 1T 5D 8L BACKHOES, (OVER 75 HP) $37.60 1T 5D 8L BARRIER MACHINE (ZIPPER) $37.60 1T 5D 8L BATCH PLANT OPERATOR, CONCRETE $37.60 1T 5D 8L BELT LOADERS (ELEVATING TYPE ) $37.24 1T 5D 8L BOBCAT $35.14 1T 5D 8L BROOMS $35.14 1T 5D 8L BUMP CUTTER $37.60 1T 5D 8L CABLEWAYS $38.04 1T 5D 8L CHIPPER $37.60 1T 5D 8L COMPRESSORS $35.14 1T 5D 8_L CONCRETE FINISH MACHINE - LASER SCREED $35.14 1T 5D 8L CONCRETE PUMPS $37.24 1T 5D 8L CONCRETE PUMP-TRUCK MOUNT WITH BOOM $37.60 1T 5D 8L ATTACHMENT CONVEYORS $37.24 1T 5D 8L_ CRANES, THRU 19 TONS, WITH ATTACHMENTS $37.24 1T 5D 8L CRANES, 20 - 44 TONS, WITH ATTACHMENTS $37.60 1T 5D 8L CRANES, 45 TONS - 99 TONS, UNDER 150 FT OF $38.04 1T 5D 8L BOOM (INCLUDING JIB WITH ATACHMENTS) CRANES, 100 TONS - 199 TONS, OR 150 FT OF $38.54 1T 5D 8L BOOM (INCLUDING JIB WITH ATTACHMENTS) CRANES, 200 TONS TO 300 TONS, OR 250 FT OF $39.04 1T 5D 8L BOOM (INCLUDING JIB WITH ATTACHMENTS) CRANES, A-FRAME, 10 TON AND UNDER $35.14 1T 5D 8L CRANES, A-FRAME, OVER 10 TON $37.24 1T 5D 8L CRANES, OVER 300 TONS, OR 300' OF BOOM $39.54 1T 5D 8L INCLUDING JIB WITH ATTACHMENTS CRANES, OVERHEAD, BRIDGE TYPE ( 20 - 44 $37.60 1T 5_D 8L ,w TONS) CRANES, OVERHEAD, BRIDGE TYPE ( 45 - 99 $38.04 1T 5D 8L TONS) CRANES, OVERHEAD, BRIDGE TYPE (100 TONS $38.54 1T 5D 8L & OVER) CRANES, TOWER CRANE UP TO 175' IN HEIGHT, $38.54 1T 5D 8L BASE TO BOOM CRANES, TOWER CRANE OVER 175' IN HEIGHT, $39.04 1T 5D 8L BASE TO BOOM CRUSHERS $37.60 1T 5D 8L DECK ENGINEER/DECK WINCHES (POWER) $37.60 1T 5D 8L http://www.Ini.wa.gov/prevailingwage/J*wages/20031/coI7.htm 4/7/2003 KING County -Effective: 3/5/2003 YaCD of 12 DERRICK, BUILDING $38.04 1T 5D 8L DOZERS, D-9 & UNDER $37.24 1T 5D 8L DRILL OILERS - AUGER TYPE, TRUCK OR $37.24 1T 5D 8L CRANE MOUNT DRILLING MACHINE $37.60 1T 5D 8L ELEVATOR AND MANLIFT, PERMANENT AND $35.14 1T 5D 8L SHAFT-TYPE EQUIPMENT SERVICE ENGINEER (OILER) $37.24 1T 5D 8L FINISHING MACHINE/BIDWELL GAMACO AND $37.60 1T 5D 8L SIMILAR EQUIP FORK LIFTS, (3000 LBS AND OVER) $37.24 1T 5D 8L FORK LIFTS, (UNDER 3000 LBS) $35.14 1T 5D 8L GRADE ENGINEER $37.24 1T 5D 8L GRADECHECKER AND STAKEMAN $35.14 1T 5D 8L HOISTS, OUTSIDE (ELEVATORS AND $37.24 1T 5D 8L MANLIFTS), AIR TUGGERS HORIZONTAUDIRECTIONAL DRILL LOCATOR $37.24 1T 5D 8L HORIZONTAUDIRECTIONAL DRILL OPERATOR $37.60 1T 5D 8L HYDRALIFTS/BOOM TRUCKS (10 TON & UNDER) $35.14 1T 5D 8L HYDRALI FTS/BOOM TRUCKS (OVER 10 TON) $37.24 1T 5D 8L LOADERS, OVERHEAD (6 YD UP TO 8 YD) $38.04 1T 5D 8L LOADERS, OVERHEAD (8 YD & OVER) $38.54 1T 5D 8L LOADERS, OVERHEAD (UNDER 6 YD), PLANT $37.60 1T 5D 8L FEED LOCOMOTIVES, ALL $37.60 1T 5D 8L MECHANICS, ALL (WELDERS) $37.60 1T 5D 8L MIXERS, ASPHALT PLANT $37.60 1T 5D 8L MOTOR PATROL GRADER (FINISHING) $37.60 1T 5D 8L MOTOR PATROL GRADER (NON-FINISHING) $37.24 1T 5D 8L MUCKING MACHINE, MOLE, TUNNEL DRILL $38.04 1T 5D 8L AND/OR SHIELD OIL DISTRIBUTORS, BLOWER DISTRIBUTION $35.14 1T 5D 8L AND MULCH SEEDING OPERATOR PAVEMENT BREAKER $35.14 1T 5D 81L PILEDRIVER (OTHER THAN CRANE MOUNT) $37.60 1T 5D 8L PLANT OILER (ASPHALT CRUSHER) $37.24 1T 5D 8L POSTHOLE DIGGER, MECHANICAL $35.14 1T 5D 8L POWER PLANT $35.14 1T 5D 8L PUMPS, WATER $35.14 1T 5D 8L QUAD 9, D-10, AND HD-41 $38.04 1T 5D 8L http://www.Ini.wa.gov/prevailingwage/jwages/20031/co 17.htm 4/7/2003 KING County -Effective: 3/5/2003 Page y of 12 REMOTE CONTROL, OPERATOR ON RUBBER $38.04 1T 5D 8L TIRED EARTH MOVING EQUIP RIGGER AND BELLMAN $35.14 1T 5D 8L ROLLAGON $38.04 1T 5D 8L ROLLER, OTHER THAN PLANT ROAD MIX $35.14 13 5D_ 8L_ ROLLERS, PLANTMIX OR MULTILIFT MATERIALS $37.24 1T 5D 8L ROTO-MILL, ROTO-GRINDER $37.60 1T 5D 8L SAWS, CONCRETE $37.24 1T 5D 8L SCRAPERS - SELF PROPELLED, HARD TAIL END $37.60 IT 5D 8L DUMP, ARTICULATING OFF-ROAD EQUIPMENT ( UNDER 45 YD) SCRAPERS - SELF PROPELLED, HARD TAIL END $38.04 1T 5D 8L. DUMP, ARTICULATING OFF-ROAD EQUIPMENT (45 YD AND OVER) mw SCRAPERS, CONCRETE AND CARRY ALL $37.24 1T 5D 8L SCREED MAN $37.60 1T 5D 8L. SHOTCRETE GUNITE $35.14 1T 5D 8L SLIPFORM PAVERS $38.04 1T 5D 8L SPREADER, TOPSIDE OPERATOR - BLAW KNOX $37.60 1T 5D 8.L SUBGRADE TRIMMER $37.60 1T 5D 8L. TRACTORS, (75 HP & UNDER ) $37.24 1T 5D 8_L TRACTORS, (OVER 75 HP) $37.60 1T 5D 8L TRANSFER MATERIAL SERVICE MACHINE $37.60 1T 5D 8L TRANSPORTERS, ALL TRACK OR TRUCK TYPE $38.04 1T 5D 8L TRENCHING MACHINES $37.24 1T 5D 8L TRUCK CRANE OILER/DRIVER ( UNDER 100 $37.24 1T 5D 8L TON) TRUCK CRANE OILER/DRIVER (100 TON & $37.60 1T 5D 8L OVER) WHEEL TRACTORS, FARMALL TYPE $35.14 IT 5D 8L YO YO PAY DOZER $37.60 1T 5_D 8L POWER EQUIPMENT OPERATORS- UNDERGROUND SEWER & WATER (SEE POWER EQUIPMENT OPERATORS) $0.00 POWER LINE CLEARANCE TREE TRIMMERS JOURNEY LEVEL IN CHARGE $31.05 4A 5A SPRAY PERSON $29.39 4A 5A TREE EQUIPMENT OPERATOR $29.79 4A 5A TREE TRIMMER $27.60 4A 5A TREE TRIMMER GROUNDPERSON $20.28 4A 5A REFRIGERATION & AIR CONDITIONING MECHANICS MECHANIC $44.76 1_G 5A http://www.Ini.wa.gov/prevailingwage/J"wages/20031/col7.htm 4/7/2003 KING County - Effective: 3/5/2003 rage w of it RESIDENTIAL BRICK & MARBLE MASONS JOURNEY LEVEL $27.05 1 RESIDENTIAL CARPENTERS JOURNEY LEVEL $23.47 1 RESIDENTIAL CEMENT MASONS JOURNEY LEVEL $22.64 1 RESIDENTIAL DRYWALL TAPERS JOURNEY LEVEL $36.64 1J 5B RESIDENTIAL ELECTRICIANS JOURNEY LEVEL $26.24 1 RESIDENTIAL GLAZIERS JOURNEY LEVEL $25.84 2E 50 RESIDENTIAL INSULATION APPLICATORS JOURNEY LEVEL $17.60 1 RESIDENTIAL LABORERS JOURNEY LEVEL $18.12 1_ RESIDENTIAL PAINTERS JOURNEY LEVEL $18.36 1 RESIDENTIAL PLUMBERS & PIPEFITTERS JOURNEY LEVEL $22.95 1_ RESIDENTIAL REFRIGERATION & AIR CONDITIONING MECHANICS JOURNEY LEVEL $44.76 1G 5A RESIDENTIAL SHEET METAL WORKERS JOURNEY LEVEL (FIELD OR SHOP) $19.48 1 RESIDENTIAL SOFT FLOOR LAYERS JOURNEY LEVEL $30.58 1B 5__A RESIDENTIAL SPRINKLER FITTERS (FIRE PROTECTION) JOURNEY LEVEL $24.86 1B 5C RESIDENTIAL TERRAZZO/TILE FINISHERS JOURNEY LEVEL $26.30 1 RESIDENTIAL TERRAZZO/TILE SETTERS JOURNEY LEVEL $34.23 1_H 5A ROOFERS JOURNEY LEVEL $33.78 1R 5A USING IRRITABLE BITUMINOUS MATERIALS $36.78 1 R 5A SHEET METAL WORKERS JOURNEY LEVEL (FIELD OR SHOP) $42.63 1J 6L SIGN MAKERS & INSTALLERS (ELECTRICAL) SIGN INSTALLER $23.36 1_ SIGN MAKER $16.84 1 http://www.Ini.wa.gov/prevallingwage/jwages/20031/col7.htm 4/7/2003 KfNG County -Effective: 3/5/2003 Page 11 of 12 SIGN MAKERS & INSTALLERS (NON-ELECTRICAL) SIGN INSTALLER $17.31 1 SIGN MAKER $15.61 1 SOFT FLOOR LAYERS JOURNEY LEVEL $30.58 1B 5A SOLAR CONTROLS FOR WINDOWS JOURNEY LEVEL $12.44 1 5S SPRINKLER FITTERS (FIRE PROTECTION) JOURNEY LEVEL $44.84 1B 5C STAGE RIGGING MECHANICS (NON STRUCTURAL) JOURNEY LEVEL $13.23 1 SURVEYORS CHAIN PERSON $9.35 1 INSTRUMENT PERSON $11.40 1 PARTY CHIEF $13.40 1 TELEPHONE LINE CONSTRUCTION - OUTSIDE CABLE SPLICER $25.42 2B 5A HOLE DIGGER/GROUND PERSON $13.51 2B 5A INSTALLER (REPAIRER) $24.31 2B 5A JOURNEY LEVEL TELEPHONE LINEPERSON $23.53 2B 5A SPECIAL APPARATUS INSTALLER 1 $25.42 2B 5A SPECIAL APPARATUS INSTALLER II $24.87 2B 5A TELEPHONE EQUIPMENT OPERATOR (HEAVY) $25.42 2B 5A TELEPHONE EQUIPMENT OPERATOR (LIGHT) $23.53 2B 5A TELEVISION GROUND PERSON $12.73 2B 5A TELEVISION LINEPERSON/INSTALLER $17.47 2B 5A TELEVISION SYSTEM TECHNICIAN $21.10 2B 5A TELEVISION TECHNICIAN $18.82 2B 5A TREE TRIMMER $23.53 2B 5A TERRAZZO WORKERS & TILE SETTERS JOURNEY LEVEL $34.23 1H 5A TILE, MARBLE & TERRAZZO FINISHERS FINISHER $28.06 1H 5A TRAFFIC CONTROL STRIPERS JOURNEY LEVEL $28.97 1 K 5A TRUCK DRIVERS ASPHALT MIX ( TO 16 YARDS) $34.89 1_T 5D 8L ASPHALT MIX (OVER 16 YARDS) $35.47 1T 5D 8L DUMP TRUCK $34.89 1T 5D 8L DUMP TRUCK & TRAILER $35.47 1T 5D 8L http://www.Ini.wa.gov/prevallingwage/jwages/20031/col7.htm 4/7/2003 KING County -Effective: 3/5/2003 Page 12 of 12 rr OTHER TRUCKS $35.47 1T 5D 8L TRANSIT MIXER $23.45 1 WELL DRILLERS & IRRIGATION PUMP INSTALLERS IRRIGATION PUMP INSTALLER $17.71 1 OILER $12.97 1 WELL DRILLER $17.68 1 .. ow Aw low ow wo .r ww aw http://www.Ini.wa.gov/prevailingwage/J*wages/20031/col7.htm 4/7/2003 KING County -Effective: 3/5/2003 Yage t of iu State of Washington DEPARTMENT OF LABOR AND INDUSTRIES Prevailing Wage Section -Telephone (360) 902-5335 PO Box 44540, Olympia, WA 98504-4540 Washington State Prevailing Wage Rates for Public Works Contracts The PREVAILING WAGES listed here include both the hourly wage rate and the hourly rate of fringe benefits. On public works projects, workers' wage and benefit rates must add to not less than this total. A brief description of overtime calculation requirements is provided by clicking on the benefit code. NOTE: Any apprentice not registered with the Washington State Apprenticeship and Training Council must be paid prevailing journey level wages. To verify apprentice ,r registration, call (360) 902-5324. KING County Apprentices Effective 3/5/2003 Benefit Code Key Prevailing Overtime Holiday Note Stage of Progression & Hour Range Wage Code Code Code ASBESTOS ABATEMENT WORKERS ENVIRONMENTAL CONTROL PAINTERS 1: 0 - 1000 Hours - 50.00% $16.11 1 M 5D 2: 1001 - 2000 Hours - 60.00% $18.58 1 M 5D 3: 2001 - 3000 Hours - 75.00% $24.08 1 M 5D �. 4: 3001 - 4000 Hours - 90.00% $28.15 1 M 5D LABORERS 1: 0 - 1000 Hours - 60.00% $20.98 1 M 5D 2: 1001 - 2000 Hours - 70.00% $23.45 1 M 5D 3: 2001 - 3000 Hours - 80.00% $25.92 1 M 51) 4: 3001 - 4000 Hours - 90.00% $28.39 1 M 5D BOILERMAKERS �. 1: 0 - 1000 Hours - 70.00% $23.32 1 2: 1001 - 2000 Hours - 75.00% $24.99 1- 3: 2001 - 3000 Hours - 80.00% $26.66 1_ 4: 3001 - 4000 Hours - 85.00% $28.32 1 5: 4001 - 5000 Hours - 90.00% $29.99 1 http://www.Ini.wa.gov/prevallingwage/Appwages/20031/col7.htm 4/7/2003 KING County -Effective: 3/5/2003 Page 2 of 10 6: 5001 - 6000 Hours - 95.00% $31.65 1 BRICK AND MARBLE MASONS 1: 0 - 750 Hours - 50.00% $21.01 1 M 5A 2: 751 - 2250 Hours - 55.00% $22.46 1 M 5A 3: 2251 - 3000 Hours - 60.00% $23.91 1 M_ 5A 4: 3001 - 3750 Hours - 70.00% $26.81 1 M 5A "w 5: 3751 - 4500 Hours - 80.00% $29.72 1 M 5A 6: 4501 - 5250 Hours - 90.00% $32.62 1 M 5A m, 7: 5251 - 6000 Hours - 95.00% $34.07 1 M 5A CARPENTERS ACOUSTICAL WORKER ow 1: 0 - 1000 Hours - 50.00% $18.86 1 M 5D 2: 1001 - 2000 Hours - 60.00% $25.59 1 M 5D 3: 2001 - 3000 Hours - 68.00% $27.87 1 M 5D 4: 3001 - 4000 Hours - 76.00% $30.16 1 M 5D 5: 4001 - 5000 Hours - 84.00% $32.44 1 M 5D 6: 5001 - 6000 Hours - 92.00% $34.73 1 M 5D BRIDGE, DOCK AND WARF CARPENTERS 1: 1 st Period - 60.00% $21.62 1 M 5D 2: 2nd Period - 65.00% $26.91 1 M )D 3: 3rd Period - 70.00% $28.33 1 M 5D 4: 4th Period - 75.00% $29.75 1 M 5D 5: 5th Period - 80.00% $31.17 1 M 5D 6: 6th Period - 85.00% $32.59 1 M 5D 7: 7th Period - 90.00% $34.01 1 M 5D 8: 8th Period - 95.00% $35.43 1 M 5D mw CARPENTER 1: 1 st period - 60.00% $21.62 1 M 5D 'Aw 2: 2nd Period - 65.00% $26.91 1 M 5D 3: 3rd Period - 70.00% $28.33 1 M 5D 4w 4: 4th Period - 75.00% $29.75 1 M 5D 5: 5th Period - 80.00% $31.17 1 M 5D 6: 6th Period - 85.00% $32.59 1 M 5D 7: 7th Period - 90.00% $34.01 1 M 5D 8: 8th Period - 95.00% $35.43 1_M 5D DRYWALL APPLICATOR DRYWALL METAL STUD AND CEILING APPLICATORS http://www.Ini.wa.gov/prevailingwage/Appwages/20031/col7.htm 4/7/2003 KING County -Effective: 3/5/2003 Page 3 of iu 1: 0 - 700 Hours - 50.00% $18.75 1 M 5D 2: 701 - 1400 Hours - 60.00% $25.45 1 M 5D 3: 1401 - 2100 Hours - 68.00% $27.72 1 M 5D 4: 2101 - 2800 Hours - 76.00% $29.99 1 M 5Q- 5: 2801 - 3500 Hours - 84.00% $32.26 1 M 5D 6: 3501 - 4200 Hours - 92.00% $34.52 1 M 5D MILLWRIGHT AND MACHINE ERECTORS 1: 1 st Period - 60.00% $22.22 1 M 5D 2: 2nd Period - 65.00% $27.56 1 M 5D 3: 3rd Period - 70.00% $29.03 1 M 5D ., 4: 4th Period - 75.00% $30.50 1 M 5D 5: 5th Period - 80.00% $31.97 1 M 5D mill 6: 6th Period - 85.00% $33.44 1 M 5D 7: 7th Period - 90.00% $34.91 1 M 5D N 8: 8th Period - 95.00% $36.38 1 M 5D PILEDRIVERS, DRIVING, PULLING, PLACING COLLARS AND WELDING +wlllr 1: 1 st Period - 60.00% $21.74 1 M 5D 2: 2nd Period - 65.00% $27.04 1 M 5D 3: 3rd Period - 70.00% $28.47 1 M 5D 4: 41h Period - 75.00% $29.90 1 M 5D 5: 5th Period - 80.00% $31.33 1 M 5D 6: 6th Period - 85.00% $32.76 1 M 5D 7: 7th Period - 90.00% $34.19 1 M 5D •ir 8: 8th Period - 95.00% $35.62 1 M 5D CEMENT MASONS 5D 1: 0 - 1000 Hours - 50.00% $23.87 1 M 2: 1001 - 2000 Hours - 60.00% $26.67 1 M 5D " 3: 2001 - 3000 Hours - 70.00% $29.48 1 M 5D 4: 3001 - 4000 Hours - 80.00% $32.28 1 M 5D ,. 5: 4001 - 5000 Hours - 90.00% $35.09 1 M 5D 6: 5001 - 6000 Hours - 95.00% $36.49 1 M 5D DRYWALL TAPERS 1: 0 - 1000 Hours - 50.00% $23.55 1 J 5B 2: 1001 - 2000 Hours - 55.00% $24.86 1 J 5B 3: 2001 - 3000 Hours - 65.00% $27.48 1J 5B 4: 3001 - 4000 Hours - 75.00% $30.10 14 5B imp 5: 4001 - 5000 Hours - 85.00% $32.71 1J 5B http://www.Ini.wa.gov/prevailingwage/Appwages/20031/col7.htm 4/7/2003 it KING County -Effective: 3/5/2003 Page 4 of I 6: 5001 - 6000 Hours - 90.00% $34.02 1J 5B ELECTRICIANS - INSIDE 1: 0 - 1000 Hours - 40.00% $17.86 1 D 6H 2: 1001 - 2000 Hours - 50.00% $21.39 1 D 6H 3: 2001 - 3500 Hours - 55.00% $26.35 1-D 6H 4: 3501 - 5000 Hours - 65.00% $30.45 1 D 6H 5: 5001 - 6500 Hours - 75.00% $34.56 1 D 6H 6: 6501 - 8000 Hours - 85.00% $38.66 1 D 6H .,. ELECTRICIANS - POWERLINE CONSTRUCTION JOURNEY LEVEL LINEPERSON 1: 0 - 1000 Hours - 60.00% $27.06 4A 5A 2: 1001 - 2000 Hours - 65.00% $28.82 4A 5A 3: 2001 - 3000 Hours - 71.00% $30.93 4A 5A -� 4: 3001 - 4000 Hours - 81.00% $34.45 4A 5A 5: 4001 - 5000 Hours - 85.00% $35.86 4A 5A IMF 6: 5001 - 6000 Hours - 89.00% $37.26 4A 5A 7: 6001 - 7000 Hours - 93.00% $38.69 4A 5A POLE SPRAYER 1: 0 1000 Hours - 85.70% $36.11 4A 5A 2: 1001 - 2000 Hours - 89.80% $37.55 4A 5A •• 3: 2001 - 3000 Hours - 92.80% $38.61 4A 5A ELECTRONIC & TELECOMMUNICATION TECHNICIANS ,t, 1: 0 - 1000 Hours - 55.00% $7.01 1 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 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: 1 st Period - 50.00% $17.39 4A 6Q 2: 2nd Period - 55.00% $29.21 4A 60 3: 3rd Period - 65.00% $32.89 4A 6Q 4: 4th Period - 70.00% $34.73 4A 6Q 5: 5th Period - 80.00% $38.42 4A 6Q FLAGGERS 4/7/2003 http://www.Ini.wa.gov/prevailingwage/Appwages/20031/co 17.htm KING County - Effective: 3/5/2003 Page D of W 1: 0 - 1000 Hours - 60.00% $20.98 1 M 5D 2: 1001 - 2000 Hours - 70.00% $23.45 1 M 5D 3: 2001 - 3000 Hours - 80.00% $25.92 1 M 5D 4: 3001 - 4000 Hours - 90.00% $26.18 1_M 5D GLAZIERS 1: 0 - 1000 Hours - 45.00% $19.71 2E 5G 2: 1001 - 2000 Hours - 50.00% $21.32 2E 5G 3: 2001 - 3000 Hours - 55.00% $22.93 2E 5G 4: 3001 - 4000 Hours - 60.00% $24.55 2E 5G 5: 4001 - 5000 Hours - 65.00% $26.16 2E 5G 6: 5001 - 6000 Hours - 70.00% $27.78 2E 5G 7: 6001 - 7000 Hours - 80.00% $31.00 2E 5G 8: 7001 - 8000 Hours - 90.00% $34.23 2E 5G HEAT & FROST INSULATORS AND ASBESTOS WORKERS MECHANIC 1: 0 - 1000 Hours - 50.00% $22.90 1 F 5E 2: 1001 - 2000 Hours - 55.00% $24.40 1 F 5E 3: 2001 - 4000 Hours - 65.00% $27.41 1 F 5E 4: 4001 - 6000 Hours - 75.00% $30.42 1 F 5E 5: 6001 - 8000 Hours - 85.00% $33.42 1 F 5E HOD CARRIERS & MASON TENDERS 1: 0 - 1000 Hours - 60.00% $20.98 1 M 5D 2: 1001 - 2000 Hours - 70.00% $23.45 1 M 5D 3: 2001 - 3000 Hours - 80.00% $25.92 1 M 5D 4: 3001 - 4000 Hours - 90.00% $28.39 1 M 5D INSULATION APPLICATORS 1: 0 - 1000 Hours - 50.00% $18.78 1 M 5D 2: 1001 - 2000 Hours - 60.00% $25.49 1 M 5D 3: 2001 - 3000 Hours - 75.00% $29.75 1 M 5D 4: 3001 - 4000 Hours - 90.00% $34.01 1 M 5D IRONWORKERS 1: 0 - 1000 Hours - 65.00% $22.49 1 B 5A 2: 1001 - 2000 Hours - 70.00% $23.85 1 B 5A 3: 2001 - 3000 Hours - 75.00% $32.22 1 B 5A 4: 3001 - 4000 Hours - 80.00% $33.58 1B 5A 5: 4001 - 5000 Hours - 90.00% $36.30 113 5A 6: 5001 - 6000 Hours - 90.00% $36.30 113 5A 7: 6001 - 7000 Hours - 95.00% $37.66 113 5A 8: 7001 - 8000 Hours - 95.00% $37.66 1B 5A http://www.ini.wa.gov/prevallingwage/Appwages/20031/col7.htm 4/7/2003 KING County -Effective: 3/5/2003 Page b of I U LABORERS 1: 0 - 1000 Hours - 60.00% $20.98 1 M 5D 2: 1001 - 2000 Hours - 70.00% $23.45 1 M 5D 3: 2001 - 3000 Hours - 80.00% $25.92 1 M 5D 4: 3001 - 4000 Hours - 90.00% $28.39 1 M 5D LABORERS - UNDERGROUND SEWER & WATER •"" 1: 0 - 1000 Hours - 60.00% $20.98 1 M 5D 2: 1001 - 2000 Hours - 70.00% $23.45 1 M 5D 3: 2001 - 3000 Hours - 80.00% $25.92 1 M 5D 4: 3001 - 4000 Hours - 90.00% $28.39 1 M 5D LATHERS low 1: 0 - 1000 Hours - 50.00% $18.75 1 M 5D 2: 1001 - 2000 Hours - 60.00% $25.45 1 M 5D to 3: 2001 - 3000 Hours - 68.00% $27.72 1 M 5D 4: 3001 - 4000 Hours - 76.00% $29.99 1 M 5D mw 5: 4001 - 5000 Hours - 84.00% $32.26 1 M 5D 6: 5001 - 6000 Hours - 92.00% $34.52 1 M 5D PAINTERS %w 1: 0 - 750 Hours - 55.00% $14.80 2B 5A 2: 751 - 1500 Hours - 65.00% $16.25 2B 5A wp 3: 1501 - 2250 Hours - 75.00% $18.14 2B 5A 4: 2251 - 3000 Hours - 80.00% $19.83 2B 5A wo 5: 3001 - 3750 Hours - 85.00% $20.82 2B 5A 6: 3751 - 4500 Hours - 95.00% $22.80 2B 5A PLASTERERS �` 1: 0 - 500 Hours - 40.00% $17.04 1 R 5A 2: 501 - 1000 Hours - 45.00% $18.30 1 R 5A wo 3: 1001 - 1500 Hours - 45.00% $23.60 1 R 5A 4: 1501 - 2000 Hours - 50.00% $24.87 1 R 5A 5: 2001 - 2500 Hours - 55.00% $26.13 1 R 5A Aw 6: 2501 - 3000 Hours - 60.00% $27.39 1 R 5A 7: 3001 - 3500 Hours - 65.00% $28.65 1 R 5A *w 8: 3501 - 4000 Hours - 70.00% $29.91 1 R 5A 9: 4001 - 4500 Hours - 75.00% $31.17 1 R 5A �., 10: 4501 - 5000 Hours - 80.00% $32.43 1 R 5A 11: 5001 - 5500 Hours - 85.00% $33.70 1R 5A 12: 5501 - 6000 Hours - 90.00% $34.96 1 R 5A 13: 6001 - 6500 Hours - 95.00% $36.22 1 R 5A 14: 6501 - 7000 Hours - 95.00% $36.22 1 R 5A http://www.lnl.wa.gov/prevailingwage/Appwages/20031/co 17.htm 4/7/2003 KING County -Effective: 3/5/2003 Page of lu PLUMBERS & PIPEFITTERS 1: 0 - 2000 Hours - 50.00% $24.15 1 G 5A 2: 2001 - 4000 Hours - 62.50% $33.98 1 G 5A 3: 4001 - 6000 Hours - 70.00% $36.55 1 G 5A 4: 6001 - 8000 Hours - 75.00% $38.25 1 G 5A 5: 8001 - 10000 Hours - 85.00% $41 .68 1 G 5A POWER EQUIPMENT OPERATORS ALL EQUIPMENT 1: 0 - 500 Hours - 55.00% $24.26 1 T 5D 8L 2: 501 - 1000 Hours - 60.00% $25.70 1—T 5_D. 8L 3: 1001 - 2000 Hours - 65.00% $27.15 1T 5D 8L 4: 2001 - 3000 Hours - 70.00% $28.59 1T 5D 8L 5: 3001 - 4000 Hours - 75.00% $30.03 1T 5D 8L 6: 4001 - 5000 Hours - 80.00% $31.47 1T 5D 8L 7: 5001 - 6000 Hours - 90.00% $34.36 1T 5D 8L POWER EQUIPMENT OPERATORS- UNDERGROUND SEWER & WATER (SEE POWER EQUIPMENT OPERATORS) 1: 0 - 500 Hours - 55.00% $24.26 2: 501 - 1000 Hours - 60.00% $25.70 3: 1001 - 2000 Hours - 65.00% $27.15 4: 2001 - 3000 Hours - 70.00% $28.59 5: 3001 - 4000 Hours - 75.00% $30.03 6: 4001 - 5000 Hours - 80.00% $31.47 7: 5001 - 6000 Hours - 90.00% $34.36 POWER LINE CLEARANCE TREE TRIMMERS TREE TRIMMER 1: 0 - 1000 Hours - 65.00% $19.16 4A 5A 2: 1001 - 2000 Hours - 75.00% $21.34 4A 5A 3: 2001 - 3000 Hours - 80.00% $22.42 4A 5A 4: 3001 - 4000 Hours - 90.00% $24.60 4A 5A REFRIGERATION & AIR CONDITIONING MECHANICS MECHANIC 1: 0 - 2000 Hours - 50.00% $22.80 1 G 5A 2: 2001 - 4000 Hours - 55.00% $28.01 1G 5A 3: 4001 - 6000 Hours - 60.00% $29.87 1G 5A 4: 6001 - 8000 Hours - 70.00% $33.60 1G 5A 5: 8001 - 10000 Hours - 85.00% $39.18 10 5A RESIDENTIAL CARPENTERS 1: 1St Period - 60.00% $14.08 1 http://www.Ini.wa.gov/prevallingwage/Appwages/20031/col7.htm 417/2003 KING County - Effective: 3/5/2003 rage a of w 2: 2nd Period - 65.00% $15.26 3: 3rd Period - 70.00% $16.43 1 4: 4th Period - 75.00% $17.60 1 5: 5th Period - 80.00% $18.78 1 6: 6th Period - 85.00% $19.95 1 7: 7th Period - 90.00% $21.12 1 8: 8th Period - 95.00% $22.30 1_ 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 4: 2701 - 4000 Hours - 85.00% $22.30 1 RESIDENTIAL PLUMBERS & PIPEFITTERS 1: 0 - 1000 Hours - 55.00% $12.62 1 2: 1001 - 2000 Hours - 65.00% $14.92 1 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 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 6: 5001 - 6000 Hours - 85.00% $16.56 1 ROOFERS 1: 0 - 820 Hours - 60.00% $21.33 1 R 5A 2: 821 - 1630 Hours - 67.00% $23.11 1 R 5A 3: 1631 - 2450 Hours - 74.00% $24.88 1 R 5A 4: 2451 - 3270 Hours - 81.00% $28.96 1 R 5A 5: 3271 - 4080 Hours - 88.00% $30.74 1 R _5A 6: 4081 - 4899 Hours - 95.00% $32.51 1 R 5A SHEET METAL WORKERS JOURNEY LEVEL (FIELD OR SHOP) 1: 0 - 2000 Hours - 45.00% $18.11 1J 6L 2: 2001 - 3000 Hours - 50.00% $25.03 14 6L 3: 3001 - 4000 Hours - 55.00% $26.72 1J 6L 4: 4001 - 5000 Hours - 60.00% $28.40 1J 6L http://www.Ini.wa.gov/prevailingw age/Appwages/20031/co 17.htm 4/7/2003 KING County -Effective: 3/5/2003 rage 9 of iv lo. 5: 5001 - 6000 Hours - 65.00% $30.10 1 J 6L 6: 6001 - 7000 Hours - 70.00% $31.78 1 J 6L 7: 7001 - 8000 Hours - 75.00% $33.48 1 J 6L 8: 8001 - 9000 Hours - 80.00% $35.16 11 6L m` 9: 9001 - 10000 Hours - 85.00% $36.86 11 6L SOFT FLOOR LAYERS 1: 0 - 750 Hours - 45.00% $16.07 1 B 5A 2: 751 - 1500 Hours - 50.00% $17.39 1 B 5A 3: 1501 - 2250 Hours - 60.00% $20.02 1 B 5A 4: 2251 - 3000 Hours - 70.00% $22.66 1 B 5A 5: 3001 - 3750 Hours - 80.00% $25.30 IQ 5A 6: 3751 - 4500 Hours - 90.00% $27.94 1 B 5A SPRINKLER FITTERS (FIRE PROTECTION) aw 1: 1$t Period - 40.00% $16.77 1 B 5C 2: 2nd Period - 42.00% $17.43 1 B 5C 3: 3rd Period - 44.00% $18.09 1 B 5C 4: 4th Period - 47.00% $19.08 1 B 5C 5: 5th Period - 52.00% $23.48 1 B 5C 6: 6th Period - 57.00% $25.13 1 B 5C 7: 7th Period - 62.00% $27.03 1 B 5C 8: 8th Period - 65.00% $28.03 1 B 5C 9: 9th Period - 75.00% $31.83 16 5C 10: 10th Period - 80.00% $33.48 1 B 5C �• TERRAZZO WORKERS & TILE SETTERS 1: 0 - 1000 Hours - 50.00% $19.36 1 H 5A 2: 1001 - 2500 Hours - 55.00% $20.68 1 H 5A 3: 2501 - 3500 Hours - 60.00% $22.00 1 H 5A 4: 3501 - 4500 Hours - 70.00% $24.65 1 H 5A "" 5: 4501 - 5500 Hours - 80.00% $27.29 1 H 5A 6: 5501 - 6250 Hours - 90.00% $29.94 1 H 5A . 7: 6251 - 7000 Hours - 95.00% $31.26 1 H 5A TILE, MARBLE & TERRAZZO FINISHERS FINISHER 1: 0 - 1000 Hours - 50.00% $18.74 1 H 5A 2: 1001 - 2500 Hours - 55.00% $20.01 1 H 5A 3: 2501 - 3500 Hours - 60.00% $21.27 1 H 5A 4: 3501 - 4500 Hours - 70.00% $23.79 1 H 5A .. TRAFFIC CONTROL STRIPERS http://www.Ini.wa.gov/prevailingwage/Appwages/20031/col7.htm 4/7/2003 KING County -Effective: 3/5/2003 Page 10 of lu 1: 0 - 500 Hours - 60.00% $12.71 1 K 5A 2: 501 - 1000 Hours - 60.00% $16.56 1 K 5A 3: 1001 - 2333 Hours - 60.00% $18.96 1 K 5A 4: 2334 - 4666 Hours - 73.00% $22.21 1 K 5A 5: 4667 - 7000 Hours - 88.00% $25.97 1 K 5A TRUCK DRIVERS °w ALL TRUCKS 1: 0 - 700 Hours - 70.00% $27.33 1T 5D 8L 2: 701 - 1400 Hours - 80.00% $29.85 1T 5D _8_L 3: 1401 - 2100 Hours - 90.00% $32.37 1T 5D 8L aw Aw 40 Ow ww l http://www.Ini.wa.gov/prevail'ngwage/Appwages/20031/col7.htm 4/7/2003 APPENDIX C-STANDARD PLANS CITY OF RENTON wr W wr err ar APPENDIX C STANDARD PLANS w No No 2003 SLURRY SEAL ww •.r 0 _ o� O - L 0 C Z o ' v ° _ zc 02 �gw CS Q p j • • O C °J C - K o 0 _ ° �C«• NoOa�d0 c G C • o o U0 cO�° o L ° NO • J•. 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