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an Award Date: 61, Lo 11cel CAG n O Awarded To: L A(i 1G C- In is �wavd Pmouh ; $ t, 1 00 its IM �Y ti O City of Renton Bidding Requirements, Forms, Contract Forms, Conditions of ♦ the Contract,Plans and Specifications 1 v City of Renton SW 34TH STREET CULVERT REPLACEMENT PROJECT �. PROJECT NO. SWP-27-3223 City of Renton •• 1055 S Grady Way Renton, WA 98057 in Surface Water Contact: Allen Quynn (425)430-7247 ® Printed on Recycled Paper J• CITY OF RENTON RENTON, WASHINGTON CONTRACT DOCUMENTS FOR THE CONSTRUCTION OF SW 34TH STREET CULVERT REPLACEMENT PROJECT PROJECT NO. SWP-27-3223 March 2007 BIDDING REQUIREMENTS CONTRACT FORMS CONDITIONS OF THE CONTRACT SPECIFICATIONS PLANS PAD J. ST �� OF WASyti 7 9�.0 9FGISTea`�� ass/ONALE�G\ 3/x12&07 EXPIRES 10/18/ Zeo_7 CITY OF RENTON SURFACE WATER UTILITY 1055 S Grady Way Renton, WA 98057 r ® Printed on Recycled Paper le, o , Apia Company GENERAL CONTRACTORS PUMPING STATIONS ,r 107 WILLIAMS AVENUE SOUTH ROAD CONSTRUCTION RENTON, WA 98055 E-MAILADDRESS: GJPANK @RLALIA.COM CONCRETE STRUCTURES (425) 226-8100 OFFICE UNDERGROUND UTILITIES (425) 226-8649 FAX LARGE DEWATERING EQUIPMENT April 24, 2007 r City of Renton 1055 South Grady Way Renton, WA 98057 Re: SW 34TH Street Culvert Replacement Project Emergency Contact List Following is our list of emergency contacts for this project: Richard L. Alia 206.423.3590 Cell 206.982.7624 Pager 425.430.9870 Home Robert Waddilove 206.679.5075 Bill Brunelle 206.870.2291 Home 206.794.3810 Cell s Tom Douglass .. 425.379.0976 Home 425.328.4707 Cell aw Bonding Agent .. Carl Newman c/o Parker, Smith & Feek 2233 112TH Ave NE Bellevue, WA 98004 425.709.3600 CONTRACTOR'S LICENSE NUMBER RL-AL-IC` 104PT DEPARTMENT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL REGIST # EXP. DATE CCOl RLALIC*104PT 10/04/2008 EFFECTIVE DATE 10/30/1990 I R L ALIA COMPANY 107 WILLIAMS AVE S RENTON WA 98055-2149 F625-052-000(8/97) ti�Y O CITY OF RENTON BUSINESS LICENSE Expiration Date Licensing. . 9 Division 6129/2007 1055 South Grady Way 'Vo Renton, WA 98055 Issued Date: License# (425) 430-6851 6/30/2006 BL.001673 Business Location Billing Code: bl_a 107 ON, WA AVE S Licensee has made application for a City of RENTON, WA 98055 pp Y Renton business license in accordance with the provisions of Title V, Business Regulations Chapter 1, Code of General Ordinances of the City of Renton and agrees to comply with all the 1 L A IL CO requirements of said ordinance. Licensee shall 107 WILLIAMS AVE S further comply with all other City Code RENTON, W WAA 98055 Ordinances, State Laws and Regulations applicable to the business activity licensed. Post this License at place of business. CITY OF RENTON SWP-27-3223 SW 34th Street Culvert Replacement Project CONTRACT DOCUMENT TABLE OF CONTENTS Summary of Fair Practices Policy Summary of Americans with Disabilities Act Policy Scope of Work Vicinity/Location Maps Instructions to Bidders Call for Bids *Combined Affidavit& Certificate Form: Non-Collusion, Anti-Trust Claims,Minimum Wage Form *Proposal *Bid Bond Form *Schedule of Prices *Acknowledgement of Addenda **Subcontractors List ❖Bond to the City of Renton ❖Fair Practices Policy Affidavit of Compliance ❖Contract Agreement(Contracts other than Federal -Aid FHWA) ❖City of Renton Insurance Information Form ❖City of Renton Standard Endorsement Form Insurance Information and Requirements Prevailing Minimum Hourly Wage Rates(New job classifications) Statement of Intent to Pay Prevailing Wages Affidavit of Prevailing Wages Paid +� Certificate of Payment of Prevailing Wages Environmental Regulations Listing Special Provisions WSDOT Amendments City Survey Control Network, Survey Standards and Monuments Appendix A(Stream Flow Data) .. Appendix B (Geotechnical Report) Appendix C (Permits) Appendix D(Stormwater Pollution Prevention Plan) Appendix E(Traffic Control Information/Detour Plan) Appendix F(Special Water Connection Details) Standard Details Construction Plans Documents marked as follows must be submitted at the time noted and must be executed by the Contractor, President and Vice President or Secretary if corporation by-laws permit. All pages must be .r signed. In the event another person has been duly authorized to execute contracts, a copy of the corporation minutes establishing this authority must be attached to the bid document. Submit with Bid(Yellow Pages) ** Submit with Bid or within 24 hours of bid Submit at Notice of Award(Green Pages) CITY OF RENTON Planning/Building/Public Works Department 1055 South Grady Way Renton, Washington, 98057 r +� CITY OF RENTON SUMMARY OF FAIR PRACTICES POLICY ADOPTED BY RESOLUTION NO. 3 2 2 9 ' It is the policy of the City of Renton to promote and provide equal treatment and service to all citizens and to ensure equal employment opportunity to all persons without regard to race, color, national origin, ethnic background, gender, marital status, religion, age or disability, when the City of Renton can reasonably accommodate the disability, of employees and applicants for employment and fair, non- discriminatory treatment to all citizens. All departments of the City of Renton shall adhere to the following guidelines: (1) EMPLOYMENT PRACTICES - The City of Renton will ensure all employment related activities included recruitment, selection, promotion, demotion, training, retention and separation are conducted in a manner which is based on job-related criteria which does not discriminate against women, minorities and other protected classes. Human resources decisions will be in accordance with individual performance, staffing requirements,governing civil service rules, and labor contract agreements. (2) COOPERATION WITH HUMAN RIGHTS ORGANIZATIONS - The City of Renton will cooperate fully with all organizations and commissions organized to promote fair ,.� practices and equal opportunity in employment. (3) AFFIRMATIVE ACTION PLAN - The City of Renton Affirmative Action Plan and Equal Employment Program will be maintained and administered to facilitate equitable s 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 7thday of October, 1996. CITY OF RENTON: RENTON CITY COUNCIL: Mayor Council President Attest: ` City Cler 03_SUMRY.D0C\ r CITY OF RENTON SUMMARY OFA IMCANS WITHDISABIIITIESACT POLICY ADOPTED BYRESOLU170NN0. 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 Pens 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 WTTH 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) CONTRACTOR' OBLIGATION - Contractors, subcontractors, consultants and suppliers conducting business with the City of Renton shall abide by the requirements of the Americans With Disabilities Act and promote access to services, activities and programs for people with disabilities. Copies of this policy shall be distributed to all City employees, shall appear in all operational documentation of the City, including bid calls, and shall be prominently displayed in appropriate City facilities. CONCURRED IN by the City Council of the City of Renton, Washington, this 4th day of October 1993. C RENTON RENTON CITY COUNCIL: Mayor ouncil President Attest: 4. City Clerk CITY OF RENTON SW 34th Street Culvert Replacement Project ,. SWP-27-3223 SCOPE OF WORK The work involved under the terms of this contract shall be full and complete installation of the facilities as shown on the plans and as described in the construction specifications,to include but not be limited to: • Replace 4 existing 72"culverts with new single 30 foot wide x 65 foot long precast box culvert, • Relocation of 8" sewer including installation of 1 Type 2-96", 4 standard 48" and 2 yrr Type B-54"sanitary manholes, 14"casing and 949' of 8"PVC sewer main, • Relocation of 12" watermain including installation of new gates valves, 22" casing and r 290' of 12"ductile iron restrained joint pipe, • Relocation of 12" storm including 5 Type I catch basins, 1 Type 2-48" CB and 325' of 12"CPEP pipe, i • Installation of stream bypass,temporary waterline and sanitary sewer diversion, • Installation of stream bank plantings,rootwads and spawning gravel, • Asphalt patch, sidewalk, curb and gutter, traffic markings, removal of structures and obstructions, • Final cleanup and restoration s The project is subject to the requirements of Hydraulic Project Approval,Nationwide Permits 3, 27 and 33, Drainage District No. 1 Permit and the NPDES Construction Stormwater General Permit provided in the bid 4. document. The estimated project cost is$950,000 to$1,150,000. A total of 150 working days will be allowed for the completion of this project Any contractor connected with this project shall comply with all Federal, State, County, and City codes and 'r regulations applicable to such work and perform the work in accordance with the plans and specifications of this contract document. .. • rr m ............... .. Kirkland 05 Redmond S Bainbridge• . Island .0 20 901•. ' 0) \ ��Elliott � � OIC• Bellevue . .Bay .' CO). o So mamisl ••o�Mercer 90 '_n 5 0 - 3. Issaquah •• Tukwila• Renton ' Project) :. 509 •-• cedo, Area 0 Vashon ........... 99 N +�► Island ••.•• 167 .... Kent .....:.DES. %%MONES off 516 . 18 ��• 516 ' . 181 . ..... S ., '.::. o... Auburn o. o c ��•�`°�• Green ma •' 99 167 164 TACOMA VICINITY MAP .� NO SCALE 1� UHL ��DDD 0 o CDD D �. D 0 00 4 v Q —� SW 27th S` Sw 27th it w G CD sw 29th s sw 3 0th St Project 181 a Location s ti a 167 2; SW 39th St sW 43RD St l KW LOCATION MAP N NO SCALE r ,. INSTRUCTIONS TO BIDDERS 1. Sealed bids for this proposal will be received by the City of Renton at the office of the Renton City MP Clerk,Renton City Hall, until the time and 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 on award made as early as practicable. No proposal may be changed or withdrawn after the time set for receiving bids. Proposals shall be submitted on the forms attached hereto. as 2 Any omissions, discrepancies or need for interpretation should be brought, in writing, to the attention of the Project Engineer. Written addenda to clarify questions that arise may then be issued. .o No oral statements by Owner, Engineer, or other representative of the owner shall, in any way, modify the contract documents, whether made before or after letting the contract. aw 3 The work to be done is shown in the plans and/or specifications. Quantities are understood to be only approximate. Final payment will be based on actual quantities and at the unit price bid. The City • reserves the right to add or to eliminate portions of that work as deemed necessary. 4. Plans may be examined and copies obtained at the Public Works Department Office. Bidders shall satisfy themselves as to the local conditions by inspection of the site. i 5. The bid price for any item must include the performance of all work necessary for completion of that item as described in the specifications. 6. 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. 7. 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. r 8. 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. 9. 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. 10. The bidder shall, upon request, furnish information to the City as to his financial and practical ability to satisfactorily perform the work. 11. Payment for this work will be made in Cash Warrants. 12. 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. aw Revised:04/06 bh 13. The contractor, prior to the start of construction, shall provide the City of Renton a detailed bar chart type construction schedule for the project. 14 Before starting work under this contract,the Contractor is required to supply information to the City of Renton on all chemical hazards Contractor is bringing into the work place and potentially exposing City of Renton Employees. "w 15. Payment of retainage shall be done in accordance with Section 1-09.9(1) "Retainage. 16. Basis For Approval irr The construction contract will be awarded by the City of Renton to the lowest, responsible,responsive bidder. The bidder shall bid on all bid schedules items of all schedules set forth in the bid forms to be .r considered responsive for award. The total price of all schedules will be used to determine the successful low responsive bidder. Partial bids will not be accepted. The owner reserves the right to award any or all schedules of the Bid to meet the needs of the City. The intent is to award to only one BIDDER. 17. Trench Excavation Safety Systems As required by RCW 39.04.180, on public works projects in which trench excavation will exceed a depth of four feet, any contract therefor shall require adequate safety systems for the trench excavation that meet the requirements of the Washington Industrial Safety and Health Act, Chapter 49.17 RCW. These requirements shall be included in the Bid Schedule as a separate item. The costs of trench safety systems shall not be considered as incidental to any other contract item and any attempt to +' include the trench safety systems as an incidental cost is prohibited. 18. Payment of Prevailing Wages In accordance with Revised Code of Washington Chapters 39.12 and 49.28 as amended or supplemented herein, there shall be paid to all laborers, workmen or mechanics employed on this contract the prevailing rate of wage for an hour's work in the same trade or occupation in the area of work regardless of any contractual relationship which may exist, or be alleged to exist, between the CONTRACTOR and any laborers,workmen, mechanics or subconsultants. r The most recent issue of the prevailing wage rates are included within these specifications under section titled "Prevailing Minimum Hourly Wage Rates". The Contractor is Responsible for obtaining updated issues of the prevailing wage rate forms as they become available during the duration of the contract. The wage rates shall be included as part of any subcontracts the Contractor may enter into for work on this project. " 19. Pollution Control Requirements Work under this contract shall meet all local, state and federal requirements for the prevention of environmental pollution and the preservation of public natural resources. The CONTRACTOR shall conduct the work in accordance with all applicable pollution control laws. The CONTRACTOR shall comply with and be liable for all penalties, damages, and violations under Chapter 90.48 RCW, in .. performance of the work. The CONTRACTOR shall also comply with Article 4 in the Puget Sound Air Pollution Control Agency Regulation III regarding removal and encapsulation of asbestos materials. r Revised:04/06 bh em an 20. Standard Specifications All work under this contract shall be performed in accordance with the following standard specifications except as may be exempted or modified by the City of Renton Special Provisions or .. other sections of these contract documents. These standard specifications are hereby made a part of this contract and shall control and guide all activities within this project whether referred to directly, paragraph by paragraph,or not. 1. WSDOT"2006 Standard Specifications for Road,Bridge and Municipal Construction" 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 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 standards shall be deleted and .r. the measurement and payment provisions of Section 1-09.3(1)of the City of Renton Special Provisions,Measurement and Payment(added herein)shall govern. 21. If a soils investigation has been completed, a copy may be included as an appendix to this document. If one has not been provided for this project by the City or Engineer, the Bidders shall familiarize themselves adequately with the project site and existing subsurface condition as needed to submit their .s bid. Upon approval of the City, the Bidder may make such subsurface explorations and investigations as they see fit. The Bidder shall be responsible for protection of all existing facilities, utilities and other buried or surface improvements and shall restore the site to the satisfaction of the City. 22 Bidder's Checklist ❑ It is the responsibility of each bidder to ascertain if all the documents listed on the attached index are included in their copy of the bid specifications. If documents are missing, it is the sole responsibility of the bidder to contact the City of Renton to obtain the missing documents prior to bid opening time. ry ❑ Have you submitted, as part of your bid, all documents marked in the index as"Submit With Bid"? ❑ Has bid bond or certified check been enclosed? Ow ❑ Is the amount of the bid guaranty at least 5 percent of the total amount of bid including sales tax? ❑ Has the proposal been signed? .. ❑ Have you bid on ALL ITEMS and ALL SCHEDULES? ❑ Have you submitted the Subcontractors List(If required) ❑ Have you reviewed the Prevailing Wage Requirements? ❑ Have you certified receipt of addenda, if any? r .r r r Revised:04/06 bh ow CITY OF RENTON SW 34`h Street Culvert Replacement Project W SWP-27-3223 CALL FOR BIDS Sealed bids will be received until 2:30 p.m., Tuesday, April 3, 2007, at the City Clerk's office, 7th Floor and will be opened and publicly read in the 5th floor conference room number 511, Renton City Hall, 1055 S. Grady Way,Renton,WA 98057. The work to be performed within 150 working days from the date of commencement under this contract shall include,but not be limited to: Furnish all equipment, labor and materials necessary to replace four existing 72-inch culverts with a single 30 foot wide by 65 foot long precast box culvert and stream improvements, relocation of 8" sewer including new 96", 54" and 48" manholes and casing, relocation of 12" water including new gate valves and casing along culvert, relocation of storm lines including new 12" pipe and Type I manholes, stream bypass pipe, temporary waterline and sanitary sewer diversion, new handrail, dewatering, shoring excavation and backfill, cast-in-place wingwalls, coordinate relocation of existing power, gas and "' communication utilities, stream regrading restoration of curb, gutter and sidewalk, asphalt repair, placement of stream material including rootwads and gravel and planting of stream bank. The Contractor will need to comply with the requirements of the project Hydraulic Project Approval, Nationwide Permits 3, 27 and 33, Drainage District No. 1 Permit and the NPDES Construction Stormwater General Permit — Notice of Intent provided in the bid document. No bids will be accepted after the time and date shown above. The estimated project cost is $950,000 to $1,150,000. ,. The City reserves the right to reject any and/or all bids and to waive any and/or all informalities. Bid documents will be available March 13, 2007. Plans, specifications, addenda and the plan holders list «• for this project are available on-line through Builders Exchange of Washington, Inc. at http://www.bxwa.com. Click on "bxwa.com"; "Posted Project"; "Public Works", "City of Renton", "Project Bidding". (Note: Bidders are encouraged to "Register as a Bidder," in order to receive .•, automatic email notification of future addenda and to be placed on the "Bidders List"). Questions regarding the project shall be addressed to the Project Manager, Allen Quynn, City of Renton, PBPW, 1055 S. Grady, 5`h Floor, Renton, WA 98057, phone (425)430-7247, fax(425)430-7241. .. A certified check or bid bond in the amount of five percent (5%) of the total amount of each bid must accompany each bid. The City's Fair Practices, Non-Discrimination and Americans with Disability Act Policies shall apply. A, Bonnie Walton, City Clerk Published: Daily Journal of Commerce March 13, 2007 March 20, 2007 March 27,2007 CITY OF RENTON • Combined Affidavit and Certification form: Non-Collusion,Anti-Trust,and Minimum Wage (Non-Federal Aid) NON-COLLUSION AFFIDAVIT Being duly sworn, deposes and says,that he is the identical person who submitted the foregoing proposal or bid, and that such bid is genuine and not sham or collusive or made in the interest or on behalf of any person not therein named, and further, that the deponent has not directly induced or solicited any other Bidder on the foregoing work or equipment to put in a sham bid, or any other person or corporation to refrain from bidding, and that deponent has not in any manner sought by collusion to secure to himself or to any other person any advantage over other Bidder or Bidders. AND CERTIFICATION RE: ASSIGNMENT OF .., ANTI-TRUST CLAIMS TO PURCHASER Vendor and purchaser recognize that in actual economic practice overcharges resulting from anti-trust violations are in fact usually borne by the purchaser. Therefor, vendor hereby assigns to purchaser any and all claims for such over- charges as to goods and materials purchased in connection with this order or contract, except as to overcharges resulting from anti-trust violations commencing after the date of the bid, quotation, or other event establishing the price under this order or contract. In addition, vendor warrants and represents that such of his suppliers and subcontractors shall assign any and all.such claims to purchaser, subject to the aforementioned exception. AND MINIMUM WAGE AFFIDAVIT FORM 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 Iess than the prevailing rate of wage or not less than the minimum rate of wages as specified in the principal ntract: that I have read the above and foregoing statement and certificate, know the contents thereof and the substance set forth therein is true to my knowledge and belief. FOR: NON COLLUSION AFFIDAVIT, ASSIGNMENT OF ANTI-TRUST CLAIMS TO PURCHASER AND MINIMUM WAGE AFFIDAVIT SW 30 Street Culvert Replacement Project Name of Project ' /�. L • ��A vn1 Phu ' Name of Bidder's Firm Signature of Authorized Representative of Bidder Subscribed and sworn to before me on this 312b day of 14PR1c- , 200-7. �Q`.• '' TA �' Notary Ptl is in and for the State of Washington CP My Comm.E Ois Z Notary (Print)_ C4AV August 25, 07 J &446%4)1(Z- : O: w� �G My appointment expires: f'-s s 7 OF W pS�\\\ 11111 ■r CITY OF RENTON i SWP-27-3223 SW 34"' Street Culvert Replacement Project i PROPOSAL .. TO THE CITY OF RENTON RENTON, WASHINGTON .., Ladies and/or Gentlemen: The undersigned hereby certify that the bidder has examined the site of the proposed work and have read and thoroughly understand the plans, specifications and contract governing the work embraced in i this improvement, and the method by which payment will be made for said work, and hereby propose to undertake and complete the work embraced in this improvement, or as much thereof as can be completed with the money available, in accordance with the said plans, specifications and contract i and the following schedule of rates and prices: (Note: Unit prices for all items, all extensions, and total amount of bid should be shown. ow unit prices both in writing and in figures.) Signature Address: %07 (Alic-c"A '5, 14✓E s J�OC7 n17W v),4 YJO-57 es of Members of Partnership: OR Name of President of Corporation Name of Secretary of Corporation L _ (,q Corporation Organized tinder the laws of With Main Office in State of Washington at Jr'7 Wfc tiA,ryts A45 S. BfD 13OND FORM Y Herewith find deposit in the form of a certified check, cashier's check, cash, or bid bond in the amount of$ _ which amount is nai less thmi.five percent of the total bid- Sign here l;.now All M.cn by These Presents: .r That w0, R.L. Alia Company, as Principal, and Hartford Fire Insurance Company 7s Surety, are held and firmly boul7d Tinto the City of Renton, as Obligee,hi tha penal SUrn 0f Five Percent (5%) of Total Amount of Bid--- Dollars, -for the pay'n1ent of which the 'Princip:d and the Surety bind tllemselves, their heirs, executors,administrators; s�iccessors and assigns,jointly and severplly, by these presents. The condition of this obligation is such that if the Obligee shall snake any award to the Principal for SW 341h Street Ciulyei t Replacement Prgj cf according to the terms of t11e proposal or 'hid made by the Principal therefor. and the Principal shall duly ivalce and inter into a contract witli the; Obligee in accordance with the terns of said proposal or laid and award and shall give bond for the faithful perform ranee thereof, with Surety or Sureties approved by the Obligee; or if the Principal shall, in case of failure to do so, pay and f61felt to the: Obligee the penal amount of the deposit specified in the call for bids, 'then this obligation. shall be null and void; othei:wise 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 Tf XIS 3rd DAY OF A it 20 07 . R.L. Alia Company n ■ {pac r DEnJT Pru�cip�l ' Hart rd Fire Insurance Company 1 1 Surety Deanna M. Meyer, Atto ey-in-Fact Received return of deposit in the slim of Direct Inquiries/Claims to: POWER OF ATTORNEY THE HARTFORD BOND,T-4 P.O.Box 2103,690 ASYLUM AVENUE r, HARTFORD,CONNECTICUT 06115 call:888-266-3488 or fax:860-757-5835 KNOW ALL PERSONS BY THESE PRESENTS THAT: Agency Code: 52-815037 X Hartford Fire Insurance Company, a corporation duly organized under the laws of the State of Connecticut X Hartford Casualty Insurance Company,a corporation duly organized under the laws of the State of Indiana 0 Hartford Accident and Indemnity Company,a corporation duly organized under the laws of the State of Connecticut Hartford Underwriters Insurance Company,a corporation duly organized under the laws of the State of Connecticut w Twin City Fire Insurance Company,a corporation duly organized under the laws of the State of Indiana Hartford Insurance Company of Illinois,a corporation duly organized under the laws of the State of Illinois Hartford Insurance Company of the Midwest,a corporation duly organized under the laws of the State of Indiana Hartford Insurance Company of the Southeast,a corporation duly organized under the laws of the State of Florida having their home office in Hartford, Connecticut, (hereinafter collectively referred to as the"Companies")do hereby make, constitute and appoint, up to the amount of unlimited: Charles A. Szopa, Barbara R.Johnson, Marie 1. Matetich, David L. Eckroth, Karen A. Hunt of Anchorage,AK,- Peter H. Hammett, Carl Newman, Karen P. Dever, Deanna M. Meyer,Jill A. Boyle, Stuart A. O'Farrell, Susan B. Larson,April L. Champagne, Scott Fisher, Stephen J. Wachter of Bellevue, WA their true and lawful Attorney(syin-Fact, each in their separate capacity if more than one is named above, to sign its name as surety(ies)only as delineated above by ®, and to execute, seal and acknowledge any and all bonds, undertakings, contracts and other written instruments in the nature thereof,on behalf of the Companies in their business of guaranteeing the fidelity of persons,guaranteeing the performance of contracts and executing or guaranteeing bonds and undertakings required or permitted in any actions or proceedings allowed by law. yN In Witness Whereof, and as authorized by a Resolution of the Board of Directors of the Companies on July 21, 2003 the Companies have caused these presents to be signed by its Assistant Vice President and its corporate seals to be hereto affixed,duly attested by its Assistant Secretary. Further, pursuant to Resolution of the Board of Directors of the Companies,the Companies hereby unambiguously affirm that they are and will be bound by any mechanically applied signatures applied to this Power of Attorney. r I. r• .R :!.ca..�P.rrt' : L 9�I T �� F z 9,�°R�a,4 �:q 3 �# @,"I 19T9tr: 1919 A 'riR YA a!.` • x Ar41Rp1SS •y01MR � Y Paul A.Bergenholtz,Assistant Secretary David T.Akers,Assistant Vice President k STATE OF CONNECTICUT I ss. Hartford COUNTY OF HARTFORD On this 4th day of August, 2004, before me personally came David T. Akers,to me known,who being by me duly sworn,did depose and say: that he resides in the County of Hampden, Commonwealth of Massachusetts; that he is the Assistant Vice President of the Companies, the corporations described in and which executed the above instrument; that he knows the seals of the said corporations; that the seals affixed to the said instrument are such corporate seals;that they were so affixed by authority of the Boards of Directors of said corporations and that he signed his name thereto by like authority. YE.p� � R Scott E.Paseka Notary Public r CERTIFICATE My Commission Expires October 31,2007 I,the undersigned,Assistant Vice President of the Companies, DO HEREBY CERTIFY that the above and foregoing is a true and correct copy of the Power of Attorney executed by said Companies,which is still in full force effective as of /� _ 3r 2-CO 7 Signed and sealed at the City of Hartford. ;00". INN �weo.re.rrt s L0 r 3:_j` rot. ^g F v *M►* ea � µ g oi� 9 e � t .t g f 1 0'7 ,�'" �y•.........,:y4° �='iati. qo;= :A`'+-.fi4$° '3�r19T9 • Tte1�' �rsR ♦A.e A►� • fT r1lno,sR 4RroN'� "�+,. Gary W.Stumper,Assistant Vice President POA 2005 CITY OF RENTON - SW 34th Street Culvert Replacement Project SCHEDULE OF PRICES (Sales Tax Rule 171 Applies To This Project) Note: Unit prices for all items,all extensions and total amount of bid must be shown. Show unit prices in both words and figures. Where conflict occurs the written or typed words shall prevail. See Special Provisions for Bid item descriptions. ITEM APPROX. ITEM NAME WITH UNIT PRICE UNIT PRICE AMOUNT NO. QUANTITY (Unit Prices to be written in words) (figure) (figure) 1 Mobilization 1. Lump Sum $ _ >`C-ticn�t%�Wo '7�<-/talt/SID N��S $ ?2'� $ ?2,000 23 Pot Hole Exi ting Utilities .. 2. Each $ 1 Temporary Water Pollution/Erosion Control r 3. Lump Sum $ --�- �/ ,��, l H M F(✓e r�kmo� �` $ 3 Ste- $ " 51;v 1 Temporary Stream Diversion 4. Lump Sum $ t�AIE ffc!/V�ORtao �c1/=at/ �Efr�JSAryD ;f �1 $/U-7000' $1070 w 1 Traffic Control 5. Lump Sum $ Ald / V ,, -- +� 1 Contractor pplied Surveying 6. Lump Sum $ -7; v Si¢„1D A101y $ ucx'' $ �i�)b4f_ 1 Removal of Structures and Obstructions 7. Lump Sum $ No / /,4Je7 ��,4,us,4wa f $ 9 $ 9ocv 3350 Removal of Existing Pavement 6, Square Yard $ r.vc / A/'/ 561 Removal of Existing Sidewalk 9. Square Yard $ �,✓e l n�o Jh� $ s J $ Z KV - 1 Clearing,Grubbing,and Roadside Cleanup 10. Lump Sum $ +� 1 Dewatering 11. Lump Sum $-7Nr27y I vF /;�vdrwmo $ $ 35',000' 1 Sheeting, Shoring,and Extra Excavation °1 12. Lump Sum $ r- T 700 ChanneVExcavation 13. Cubic Yard $ /gin / I $ 1/0" $ � � 120 Contro Iled sity Fill(CDt=)for Cufvert and Wing Wall Foundation 14. Cubic Yard $ OA/E A41iyQ/t J S6Vew7 Fi / ^7"�� $ 115 $ 680 Crushed Surfacing Base Course 15. Ton $ Fv ^'`'/>�,C $ Z5 $1 115 Crushed Surfacing Top Course 16. Tan $ � ^' - l f fla/�y - 1370 Hot Mix Asp alt, Class A 17. Ton $ $ 9c) $ 123,3`b r r ITEM APPROX. ITEM NAME WITH UNIT PRICE UNIT PRICE AMOUNT NO_ QUANTITY (Unit Prices to be written in words) (figure) (figure .. 1 Pre-Cast 30-ft wide x 12-ft high x 65-ft long Box Culvert 18. Lump Sum $ 1 wc, $ 2_1g oc v-- $ ;21g ct - 1 Wing Walls 19. Lump Sum $ SC()eW ry uI� Tif�vr,a*�m A'/ e $ 7 $ 2 ck;t.,,- 1 Deck Parapef for Box Culvert e: 20. Lump Sum $ ELEyev AIV/Vy $ //JOo 172 Steel Pipe Handrail 21. Lineal Foot $ �r t;lnit f/�u,0&6V f N% $ i OU $ 17 2 uU et! 325 Storm Drain Pipe, 12-in Diameter 22. Lineal Foot $ N> .. 38 Storm Drain Pipe,36-in Diameter 23. Lineal Foot $ ,A j1 „`�C A11,1V jL $ y $ 3 7(dl 4 Sewer Mangole,48-in Diameter 24. Each $ lwem E16W ,�N,04a "'% $ 2,J(00 $ //,2,x) - 2 Sewer Man ole,Type B, 54-in Diameter 25. Each $1 � `/ Iwo f4A1OReV $ 3,Z'00, $ boo' 1 Catch Ba in, Type 2, 96-in Diameter _ 26. Each $ I N-1),*— $ fJ Oc7o $ /6,000 EN"7'f+�cl t 1 Catch Basin,Type 2 48"Dia 27. Each $ -7 cja 5 Catch Basin, Type 1,with Open Face Curb 28. Each $ N/ve ,c"ma 'v"/ $ ` L)o' $ 2 Fire Hydrant Assembly • 29. Each �I'L ee,Hr. �"04,C_V "'%ae $ 3 e A;1 $ 7 crew° 1 Trench Safety System 30. Lump Sum $ / _ /-t ue' �lfws 4W_0 /V`'/?�- $ `"X $ ". 1 8-in Temporary Bypass Water Main 31. Lump Sum $ Nv _ �.- 290 12-in Ductile Iron Pipe for Water Main-Restrained Joint Fittings 32. Lineal Foot $ 1 22-in Steel Casing Pipe for Water Main 33. Lump Sum $ _ _ ./xn 5/497- N� $ G,&b $ (,.FUU 3 Connecti n to Existing Water Main es 34. Each $ '/ _ 1 8-in Temporary Sewer Line Bypass 35. Lump Sum $ ye .. OAJ�ysl, w ,l1�Lx $ 949 8-in PVC Pipe for Sewer Main 36. Lineal Foot $ 100 Removal aA Replacement of Unsuitable Material �(37. Ton $ -- ^�' �. $ 5-0 $ 5 ours` ITEM APPROX. ITEM NAME WITH UNIT PRICE UNIT PRICE AMOUNT NO. QUANTITY (Unit Prices to be written in words) (figure) (figure) .. 1 14-in Steel Casing Pipe for Sewer Main 38. Lump Sum $ uco _ 2 czJ —rw,a`/Nuc/Srt}rr0 y w�� $ ' 949 Television Inspection of Sanitary Sewers 39. Lineal Foot $ 7_ _ 6 Connection to Existing Sewer and Storm Drain .� 40. Each $ 7Wa-7 S�a / n/� lotl /, $ .c $ Wuu + 12 Concrete for Thrust Blocking, Dead-Man Anchor Blocks 41. Cubic Yard $ ONO 11 ,V,460 No/ $ $ /*100 3 12-in Gate Valve ,/ 42. Each $ 7;-)ew y F we riJWot" A.10 " $ �. $ -7.5'00 r d 97 Container Plant- 1 Gallon Container 43. Each I hfr�zw ^i�lC $ /3_ $ - 8 Balled and Burlapped,6-8 ft Height 44. Each $ n/v SFU�=rvr�rtrt��/ 66 Live Stake .r 45. Each $ Faa, A(/ v-y- $ `f $$ 1000 Mulch Mat 46. Square Yard $ GCS/Y—,Y- $ G; $ Z 50 Bark Mulch 47. Cubic Yard $ / p7 /„U/IA16 ,! $ �y $ 8500 Hydrosse/edi / l 48. Square Foot $ „p_ � 1 r $ 2j $ �ZS u Z 700 Cement Concrete Curb and Gutter 49. Lineal Foot $ 1 Concrete Guard ail 50. Lump um $ --r-- -- p aaJrN J �s-o0 l nI% $ oVU $ //.ow — 1 Beam Guardrail Flared Terminal 51. Lump Sum $ AA �. /(n M- Kc 7NQ $ $ Xoo 355 Cement C/ncrete Sidewalk 52. Square Yard $ tl:—" $ / Y 7S0 r 25 Sidewalk Ramp' 53. Square Yard $ �/� v $ (j $ /.150 161 Cement Concrete Driveway,Type 1 and 3 54. Square Yard $ 1 Pavement Markings r 55. Lump Sum $ �ct)E7117`y i/.a�/lF� 2 1 Structure Exc ation 56. Lump Sum $ Foy `�� /-! SAC /r'ffi�lriQN/� /l/o/Y $�J�i,U Ut3— $ 56,U oo 308 Gravel Ba fill for Walls 57, Cubic Yard $ aw ITEM APPROX. ITEM NAME WITH UNIT PRICE UNIT PRICE AMOUNT NO. QUANTITY (Unit Prices to be written in words) (figure) (figure) i 795 Gravel Borrow 58. Cubic Yard $ —14 1 Z tiro 1028 Bank Run Gra4l for Trench Backfill i 59. Cubic Yard $ �llL7y y n�,/, $ �0 " 660 Streambed Gravel aw 60. Ton $ "vO/Y-'� $ cj J $ Z 4 Quarry Spafls 61. Cubic Yard $ U� ,/ ND/ $ lot) $ q - ' 4 Log with Root Wad i 11 62. Each $ r' OJTt �f r/S � N% $ 3,000- $ 0.uuo 150 Top Soil,Type A 3. Cubic Yard $ Fo" E411L $ $ (bw- 60 Compost i 64, Cubic Yard $ SIXTY NU $ $ *usU 100 Wing Wall ainage Matt 65. Square Yard $ $ $ i Zv 2,tioo 1 Street Light Modif ation 66. Lump Sum $ 7-� -��CO.S4,0- f� Nu149 $ &'000 - $ /0,000- 1 Final Restoration and Cleanup �/ T 67. Lump Sum $ �r!il � / 1Yu(�S,4�lD� NC�i�� $ 13,ow $ 13.0 w (Sales Tax Rule 171 Applies To This Project) Total $ 1, Z70 8 71 i i r i i i i i CITY OF RENTON SW 34'h Street Culvert Replacement Project SWP-27-3223 } ACKNOWLEDGEMENT OF RECEIPT OF ADDENDA ACKNOWLEDGEMENT OF RECEIPT OF ADDENDA NO, DATE: NO. DATE: NO, DATE: NO. DATE: NO. DATE: SIGNED: TITLE: n r NAME OF COMPANY: ADDRESS: /07 CITY/STATE/ZIP: (AA 11�f a-S 7 TELEPHONE: (`tom) Z2-6 R'/00 s ' SUBCONTRACTOR LIST .. S WP-27-3223 SW 34`h Street Culvert Replacement Project RCW 39.30-060 requires that for all public works contracts exceeding $1,000,000 the bidder shall a submit the names of all subcontractors whose subcontract amount exceeds 10 percent of the contract price. If the subcontractors names are not submitted with the bid,or within 24 hours of the bid, the bid shall be considered non-responsive and,therefore,void. Complete one of the following for contracts that exceed $1,000,000: A. There are no subcontractors proposed whose subcontract amount exceeds 10 percent of the contract price. n Natne: lit c.H-ft" L. A-14 Title: Signature: G .- r B. The following subcontractor(s) subcontract amount exceeds 10 percent of the contract price: (list subcontractor and bid item) Bid Item(s) Subcontractor Name Address Phone No. State Contractor's License No Bid Item(s) Subcontractor Name Address Phone No. State Contractor's License No Bid Item (s) Subcontractor Name Address Phone No. State C'ontractor's License No Bid Item (s) Subcontractor Name Address Phone No. State Contractor's License No rr BOND TO THE CITY OF RENTON Bond No. 52BCSEI1984 _ KNOW ALL MEN BY THESE PRESENTS: That we,the undersigned R. L. Alia Company as principal, and Hartford Fire Insurance Company corporation organized and existing under the .. laws of the State of onnecticut as a surety corporation, and qualified under the laws of the State of Washington to become surety upon bonds of contractors with municipal corporations, as surety are jointly and severally held and firmly bound to the City of Renton in the penal sum of $1,2 70,871.00 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 , Washington,this /1p day of ,20d�7 .. — Nevertheless,the conditions of the above obligation are such that: WHEREAS, under and pursuant to Public Works Construction Contract CAG- providing for construction of: SW 34`h Street Culvert Replacement Proiect (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; .� 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 material, men, and all persons who shall supply said principal or subcontractors with provisions and supplies for the carrying on of said work, and shall 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. R. L. Alia Company Hartford Fire Insurance Company Principal Surety T .. Sigtiur'e Signature — Ptze-3-tbcu r Susan B. Larson, Attorney-in-Fact Title Title Approved by Larry Warrtn 2:-114%92 ow n. Direct Inquiries/Claims to: POWER OF ATTORNEY THE HARTFORD BOND,T-4 P.O. Box 2103, 690 ASYLUM AVENUE HARTFORD,CONNECTICUT 06115 call:888-266-3488 or fax:860-757-5835 KNOW ALL PERSONS BY THESE PRESENTS THAT: Agency Code: 52-815037 Hartford Fire Insurance Company, a corporation duly organized under the laws of the State of Connecticut X Hartford Casualty Insurance Company,a corporation duly organized under the laws of the State of Indiana Hartford Accident and Indemnity Company,a corporation duly organized under the laws of the State of Connecticut Hartford Underwriters Insurance Company,a corporation duly organized under the laws of the State of Connecticut Twin City Fire Insurance Company,a corporation duly organized under the laws of the State of Indiana Hartford Insurance Company of Illinois,a corporation duly organized under the laws of the State of Illinois Hartford Insurance Company of the Midwest,a corporation duly organized under the laws of the State of Indiana Hartford Insurance Company of the Southeast,a corporation duly organized under the laws of the State of Florida having their home office in Hartford, Connecticut, (hereinafter collectively referred to as the"Companies")do hereby make, constitute and appoint, up to the amount of unlimited: Charles A. Szopa, Barbara R. Johnson, Marie 1. Matetich, David L. Eckroth, Karen A. Hunt of Anchorage,AK, Peter H. Hammett, Carl Newman, Karen P. Dever, Deanna M. Meyer, Jill A. Boyle, Stuart A. O'Farrell, Susan B. Larson,April L. Champagne, Scott Fisher, Stephen J. Wachter of Bellevue, WA their true and lawful Attorney(s)-in-Fact, each in their separate capacity if more than one is named above, to sign its name as surety(ies)only as delineated above by ®, and to execute, seal and acknowledge any and all bonds, undertakings, contracts and other written instruments in the nature thereof,on behalf of the Companies in their business of guaranteeing the fidelity of persons,guaranteeing the performance of contracts and executing or guaranteeing bonds and undertakings required or permitted in any actions or proceedings allowed by law. In Witness Whereof, and as authorized by a Resolution of the Board of Directors of the Companies on July 21, 2003 the Companies w have caused these presents to be signed by its Assistant Vice President and its corporate seals to be hereto affixed,duly attested by its Assistant Secretary. Further, pursuant to Resolution of the Board of Directors of the Companies,the Companies hereby unambiguously affirm that they are and will be bound by any mechanically applied signatures applied to this Power of Attorney. r INk, aye"' t p ova^Iles ow. ... °��,N�•Yi�� :�caa.lavrrt: � Lq�r M) ?#ft-°'tel°. 3-���roe+�°..'s ,,� I o 'M► '�` 8 i 1 9 8 7 T • i7 °�• • � • rfn '�``��� 3 ",. 9IA►0 ` - a a.,°+xle,hev�a • ��sl•M► s ,t97�for t'-Z 1979 e & • .,v:.dti°�' '1"bu� ra .av` • * ,'""•,n�'tMMw�,o,'aS. hD1AMa�` Paul A.Bergenholtz,Assistant Secretary David T.Akers,Assistant Vice President STATE OF CONNECTICUT Ss. Hartford COUNTY OF HARTFORD I On this 4th day of August, 2004, before me personally came David T. Akers,to me known,who being by me duly sworn, did depose and say: that he resides in the County of Hampden, Commonwealth of Massachusetts; that he is the Assistant Vice President of the Companies, the jo corporations described in and which executed the above instrument; that he knows the seals of the said corporations; that the seals affixed to the said instrument are such corporate seals; that they were so affixed by authority of the Boards of Directors of said corporations and that he signed his name thereto by like authority. Scott E.Paseka Notary Public CERTIFICATE My Commission Expires October 31,2007 I,the undersigned,Assistant Vice President of the Companies, DO HEREBY CERTIFY that the above and foregoing is a true and correct copy of the Power of Attorney executed by said Companies,which is still in full force effective as of Signed and sealed at the City of Hartford. 6 tY I,P�, 91 � 4 P^itrz b {,.a��,.0 d B .���pppp 4 �'�'�i" , r4�J.t`...."".. ^, ' r• � ��we'.rc+rr:,'r. f L9�r .i eDI�L z.: aretar�� r � c wrr �w 8 i SCY7 ,^ • $ my . 9 t V '4'rM1.� � ,. o,JM .hCY; •LINT? �. t0'f.0 3a�79 :9 Gary W.Stumper,Assistant Vice President POA 2005 `�Y © CITY OF RENTON ,� FAIR PRACTICES POLICY AFFIDAVIT OF COMPLIANCE hereby confirms and declares that (Name of contractor/subcontractor/consultant) L It is the policy of L. 4LIA 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. complies with all applicable (Name of contractor/subcontractor/consultant) federal, state and local laws governing non-discrimination in employment. III. When applicable, R. L- 41.I A 6m/� will seek out and (Name of contractor/subcontractor consultant) negotiate with minority and women contractors for the award of subcontracts. s ecNARn L_ 41,4 i Print Agent/Representative's Name Print Agent/Representati s Title Agent/Representative's Signature Date Signed r Q:\DATA_Center\Forms\City\Contracts\BidSpecs\14_FAIR.DOC, aw CONTRACTS OTHER THAN FEDERAL-AID FHWA THIS AGREEMENT, made and entered into this day of ,200 7 . by and between THE CITY OF RENTON, Washington, a municipal corporate n of the State of Washington, hereinafter referred to as "CITY" and hereinafter referred to as "CONTRACTOR." .. WITNESSETH: 1) The Contractor shall within the time stipulated, (to-wit: within 150 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. SWP-27-3223 for improvement by construction and installation of: SW 34`h Street Culvert Replacement Project Work as described in "Scope of Work"dated March 2007 , attached hereto. 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 Contractor 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) Specifications e) Maps and Plans f) Bid g) Advertisement for Bids h) Special Provisions, if any i) Technical Specifications, if any 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 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 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 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. The Contractor agrees to name the City as an additional insured on a noncontributory ` primary basis. 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. r. It is further, specifically and expressly understood that the indemnification provided herein constitutes the contractor's waiver of immunity under Industrial Insurance, Title 51 RCW, solely for the purposes of this indemnification. This waiver has been mutually negotiated between the parties. The provisions of this section shall survive the expiration or ` termination of this contract. 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 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 150 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 any installation provided for by this Contract shall relieve the Contractor of liability in respect to any warranties or responsibility for faulty materials or workmanship. The Contractor shall be under the duty to remedy any defects in the work and pay for any damage to other work resulting therefrom which shall appear within the period of one (1) year from the date of final acceptance of the work, unless a longer period is specified. The �. City will give notice of observed defects as heretofore specified with reasonable promptness after discovery thereof, and Contractor shall be obligated to take immediate steps to correct and remedy any such defect, fault or breach at the sole cost and expense of Contractor. The Contractor agrees the above one year limitation shall not exclude or diminish the City's rights under any law to obtain damages and recover costs resulting from defective and unauthorized work discovered after one year but prior to the expiration of the legal time period set forth in RCW 4.16.040 limiting actions upon a contract in writing, or liability expressed or implied arising out of a written agreement. 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. 10) The Contractor shall furnish a surety bond or bonds as security for the faithful performance ,.. of the Contract, including the payment of all persons and firms performing labor on the construction project under this Contract or furnishing materials in connection with this Contract; said bond to be in the full amount of the Contract price as specified in Paragraph 12. The surety or sureties on such bond or bonds must be duly licensed as a surety in the State of Washington. M 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. +� 12) The total amount of this contract is the sum of ID numbers ��� written words which includes Washington State Sales Tax. Payments will be made to Contractor as specified in the "Special Provisions"of this Contract. •� 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. CO CTOR CITY OF RENTON cam! 1�4 President/Partner/O r Mayor K Hy KEDLY.IEK ATTEST XJIly1A'LGG\O (�lJL2.�� Secretary / E Z. VIA UTO M City C Jerk dba l� 1. 44,4 CcoMM11Y s Firm Name - check one ❑ Individual ❑ Partnership Corporation Incorporated in r Attention: If business is a CORPORATION, name of the corporation should be listed in full and both ,. President and Secretary must sign the contract, OR if one signature is permitted by corporation by-laws, a copy of the by-laws shall be furnished to the City and made a part of the contract document. If business is a PARTNERSHIP, full name of each partner should be listed followed by d/b/a (doing business as)and firm or trade name; any one partner may sign the contract. If business is an INDIVIDUAL PROPRIETORSHIP, the name of the owner should appear followed by d/b/a and name of the company. R cto Aha Comparty GENERAL CONTRACTORS PUMPING STATIONS ,. 107 WILLIAMS AVENUE SOUTH ROAD CONSTRUCTION RENTON, WA 98055 E-MAILADDRESS: GJPANK @RLALIA.COM CONCRETE STRUCTURES (425)226-8100 OFFICE UNDERGROUND UTILITIES „■ (425) 226-8649 FAX LARGE DEWATERING EQUIPMENT Resolution of Board of Directors A special meeting of the directors was held on April 21, 2007 at the Corporate Offices at 107 Williams Ave S, Renton, WA. All directors were present. Chairman Richard L. Alia presided over the meeting. R. L. Alia Company was successful low bidder on the SW 34TH Street Culvert Replacement Project for City of Renton. Renton has awarded said project to R. L. Alia Company. RESOLVED: 1) R. L. Alia Company shall enter into a contract with City of Renton to construct said project. 2) Persons authorized to sign the contract and change orders on behalf of R. L. Alia Company include: Richard L. Alia / . t r Gary J Pankiewicz There being no further business, the meeting was adjourned. AGREED AND CONSENTED TO: R. L. Alia Company � a Richard L. Alia bate President, Chairman and Sole Shareholder CONTRACTOR'S LICENSE NUMBER RL-AL-IC' 104PT i �rsx o City of Renton Human Resources &Risk Management Department N�v� Insurance Infonnation Form FOR. SW 34th Street Culvert Replacement Project PROJECT NUMBER: STAFF CONTACT: Certificate of Insurance indicates the coverages/limits specified in ❑ Yes ❑ No contract? Are the following coverages and/or conditions in effect`? H Yes ❑ No Tile Commercial General Liability policy form is an ISO 1993 ❑ Yes ❑ No Occurrence Form or Equivalent? (If no, attach a copy of the policy with required coverages clearly identified) CG 0043 Amendatory Endorsement provided?* ❑ Yes ❑ No General Aggregate provided on a "per protect basis (CG2503)?* [ Yes ❑ No Additional Insured wording provided?* ❑ yes ❑ No Coverage on a primary basis and non-contributing basis?* [] Yes ❑ No Waiver of Subrogation Clause applies?* ❑ Yes ❑ No ScverabiIity of Interest Clause(Cross Liability)applies? 0, Yes ❑ No Notice of Cancellation/Non-Renewal amended to 45 days?* 1-K Yes ❑ No *To be shown on certrflcate.ofinsurance* =fir. AM BEST'S RATING FOR CARRIER GL, Auto Umb Professional e 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 ItENTON, at its option, shall obtain copies of the policies and/or specific declaration pages FROM awarded bidder prior to execution of contract. pIA.RKEPR, SMITH -E FEE, INC. Agency/Broker Coinpleted By(Type or Prict Name) 2233 212th Ave 'gig', S le.Fue, T,,iA °8004 Address -�; ::: _ Corn leted By,�Si ature Walt - Name of person to contact -- — `--- -Telephone Number ---__ ---- NOTE: THIS OUESIIONNAME MUST BE COMPLETED FOR EACH LfAIE OF COVERAG`s" AND .4MICHED TO CERTIFICATE OFINSURANCE INSURANCE INFORMATION ' AND REQUIREMENTS Client#: 570 ALIACOMP ACORDT. CERTIFICATE OF LIABILITY INSURANCE DATE(MM PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION Parker Smith & Feek, Inc. ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AMEND,EXTEND OR Bellevue Office ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. 233 112th Avenue NE Bellevue, WA 98004 INSURERS AFFORDING COVERAGE NAIC# INSURED INSURER A: Zurich American Insurance Co. R. L.Alia Company INSURER B: American Guarantee& Liab 107 Williams Ave. S. Renton, WA 98055 INSURER C: INSURER D: INSURER E: r COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED.NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. LT IINSR DD' TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE POLICY EXPIRATION LIMITS LTR NSR DATE MMIDD/YY DATE MM/DD/YY A X GENERAL LIABILITY CP0286246704 10/01/06 10/01/07 EACH OCCURRENCE $1,000,000 X COMMERCIAL GENERAL LIABILITY DAMAGE PREMISES TO RENTED o nc $300,000 CLAIMS MADE F—xl OCCUR MED EXP(Any one person) $10,000 PERSONAL&ADV INJURY $11,000,000 GENERAL AGGREGATE s2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG s2,000,000 POLICY -X] PRO- LOC JECT B AUTOMOBILE LIABILITY CP0286246704 10101/06 10/01107 COMBINED SINGLE LIMIT X ANY AUTO (Ea accident) $1,000,000 ALL OWNED AUTOS BODILY INJURY $ SCHEDULED AUTOS (Per person) X HIREDAUTOS T BODILY INJURY $ X NON-OWNED AUTOS (Per accident) PROPERTY DAMAGE $ (Per accident) T GARAGE LIABILITY AUTO ONLY-EA ACCIDENT $ ANY AUTO OTHER THAN EA ACC $ AUTO ONLY: AGG $ T B EXCESS/UMBRELLA LIABILITY AUC930134805 10/01/06 10101/07 EACH OCCURRENCE $SEE BELOW 7X OCCUR E-1 CLAIMS MADE AGGREGATE $SEE BELOW DEDUCTIBLE $ X RETENTION $O $ A WORKERS COMPENSATION AND CP0286246704 10/01/06 10/01/07 QR LIMIT-X o R EMPLOYERS'LIABILITY WA STOP GAP E.L.EACH ACCIDENT $150005000 ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? E.L.DISEASE-EA EMPLOYEE $1,000,000 If yes,describe under SPECIAL PROVISIONS below E.L.DISEASE-POLICY LIMIT $1,000,000 OTHER DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES/EXCLUSIONS ADDED BY ENDORSEMENT/SPECIAL PROVISIONS SW 34th Street Culvert Replacement Project. City of Renton,their elected or appointed officers, officials, employees, subconsultants, and volunteers are included as Additional Insureds and coverage is Primary and Non Contributory as set forth in the terms and conditions of Endorsement U ...(See Attached Descriptions) CERTIFICATE HOLDER CANCELLATION Ten Day Notice for Non-Payment of Pr emium SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION i CITY OF RENTON DATE THEREOF,THE ISSUING INSURER WILL R RR}C4t MAIL _ 5 DAYS WRITTEN P.O. Box 1055 NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, J(RRAd K Renton, WA 98057 klP7p1�RM4l7QfOlp76RR4IR7PRXt P70K)d)(X�FlfU1XXRV�X�k1(RCt4cOQIJ6R9cR7iRRRDCC6)[�cXx RR96iE76X�WRRX _ _--- _ AUTHORIZED REPRESENTATIVE ACORD 25(2001/08) 1 of 3 #M71112 KMG00 O ACORD CORPORATION 1988 IMPORTANT If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must be endorsed. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). DISCLAIMER The Certificate of Insurance on the reverse side of this form does not constitute a contract between the issuing insurer(s), authorized representative or producer, and the certificate holder, nor does it affirmatively or negatively amend, extend or alter the coverage afforded by the policies listed thereon. R° I i ACORD 25-S(2001108) 2 of 3 #M71112 DESCRIPTIONS (Continued from Page 1) GL 1175-ACW, Edition Date 09/03 attached.Waiver of Subrogation is included per form CG2404, Edition Date 10/93 attached. Severability of Interest applies. UMBRELLA LIMIT IS AS FOLLOW: $1,000,000 (Occ)$1,000,000 (Agg). AMS 25.3(2001/08) 3 of 3 #M71112 � Additional Insured-Automatic - Owners, Lessees Or Contractors Broad Form ZURICH ,. Policy No. Eff. Date of Pol. Exp. Date of Pal. Eff.Date of End. Producer Add'I.Prem Return Prem. CP0286246704 10/01/2006 10/01/2007 10101/2006 73791000 $N/A $N/A 'PHIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. This endorsement modifies insurance provided under the: Commercial General Liability Coverage Part A. WHO IS AN INSURED(Section 11)is amended to include as an insured any person or organization whom you are required to add as an additional insured on this policy under a written contract or written agreement. B. The insurance provided to additional insureds applies only to"bodily injury", "property damage"or"persona]and advertis- ing injury" covered under Section I, Coverage A, BODILY INJURY AND PROPERTY DAMAGE LIABILITY and Coverage B, PERSONAL AND ADVERTISING INJURY LIABILITY,but only if: t. The"bodily injury"or "property damage"results from your negligence;and 2. The"bodily injury", "property damage" or"personal and advertising injury"results directly from: a. Your ongoing operations;or b. "Your work"completed as included in the"products-completed operations hazard", performed for the additional insured,which is the subject of the written contract or written agreement — C. However,regardless of the provisions of paragraphs A.and B.above: I. We will not extend any insurance coverage to any additional insured person or organization: .. a. That is not provided to you in this policy;or b. That is any broader coverage than you are required to provide to the additional insured person or organization in the written contract or written agreement;and 2. We will not provide Limits of Insurance to any additional insured person or organization that exceed the lower of- a. The Limits of Insurance provided to you in this policy;or b. The Limits of Insurance you are required to provide in the written contract or written agreement. D. The insurance provided to the additional insured person or organization does not apply to: 1. "Bodily injury", "property damage"or"personal and advertising injury"that results solely from negligence of the addi- tional insured;or U-GL-3175-A CW(9/03) Includes copyrighted material of Insurance Services Office,Ine-with its permission. Page 1 of2 Revised 2. "Bodily injury", "proper. image" or"personal and advertising injury" Ing out of the rendering or failure to render any professional architectural,engineering or surveying services including: a. The preparing,approving,or failing to prepare or approve maps,shop drawings,opinions,reports,surveys,field orders,change orders or drawings and specifications;and b. Supervisory,inspection,architectural or engineering activities. E. The additional insured must see to it that: 1. We are notified as soon as practicable of an"occurrence"or offense that may result in a claim: 2. We receive written notice of a claim or"suie'as soon as practicable;and 3. A request for defense and indemnity of the claim or"suit"will promptly be brought against any policy issued by an- other insurer under which the additional insured also has rights as an insured or additional insured. F. The insurance provided by this endorsement is primary insurance and we will not seek contribution from any other in- surance available to any additional insured person or organization unless the other insurance is provided by a contractor other than you for the same operations and job location. Then we will share with that other insurance by the method de- scribed in paragraph 4.c.of SECTION IV-COi4IMERCIAL GENERAL LIABIL]TY CONDMONS. Any provisions in this Coverage Part not changed by the terms and conditions of this endorsement continue to apply as writ- ten. U-GL-1175-A CW(9/03) Page 2 of 2 Revised POLICY NUMBER: CPO 286246704 COMMERCIAL GENERAL LIABILITY CG 24 04 10 93 THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. WAIVER OF TRANSFER OF RIGHTS OF RECOVERY AGAINST OTHERS TO US This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART. SCHEDULE Name of Person or Organization: AS REQUIRED BY WRITTEN CONTRACT (If no entry appears above, information required to complete this endorsement will be shown in the Declarations as applicable to this endorsement.) The TRANSFER OF RIGHTS OF RECOVERY AGAINST OTHERS TO US Condition(Section IV-COMMERCIAL GENERAL LIABILITY CONDITIONS) is amended by the addition of the following: w We waive any right of recovery we may have against the person or organization shown in the Schedule above because of payments we make for injury or damage arising out of your ongoing operations or"your work"done under a contract with that person or organization and included in the"products-completed operations hazard".This waiver applies only to the person or organization shown in the Schedule above. NAMED INSURED: R. L. ALIA COMPANY CG 24 04 10 93 Copyright, Insurance Services Office, Inc. 1992 COMMIERCIAL INSURANCE COMMON POLICY DECLARATIONS Policy Number CPO 2862467-04 Renewal of Number CPO 2862467-03 Named Insured and Mailing Address Producer and Mailing Address R L ' :ALIA,,.COMPANY: PARKER, SMITH & FEEK, INC. (SEE `ENDORSEMENT U-GU-621-ACW) 2233 112TH AVE NE 107 WILLIAMS AVE. S. BELLEVUE WA 98004-2936 RENTON WA 98055 Producer Code 73791-000 Policy Period: Coverage begins 10-0i-06 at 12:01 A.M.; Coverage ends_' 1a-`01-Q7 at 12:01 A.M. tr The named insured is ❑ Individual ❑ Partnership FRI Corporation ❑ Other: This insurance is provided by one or more of the stock insurance companies which are members of the Zurich-American Insurance Group. The company that provides coverage is designated on each Coverage Part Common Declarations. The company or companies providing this insurance may be referred to in this policy as"The Company",we,us,or our. The address of the companies of the Zurich-American Insurance Group are provided on the next page. THIS POLICY CONSISTS OF THE FOLLOWING COYERAGE(S): PROPERTY COVERAGE PREMIUM $ issued by ZURICH AMERICAN INSURANCE COMPANY GENERAL LIABILITY COVERAGE PREMIUM $ issued by ZURICH AMERICAN INSURANCE COMPANY CRIME AND FIDELITY COVERAGE PREMIUM $ issued by ZURICH AMERICAN INSURANCE COMPANY INLAND MARINE COVERAGE PREMIUM $ issued by ZURICH AMERICAN INSURANCE COMPANY BUSINESS AUTOMOBILE PREMIUM $ issued by AMERICAN GUARANTEE AND LIABILITY INSURANCE COMPANY rar rir r tr. THIS PREMIUM MAY BE SUBJECT TO AUDIT. TOTAL $ This premium does not include Taxes and Surcharges. SEE INSTALLMhrq-j o,_,_,JLE r Taxes and Surcharges TOTAL $ The Form(s) and Endorsement(s) made a part of this policy at the time of issue are listed on the SCHEDULE of FORMS and ENDORSEMENTS. Countersigned this day of Authorized Representative aw THESE DECLARATIONS TOGETHER WITH THE COMMON POLICY CONDITIONS,COVERAGE PART DECLARATIONS,COVERAGE PART FORM(S), FORMS AND ENDORSEMENTS, IF ANY,ISSUED TO FORM A PART THEREOF,COMPLETE THE ABOVE NUMBERED POLICY. U-GU-D-310-A(01/93) 1W AGENT COPY Page 1 of 1 COMMERCIAL GENERAL LIABILITY COVERAGE PART DECLARATIONS Policy Number: CPO 2862467-04 ZURICH AMERICAN INSURANCE COMPANY Named Insured R.L. ALIA COMPANY Policy Period: Coverage begins 10-01-06 at 12:01 A.M.; Coverage ends 10-01-07 at 12:01 A.M. Producer Name: PARKER, SMITH & FEEK, INC. Producer No. 73791-000 Item 1. Business Description: WATER & SEWER CONTRACTOR Item 2. Limits of Insurance GENERAL AGGREGATE LIMIT $ 2 , 000,000 PRODUCTS-COMPLETED OPERATIONS AGGREGATE LIMIT $ 2, 000 ,000 EACH OCCURRENCE LIMIT $ 1,000, 000 DAMAGE TO PREMISES RENTED TO YOU LIMIT $ 300 ,000 Any one premises MEDICAL EXPENSE LIMIT $ _ 10,000 Any one person PERSONAL AND ADVERTISING INJURY LIMIT $ j ,000,000 Any one person or organization Item 3. Retroactive Date (CG 00 02 ONLY) This insurance does not apply to "bodily injury', "property damage" or "personal and advertising injury' offense which occurs before the Retroactive Date, if any, shown here: NONE (Enter Date or"None"if no Retroactive Date applies) Item 4. Form of Business and Location Premises Form of Business: CORPORATION Location of All Premises You Own, Rent or Occupy: See Schedule of Locations Item 5. Schedule of Forms and Endorsements Form(s) and Endorsement(s) made a part of this Policy at time of issue: See Schedule of Forms and Endorsements Item 6. Premiums Coverage Part Premium: $ Other Premium: Total Premium: $ AGENT COPY U-GL-D-1 1 15-B CW(9/04) M Stopgap Employer Liability Coverage ZURICH 'Various provisions in this policy restrict coverage. Read the entire policy carefully to determine rights, duties and what is and is not covered. Throughout this policy the words "you" and "your" refer to the Named Insured shown in the Declarations. The words "we" and 'bur" refer to the Company providing this insurance. The word "insured"means any person or organization qualifying as such under SECTION II -WHO IS AN INSURED. mOther words and phrases that appear in bold face have special meaning. Refer to SECTION V-DEFINITIONS. w SCHEDULE �State(s) ALL MONOPOLISTIC STATES r Location(s) ALL OF YOUR WORKPLACE LOCATIONS r Limits of Liability: r Bodily Injury by Accident- Each Accident: $ 1,000,000 Bodily Injury by Disease - Policy Limit: $ 1,000,000 r Bodily Injury by Disease - Each Employee: $ 1,000,000 •Deposit Premium: $ INCLUDED wMinimum Premium:$ INCLUDED r U-GL-274-C MU(0512006) Page 1 of 1 COMMERCIAL AUTO AMERICAN GUARANTEE AND LIABILITY INSURANCE COMPANY 1400 American Lane Schaumburg, Illinois 60196-1056 1-800-382-2150 BUSINESS AUTO RATION POLICY NO.: CPO 2862467-04 Producer PARKER, SMITH & FEEK, INC. ITEM ONE NAMEDINSURED: R.L. ALIA COMPANY (SEE ENDORSEMENT U—CU-621—ACW) MAILING ADDRESS: 107 WILLIAMS AVE. S. RENTON WA 98055 POLICY PERIOD: From 10-01-06 to 10-01-07 at 12:01 A.M. Standard Time at your mailing address shown above. PREVIOUS POLICY NUMBER: CPO 2862467-03 FORM OF BUSINESS: X]CORPORATION LIMITED LIABILITY COMPANY INDIVIDUAL D PARTNERSHIP OTHER IN RETURN FOR THE PAYMENT OF THE PREMIUM, AND SUBJECT TO ALL THE TERMS OF THIS POLICY, WE AGREE WITH YOU TO PROVIDE THE INSURANCE AS STATED IN THIS POLICY. Premium shown is payable at inception: $ AUDIT PERIOD (IF APPLICABLE) I X ANNUALLY I SEMI- QUARTERLY MONTHLY ANNUALLY ENDORSEMENTS ATTACHED TO THIS POLICY: IL 00 17—Common Policy Conditions (IL 01 46 in Washington) IL 00 21 —Broad Form Nuclear Exclusion (Not Applicable in New York) r SEE SCHEDULE OF FORMS AND ENDORSEMENTS COUNTERSIGNED BY (Da=te) It,A_ithOr i=ed Representative/ • NOTE OFFICERS' FACSIMILE SIGNATURES MAY BE INSERTED HERE, ON THE POLICY COVER OR ELSEWHERE AT THE COMPANY'S OPTION. UCAD 600A 08/06 Page 1 +r AGENT COPY ITEM TWO SCHEDULE OF COVERAGES AND COVERED AUTOS This policy provides only those coverages where a charge is shown in the premium column below. Each of these coverages will apply only to those "autos" shown as covered "autos". "Autos" are shown as covered "autos" for a particular coverage by the entry of one or more of the symbols from the Covered Autos Section of the Business Auto Coverage Form next to the name of the coverage. COVERED AUTOS (Entry of one or more of the symbols from COVERAGES the Covered Autos LIMIT PREMIUM of the Business Auto THE MOST WE WILL PAY FOR ANY Coverage Form ONE ACCIDENT OR LOSS shows which autos are covered autos. LIABILITY 1 $1 , 0 00, 000 $ PERSONAL INJURY SEPARATELY STATED IN EACH P.I.P. PROTECTION(or equivalent ENDORSEMENT MINUS No-fault Coverage) DEDUCTIBLE. ADDED PERSONAL INJURY SEPARATELY STATED IN EACH ADDED P.I.P. PROTECTION(or equivalent ENDORSEMENT. Added No-fault Coverage) PROPERTY PROTECTION SEPARATELY STATED IN THE P.P.I. INSURANCE(Michigan only) ENDORSEMENT MINUS DEDUCTIBLE FOR EACH ACCIDENT. AUTO MEDICAL PAYMENTS 7 $ 5, 000 $ MEDICAL EXPENSE AND SEPARATELY STATED IN EACH MEDICAL INCOME LOSS BENEFITS EXPENSE AND INCOME LOSS BENEFITS (Virginia only) ENDORSEMENT. UNINSURED MOTORISTS 2 $ 1, 000,000 UNDERINSURED MOTORISTS (When not included in Uninsured 2 $ 1 ,000, 000 $ Motorists Coverage) PHYSICAL DAMAGE ACTUAL CASH VALUE OR COST OF REPAIR, COMPREHENSIVE COVERAGE WHICHEVER IS LESS, MINUS SEE SCHEDULE 7 , 8 DEDUCTIBLE.FOR EACH COVERED AUTO,BUT $ NO DEDUCTIBLE APPLIES TO LOSS CAUSED BY FIRE OR LIGHTNING. See ITEM FOUR For Hired Or Borrowed"Autos". PHYSICAL DAMAGE ACTUAL CASH VALUE OR COST OF REPAIR, SPECIFIED CAUSES OF LOSS WHICHEVER IS LESS, MINUS COVERAGE DEDUCTIBLE. FOR EACH COVERED AUTO FOR LOSS CAUSED BY MISCHIEF OR VANDALISM. See ITEM FOUR For Hired Or Borrowed"Autos". PHYSICAL DAMAGE ACTUAL CASH VALUE OR COST OF REPAIR, COLLISION COVERAGE 7 , 8 WHICHEVER IS LESS, MINUS SEE SCHEDULE $ DEDUCTIBLE, FOR EACH COVERED AUTO. See ITEM FOUR For Hired Or Borrowed"Autos". m PHYSICAL DAMAGE TOWING FOR EACH DISABLEMENT OF AND LABOR A PRIVATE PASSENGER"AUTO". TAX/SURCHARGE/FEE PREMIUM FOR ENDORSEMENTS $ I *ESTIMATED TOTAL PREMIUM $ L For Scheduled Autos You Own — See ITEM THREE *This policy maybe subject to final audit. UCAD 600A 08/06 page 2 r AGENT COPY -.ommercial Umbrella Liability Policy Declarations ZURICH Insurance is provided by the company below. merican Guarantee& Liability Insurance Company ^obey Number:'AUC 9301348 OS Renewal of Number: AUC 9301348 04 wr 1. Named Insured: R. L. ALIA COMPANY Producer: PARKER,SMITH& FEEK, INC. Mailing Address: 107 WILLIAMS AVE. S. 2233 112TH AVE NE RENTON,WA 98055 BELLEVUE,WA 98004-2936 Policy Period: FRgM IOQ1fZ©O TO; `1Q/QIf2007 r at 12:01 A.M. Standard Time at the address of the Named Insured. Limttsoflnsurance: A. $1000,000 Occurrence rr B. $tO,000,000 Other Aggregate C. $14,0,00;000 Products/Completed Operations Aggregate Retained Limit $Q Occurrence 5. Policy Premium: Advance Premium Policy Minimum Earned Premium 7. Schedule of Underlying Insurance: See attached Schedule of Underlying Insurance mt. Endorsements Attached: See attached Schedule of Forms and Endorsements M11 Signed by: Authorized Representative Date U-UMB-D-101-B CW (07/2003) Page 1 of POLICY NUMBER: COMMERCIAL GENERAL LIABILITY THIS ENDORSEMENT CHANGES THE POLICY, PLEASE READ IT CAREFULLY. ADDITIONAL INSURED - OWNERS, LESSEES OR CONTRACTORS - SCHEDULED PERSON OR ORGANIZATION This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART SCHEDULE Name of Person or Organization City of Renton (If no entry appears above, information required to complete this endorsement will be shown in the Declarations as applicable to this endorsement.) WHO IS AN INSURED (Section II) is amended to include as an insured the person or organization shown in the Schedule but only with respect to liability arising out of your ongoing operations performed for that insured. CG 20 10 03 97 Owners, Lessees, or Contractors SAMPLE No Completed Operations WCIA Insurance Requirements _ PREVAILING MINIMUM HOURLY WAGE ` RATES _ State of Washington DEPARTMENT OF LABOR AND INDUSTRIES Prevailing Wage Section-Telephone(360)902-5335 PO Box 44540,Olympia,WA 985044540 Washington State Prevailing Wage Rates For Public Works Contracts The PREVAILING WAGES listed here include both the hourly wage rate and the hourly rate of fringe benefits. On public works projects,workers'wage and benefit rates must add to not less than this total. A brief description of overtime calculation requirements is provided on the Benefit Code Key. KING COUNTY Effective 03-03-07 ***************************************************************************************************************** (See Benefit Code Key) Over PREVAILING Time Holiday Note Classification WAGE Code Code Code ASBESTOS ABATEMENT WORKERS JOURNEY LEVEL $34.36 1M 5D BOILERMAKERS JOURNEY LEVEL $33.32 1 BRICK AND MARBLE MASONS JOURNEY LEVEL $42.47 1M 5A " CABINET MAKERS(IN SHOP) JOURNEY LEVEL $16.67 1 CARPENTERS ACOUSTICAL WORKER $41.43 1M 5D BRIDGE,DOCK AND WARF CARPENTERS $41.33 1M 5D CARPENTER $41.33 1M 5D CREOSOTED MATERIAL $41.37 1M 5D DRYWALL APPLICATOR $41.31 1M 5D FLOOR FINISHER $41.40 1M 5D FLOOR LAYER $41.40 1M 5D FLOOR SANDER $41.40 1M 5D MILLWRIGHT AND MACHINE ERECTORS $42.27 1M 5D PILEDRIVERS,DRIVING,PULLING,PLACING COLLARS AND WELDING $41.47 1M 5D SAWFILER $41.40 1M 5D SHINGLER $41.40 1M 5D STATIONARY POWER SAW OPERATOR $41.40 1M 5D STATIONARY WOODWORKING TOOLS $41.40 1M 5D " CEMENT MASONS JOURNEY LEVEL $42.26 1M 5D DIVERS&TENDERS DIVER $85.75 1M 5D 8A DIVER TENDER $44.22 1M 5D DREDGE WORKERS ASSISTANT ENGINEER $42.02 IT 5D 8L ASSISTANT MATE(DECKHAND) $41.51 IT 5D 8L BOATMEN $42.02 IT 5D 8L ENGINEER WELDER $42.07 IT 5D 8L LEVERMAN,HYDRAULIC $43.64 IT 5D 8L MAINTENANCE $41.51 IT 5D 8L MATES $42.02 IT 5D 8L OILER $41.64 IT 5D 8L DRYWALL TAPERS JOURNEY LEVEL $41.14 1 E 5P ELECTRICAL FIXTURE MAINTENANCE WORKERS JOURNEY LEVEL $18.69 1 Page 1 KING COUNTY Effective 03-03-07 (See Benefit Code Key) Over PREVAILING Time Holiday Note Classification WAGE Code Code Code ELECTRICIANS-INSIDE CABLE SPLICER $52.30 1D 5A CABLE SPLICER(TUNNEL) $56.21 1D 5A CERTIFIED WELDER $50.53 1D 5A CERTIFIED WELDER(TUNNEL) $54.26 1D 5A CONSTRUCTION STOCK PERSON $2732 1D 5A JOURNEY LEVEL $48.75 1D 5A JOURNEY LEVEL(TUNNEL) $52.30 1D 5A ELECTRICIANS-MOTOR SHOP ` CRAFTSMAN $15.37 2A 6C JOURNEY LEVEL $14.69 2A 6C ELECTRICIANS-POWERLINE CONSTRUCTION CABLE SPLICER $55.40 4A 5A CERTIFIED LINE WELDER $49.64 4A 5A GROUNDPERSON $35.92 4A 5A HEAD GROUNDPERSON $37.88 4A 5A HEAVY LINE EQUIPMENT OPERATOR $49.64 4A 5A JACKHAMMER OPERATOR $37.88 4A 5A JOURNEY LEVEL LINEPERSON $49.64 4A 5A LINE EQUIPMENT OPERATOR $42.26 4A 5A POLE SPRAYER $49.64 4A 5A POWDERPERSON $37.88 4A 5A ELECTRONIC TECHNICIANS ELECTRONIC TECHNICIANS JOURNEY LEVEL $31.00 1 ELEVATOR CONSTRUCTORS MECHANIC $57.88 4A 6Q MECHANIC IN CHARGE $63.45 4A 6Q FABRICATED PRECAST CONCRETE PRODUCTS ' ALL CLASSIFICATIONS $12.70 2K 5B FENCE ERECTORS FENCE ERECTOR $18.71 1 FENCE LABORER $12.77 1 FLAGGERS JOURNEY LEVEL $29.68 1M 5D GLAZIERS JOURNEY LEVEL $42.41 1H 5G HEAT&FROST INSULATORS AND ASBESTOS WORKERS ' MECHANIC $45.13 is 5J HEATING EQUIPMENT MECHANICS MECHANIC $33.65 1 HOD CARRIERS&MASON TENDERS JOURNEYLEVEL $34.84 1M 5D ' INDUSTRIAL ENGINE AND MACHINE MECHANICS MECHANIC $15.65 1 INDUSTRIAL POWER VACUUM CLEANER JOURNEY LEVEL $9.10 1 , INLAND BOATMEN CAPTAIN $38.04 1K 5B COOK $31.90 1K 5B DECKHAND $31.59 1K 5B ENGINEER/DECKHAND $34.37 1K 5B MATE,LAUNCH OPERATOR $36.02 1K 5B Page 2 r KING COUNTY Effective 03-03-07 (See Benefit Code Key) Over PREVAILING Time Holiday Note Classification WAGE Code Code Code 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 $7.93 1 TV TRUCK OPERATOR $10.53 1 INSULATION APPLICATORS JOURNEY LEVEL $41.27 1 M 5D IRONWORKERS JOURNEY LEVEL $46.25 10 5A LABORERS ASPHALT RAKER $34.84 1M 5D BALLAST REGULATOR MACHINE $34.36 1M 5D BATCH WEIGHMAN $29.68 1M 5D BRUSH CUTTER $34.36 1M 5D BRUSH HOG FEEDER $34.36 IM 5D BURNERS $34.36 1M 5D CARPENTER TENDER $34.36 1M 5D CASSION WORKER $35.20 1M 5D CEMENT DUMPERIPAVING $34.84 1M 5D CEMENT FINISHER TENDER $34.36 1M 5D CHANGE-HOUSE MAN OR DRY SHACKMAN $34.36 1 M 5D CHIPPING GUN(OVER 30 LBS) $34.84 1M 5D CHIPPING GUN(UNDER 30 LBS) $34.36 1M 5D CHOKER SETTER $34.36 1M 5D CHUCK TENDER $34.36 1 M 5D CLEAN-UP LABORER $34.36 1M 5D CONCRETE DUMPER/CHUTE OPERATOR $34.84 1M 5D CONCRETE FORM STRIPPER $34.36 1M 5D CONCRETE SAW OPERATOR $34.84 1M 5D CRUSHER FEEDER $29.68 1M 5D CURING LABORER $34.36 1M 5D DEMOLITION,WRECKING&MOVING(INCLUDING CHARRED $34.36 1M 5D DITCH DIGGER $34.36 1M 5D DIVER $35.20 1 M 5D DRILL OPERATOR(HYDRAULIC,DIAMOND) $34.84 1 M 5D DRILL OPERATOR,AIRTRAC $35.20 1M 5D DUMPMAN $34.36 1M 5D EPDXY TECHNICIAN $34.36 1M 5D EROSION CONTROL WORKER $34.36 1M 5D FALLER/BUCKER,CHAIN SAW $34.84 1M 5D FINAL DETAIL CLEANUP(i.e.,dusting,vacuuming,window cleaning; NOT $27.36 1M 5D construction debris cleanup) FINE GRADERS $34.36 1M 5D FIRE WATCH $29.68 1M 5D FORM SETTER $34.36 1M 5D GABION BASKET BUILDER $34.36 1M 5D GENERAL LABORER $34.36 1M 5D GRADE CHECKER&TRANSIT PERSON $34.84 1 M 5D GRINDERS $34.36 1M 5D GROUT MACHINE TENDER $34.36 1M 5D Page 3 KING COUNTY Effective 03-03-07 (See Benefit Code Key) Over PREVAILING Time Holiday Note , Classification WAGE Code Code Code GUARDRAIL ERECTOR $34.36 1M 5D HAZARDOUS WASTE WORKER LEVEL A $35.20 1M 5D HAZARDOUS WASTE WORKER LEVEL B $34.84 1M 5D HAZARDOUS WASTE WORKER LEVEL C $34.36 1M 5D HIGH SCALER $35.20 1M 5D HOD CARRIER/MORTARMAN $34.84 1M 5D JACKHAMMER $34.84 1M 5D LASER BEAM OPERATOR $34.84 1M 5D MANHOLE BUILDER-MUDMAN $34.84 1M 5D MATERIAL YARDMAN $34.36 1 M 5D MINER $35.20 1M 5D NOZZLEMAN,CONCRETE PUMP,GREEN CUTTER WHEN USING HIGH $34.84 1M 5D PRESSURE AIR&WATER ON CONCRETE&ROCK,SANDBLAST, GUNITE,SHOTCRETE,WATER BLASTER PAVEMENT BREAKER $34.84 1 M 5D PILOT CAR $29.68 1 M 5D PIPE POT TENDER $34.84 1M 5D PIPE RELINER(NOT INSERT TYPE) $34.84 1M 5D PIPELAYER&CAULKER $34.84 1M 5D PIPELAYER&CAULKER(LEAD) $35.20 1 M 5D PIPEWRAPPER $34.84 1 M 5D POT TENDER $34.36 IM 5D POWDERMAN $35.20 1M 5D POWDERMAN HELPER $34.36 1M 5D ' POWERJACKS $34.84 1 M 5D RAILROAD SPIKE PULLER(POWER) $34.84 1 M 5D RE-TIMBERMAN $35.20 1 M 5D RIPRAP MAN $34.36 1M 5D RODDER $34.84 1 M 5D SCAFFOLD ERECTOR $34.36 1M 5D SCALE PERSON $34.36 1M 5D SIGNALMAN $34.36 1M 5D SLOPER(OVER 20") $34.84 1M 5D SLOPER SPRAYMAN $34.36 1M 5D SPREADER(GLARY POWER OR SIMILAR TYPES) $34.84 1M 5D SPREADER(CONCRETE) $34.84 1M 5D , STAKE HOPPER $34.36 1M 5D STOCKPILER $34.36 1M 5D TAMPER&SIMILAR ELECTRIC,AIR&GAS $34.84 1M 5D TAMPER(MULTIPLE&SELF PROPELLED) $34.84 1M 5D ' TOOLROOM MAN(AT JOB SITE) $34.36 1M 5D TOPPER-TAILER $34.36 1M 5D TRACK LABORER $34.36 1M 5D TRACK LINER(POWER) $34.84 1M 5D TRUCK SPOTTER $34.36 1M 5D TUGGER OPERATOR $34.84 1 M 5D VIBRATING SCREED(AIR,GAS,OR ELECTRIC) $34.36 1M 5D VIBRATOR $34.84 1M 5D VINYL SEAMER $34.36 1M 5D WELDER $34.36 1M 5D WELL-POINT LABORER $34.84 1M 5D Page 4 r KING COUNTY Effective 03-03-07 (See Benefit Code Key) Over PREVAILING Time Holiday Note Classification WAGE Code Code Code LABORERS-UNDERGROUND SEWER&WATER GENERAL LABORER $34.36 1M 5D PIPE LAYER $34.84 1M 5D LANDSCAPE CONSTRUCTION IRRIGATION OR LAWN SPRINKLER INSTALLERS $11.07 1 LANDSCAPE EQUIPMENT OPERATORS OR TRUCK DRIVERS $10.63 1 LANDSCAPING OR PLANTING LABORERS $8.42 1 LATHERS JOURNEY LEVEL $41.31 1 M 5D 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 $33.16 2B 5A PLASTERERS JOURNEY LEVEL $41.23 1R 5A PLAYGROUND&PARK EQUIPMENT INSTALLERS JOURNEY LEVEL $8.42 1 PLUMBERS&PIPEFITTERS JOURNEY LEVEL $55.34 1G 5A POWER EQUIPMENT OPERATORS ASSISTANT ENGINEERS $39.57 1M 5D 8L BACKHOE, EXCAVATOR,SHOVEL (3 YD&UNDER) $42.35 1M 5D 8L BACKHOE, EXCAVATOR,SHOVEL (OVER 3 YD&UNDER 6 YD) $42.84 1M 5D 8L BACKHOE, EXCAVATOR,SHOVEL(6 YD AND OVER WITH $43.39 1M 5D 8L BACKHOES, (75 HP&UNDER) $41.93 1M 5D 8L BACKHOES, (OVER 75 HP) $42.35 1M 5D 8L BARRIER MACHINE(ZIPPER) $42.35 1M 5D 8L BATCH PLANT OPERATOR,CONCRETE $42.35 1 M 5D 8L BELT LOADERS(ELEVATING TYPE) $41.93 IM 5D 8L BOBCAT(SKID STEER) $39.57 1M 5D 8L BROOMS $39.57 1M 5D 8L BUMP CUTTER $42.35 IM 5D 8L CABLEWAYS $42.84 1M 5D 8L CHIPPER $42.35 1M 5D 8L COMPRESSORS $39.57 1M 5D 8L CONCRETE FINISH MACHINE-LASER SCREED $39.57 1M 5D 8L CONCRETE PUMPS $41.93 1 M 5D 8L CONCRETE PUMP-TRUCK MOUNT WITH BOOM ATTACHMENT $42.35 1M 5D 8L CONVEYORS $41.93 1 M 5D 8L Page 5 KING COUNTY Effective 03-03-07 (See Benefit Code Key) Over PREVAILING Time Holiday Note Classification WAGE Code Code Code CRANES, THRU 19 TONS,WITH ATTACHMENTS $41.93 1M 5D 8L CRANES, 20-44 TONS,WITH ATTACHMENTS $42.35 1M 5D 8L CRANES, 45 TONS-99 TONS,UNDER 150 FT OF BOOM(INCLUDING $42.84 1M 5D 8L JIB WITH ATACHMENTS) CRANES, 100 TONS-199 TONS,OR 150 FT OF BOOM(INCLUDING JIB $43.39 1M 51D 8L WITH ATTACHMENTS) CRANES,200 TONS TO 300 TONS,OR 250 FT OF BOOM(INCLUDING JIB $43.96 1M 5D 8L WITH ATTACHMENTS) CRANES,A-FRAME, 10 TON AND UNDER $39.57 1 M 5D 8L CRANES,A-FRAME,OVER 10 TON $41.93 1M 5D 8L CRANES,OVER 300 TONS,OR 300'OF BOOM INCLUDING JIB WITH $44.52 1M 5D 8L ATTACHMENTS CRANES,OVERHEAD,BRIDGE TYPE(20-44 TONS) $42.35 1 M 5D 8L CRANES,OVERHEAD,BRIDGE TYPE(45-99 TONS) $42.84 1M 5D 8L CRANES,OVERHEAD,BRIDGE TYPE(100 TONS&OVER) $43.39 1M 51D 8L CRANES,TOWER CRANE UP TO 175'IN HEIGHT,BASE TO BOOM $43.39 1M 51D 8L CRANES,TOWER CRANE OVER 175'IN HEIGHT,BASE TO BOOM $43.96 IM 5D 8L CRUSHERS $42.35 1M 5D 8L DECK ENGINEER/DECK WINCHES(POWER) $42.35 1 M 5D 8L DERRICK,BUILDING $42.84 1M 5D 8L DOZERS,D-9&UNDER $41.93 1M 5D 8L DRILL OILERS-AUGER TYPE,TRUCK OR CRANE MOUNT $41.93 1M 5D 8L DRILLING MACHINE $42.35 1M 5D 8L ELEVATOR AND MANLIFT,PERMANENT AND SHAFT-TYPE $39.57 1M 5D 8L EQUIPMENT SERVICE ENGINEER(OILER) $41.93 1M 5D 8L FINISHING MACHINE/BIDWELL GAMACO AND SIMILAR EQUIP $42.35 1M 5D 8L FORK LIFTS,(3000 LBS AND OVER) $41.93 1M 5D 8L FORK LIFTS,(UNDER 3000 LBS) $39.57 1M 5D 8L GRADE ENGINEER $41.93 1M 5D 8L GRADECHECKER AND STAKEMAN $39.57 1M 5D 8L GUARDRAIL PUNCH $42.35 1M 5D 8L HOISTS,OUTSIDE(ELEVATORS AND MANLIFTS),AIR TUGGERS $41.93 1M 5D 8L HORIZONTAUDIRECTIONAL DRILL LOCATOR $41.93 1M 5D 8L HORIZONTAUDIRECTIONAL DRILL OPERATOR $42.35 1M 5D 8L «° HYDRALIFTS/BOOM TRUCKS(10 TON&UNDER) $39.57 1M 5D 8L HYDRALIFTS/BOOM TRUCKS(OVER 10 TON) $41.93 1M 5D 8L LOADERS,OVERHEAD(6 YD UP TO 8 YD) $42.84 1M 5D 8L LOADERS,OVERHEAD(8 YD&OVER) $43.39 1 M 5D 8L LOADERS,OVERHEAD(UNDER 6 YD),PLANT FEED $42.35 1 M 5D 8L LOCOMOTIVES,ALL $42.35 1M 5D 8L MECHANICS,ALL $42.84 1M 5D 8L MIXERS,ASPHALT PLANT $42.35 1M 5D 8L M MOTOR PATROL GRADER(FINISHING) $42.35 IM 5D 8L MOTOR PATROL GRADER(NON-FINISHING) $41.93 1M 5D 8L MUCKING MACHINE,MOLE,TUNNEL DRILL AND/OR SHIELD $42.84 1 M 5D 8L OIL DISTRIBUTORS,BLOWER DISTRIBUTION AND MULCH SEEDING $39.57 1M 5D 8L OPERATOR PAVEMENT BREAKER $39.57 1M 5D 8L PILEDRIVER(OTHER THAN CRANE MOUNT) $42.35 1M 5D 8L PLANT OILER(ASPHALT,CRUSHER) $41.93 1M 5D 8L POSTHOLE DIGGER,MECHANICAL $39.57 1M 5D 8L POWER PLANT $39.57 1M 5D 8L PUMPS,WATER $39.57 1M 5D 8L Page 6 KING COUNTY Effective 03-03-07 (See Benefit Code Key) Over PREVAILING Time Holiday Note Classification WAGE Code Code Code QUAD 9,D-10,AND HD-41 $42.84 1M 5D 8L REMOTE CONTROL OPERATOR ON RUBBER TIRED EARTH MOVING $42.84 1M 5D 8L EQUIP RIGGER AND BELLMAN $39.57 1M 5D 8L ROLLAGON $42.84 1M 5D 8L ROLLER,OTHER THAN PLANT ROAD MIX $39.57 1M 5D 8L ROLLERS,PLANTMIX OR MULTILIFT MATERIALS $41.93 IM 5D 8L ROTO-MILL,ROTO-GRINDER $42.35 1M 5D 8L SAWS,CONCRETE $41.93 1M 5D 8L SCRAPERS-SELF PROPELLED,HARD TAIL END DUMP,ARTICULATING $42.35 1 M 5D 8L OFF-ROAD EQUIPMENT(UNDER 45 YD) SCRAPERS-SELF PROPELLED,HARD TAIL END DUMP,ARTICULATING $42.84 1M 5D 8L OFF-ROAD EQUIPMENT(45 YD AND OVER) SCRAPERS,CONCRETE AND CARRY ALL $41.93 IM 5D 8L SCREED MAN $42.35 1M 5D 8L SHOTCRETE GUNITE $39.57 1M 5D 8L SLIPFORM PAVERS $42.84 1M 5D 8L SPREADER,TOPSIDE OPERATOR-BLAW KNOX $42.35 1M 5D 8L SUBGRADE TRIMMER $42.35 1M 5D 8L TOWER BUCKET ELEVATORS $41.93 1M 5D 8L TRACTORS,(75 HP&UNDER) $41.93 1M 5D 8L TRACTORS,(OVER 75 HP) $42.35 1 M 5D 8L TRANSFER MATERIAL SERVICE MACHINE $42.35 1M 5D 8L TRANSPORTERS,ALL TRACK OR TRUCK TYPE $42.84 1M 5D 8L TRENCHING MACHINES $41.93 1M 5D 8L TRUCK CRANE OILER/DRIVER(UNDER 100 TON) $41.93 1M 5D 8L TRUCK CRANE OILER/DRIVER(100 TON&OVER) $42.35 1M 5D 8L TRUCK MOUNT PORTABLE CONVEYER $42.35 1M 5D 8L WHEEL TRACTORS,FARMALL TYPE $39.57 1M 5D 8L YO YO PAY DOZER $42.35 1M 5D 8L POWER EQUIPMENT OPERATORS-UNDERGROUND SEWER& (SEE POWER EQUIPMENT OPERATORS) POWER LINE CLEARANCE TREE TRIMMERS JOURNEY LEVEL IN CHARGE $35.62 4A 5A SPRAY PERSON $33.82 4A 5A TREE EQUIPMENT OPERATOR $34.27 4A 5A TREE TRIMMER $31.88 4A 5A TREE TRIMMER GROUNDPERSON $24.03 4A 5A REFRIGERATION&AIR CONDITIONING MECHANICS MECHANIC $53.01 1G 5A RESIDENTIAL BRICK&MARBLE MASONS JOURNEYLEVEL $27.05 1 RESIDENTIAL CARPENTERS JOURNEYLEVEL $23.47 1 RESIDENTIAL CEMENT MASONS JOURNEY LEVEL $22.64 1 RESIDENTIAL DRYWALL TAPERS JOURNEYLEVEL $41.14 1E 5P RESIDENTIAL ELECTRICIANS JOURNEYLEVEL $26.24 1 RESIDENTIAL GLAZIERS JOURNEYLEVEL $27.89 1H 5G Page 7 KING COUNTY Effective 03-03-07 (See Benefit Code Key) Over PREVAILING Time Holiday Note Classification WAGE Code Code Code 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 JOURNEY LEVEL $53.01 1G 5A RESIDENTIAL SHEET METAL WORKERS JOURNEY LEVEL(FIELD OR SHOP) $19.48 1 RESIDENTIAL SOFT FLOOR LAYERS JOURNEY LEVEL $33.76 1B 5A RESIDENTIAL SPRINKLER FITTERS(FIRE PROTECTION) JOURNEY LEVEL $29.76 1B 5C RESIDENTIAL TERRAZZO/TILE FINISHERS JOURNEY LEVEL $26.30 1 RESIDENTIAL TERRAZZO/TILE SETTERS JOURNEY LEVEL $40.33 113 5A ROOFERS JOURNEY LEVEL $35.78 1R 5A USING IRRITABLE BITUMINOUS MATERIALS $38.78 1R 5A SHEET METAL WORKERS JOURNEY LEVEL(FIELD OR SHOP) $49.97 1E 6L SIGN MAKERS&INSTALLERS(ELECTRICAL) SIGN INSTALLER $23.36 1 SIGN MAKER $16.84 1 SIGN MAKERS&INSTALLERS(NON-ELECTRICAL) SIGN INSTALLER $17.31 1 SIGN MAKER $15.61 1 SOFT FLOOR LAYERS JOURNEY LEVEL $33.76 1B 5A ' SOLAR CONTROLS FOR WINDOWS JOURNEY LEVEL $12.44 1 5S SPRINKLER FITTERS(FIRE PROTECTION) JOURNEY LEVEL $53.24 1X 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 TELECOMMUNICATION TECHNICIANS TELECOMMUNICATION TECHNICIANS JOURNEY LEVEL $22.76 1 TELEPHONE LINE CONSTRUCTION-OUTSIDE CABLE SPLICER $29.89 2B 5A ' HOLE DIGGERIGROUND PERSON $16.81 2B 5A INSTALLER(REPAIRER) $28.68 2B 5A JOURNEY LEVEL TELEPHONE LINEPERSON $27.82 2B 5A SPECIAL APPARATUS INSTALLER 1 $29.89 2B 5A ' SPECIAL APPARATUS INSTALLER 11 $29.30 2B 5A Page 8 r KING COUNTY Effective 03-03-07 (See Benefit Code Key) Over PREVAILING Time Holiday Note Classification WAGE Code Code Code TELEPHONE EQUIPMENT OPERATOR(HEAVY) $29.89 2B 5A TELEPHONE EQUIPMENT OPERATOR(LIGHT) $27.82 2B 5A TELEVISION GROUND PERSON $15.96 2B 5A TELEVISION LINEPERSON/INSTALLER $21.17 2B 5A TELEVISION SYSTEM TECHNICIAN $25.15 2B 5A TELEVISION TECHNICIAN $22.64 2B 5A TREE TRIMMER $27.82 2B 5A TERRAZZO WORKERS&TILE SETTERS JOURNEY LEVEL $40.33 1B 5A TILE,MARBLE&TERRAZZO FINISHERS FINISHER $34.16 1B 5A TRAFFIC CONTROL STRIPERS • JOURNEY LEVEL $34.90 1K 5A TRUCK DRIVERS ASPHALT MIX(TO 16 YARDS) $39.04 1T 5D 8L ASPHALT MIX(OVER 16 YARDS) $39.62 1T 5D 8L DUMP TRUCK $39.04 1T 5D 8L DUMP TRUCK&TRAILER $39.62 1T 5D 8L OTHER TRUCKS $39.62 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 Page 9 BENEFIT CODE KEY-EFFECTIVE 03-3-07 OVERTIME CODES ' OVERTIME CALCULATIONS ARE BASED ON THE HOURLY RATE ACTUALLY PAID TO THE WORKER. ON PUBLIC WORKS PROJECTS,THE HOURLY RATE MUST BE NOT LESS THAN THE PREVAILING RATE OF WAGE MINUS THE HOURLY RATE OF THE COST OF FRINGE BENEFITS ACTUALLY PROVIDED FOR THE WORKER. 1. ALL HOURS WORKED IN EXCESS OF EIGHT(8)HOURS PER DAY OR FORTY(40)HOURS PER WEEK SHALL BE PAID AT ONE , AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. A. ALL HOURS WORKED ON SATURDAYS,SUNDAYS AND HOLIDAYS SHALL ALSO BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. B. ALL HOURS WORKED ON SATURDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. C. THE FIRST TWO(2)HOURS AFTER EIGHT(8)REGULAR HOURS MONDAY THROUGH FRIDAY AND THE FIRST TEN (10) HOURS ON SATURDAY SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL OTHER OVERTIME HOURS WORKED SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. D. THE FIRST TWO(2)HOURS BEFORE OR AFTER A FIVE -EIGHT(8)HOUR WORKWEEK DAY OR A FOUR-TEN(10) r HOUR WORKWEEK DAY AND THE FIRST EIGHT(8)HOURS WORKED THE NEXT DAY AFTER EITHER WORKWEEK SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL ADDITIONAL HOURS WORKED AND ALL WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. E. THE FIRST TWO(2)HOURS AFTER EIGHT(8)REGULAR HOURS MONDAY THROUGH FRIDAY AND THE FIRST EIGHT (8) HOURS ON SATURDAY SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL OTHER HOURS WORKED MONDAY THROUGH SATURDAY, AND ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. F. THE FIRST TWO(2)HOURS AFTER EIGHT(8)REGULAR HOURS MONDAY THROUGH FRIDAY AND THE FIRST TEN (10) HOURS ON SATURDAY SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL OTHER OVERTIME HOURS WORKED, EXCEPT LABOR DAY, SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON LABOR DAY SHALL BE PAID AT THREE TIMES THE HOURLY RATE OF WAGE. G. THE FIRST TEN (10) HOURS WORKED ON SATURDAYS AND THE FIRST TEN (10) HOURS WORKED ON A FIFTH CALENDAR WEEKDAY IN A FOUR -TEN HOUR SCHEDULE, SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED IN EXCESS OF TEN (10) HOURS PER DAY MONDAY THROUGH SATURDAY AND ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. H. ALL HOURS WORKED ON SATURDAYS (EXCEPT MAKEUP DAYS IF WORK IS LOST DUE TO INCLEMENT WEATHER CONDITIONS OR EQUIPMENT BREAKDOWN)SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED MONDAY THROUGH SATURDAY OVER TWELVE (12) HOURS AND ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. J. THE FIRST TWO(2) HOURS AFTER EIGHT(8)REGULAR HOURS MONDAY THROUGH FRIDAY AND THE FIRST TEN (10) HOURS ON SATURDAY SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED OVER TEN (10) HOURS MONDAY THROUGH SATURDAY, SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. K. ALL HOURS WORKED ON SATURDAYS AND SUNDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. L. ALL HOURS WORKED IN EXCESS OF TEN(10)HOURS PER DAY MONDAY THROUGH SATURDAY AND ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. M. ALL HOURS WORKED ON SATURDAYS (EXCEPT MAKEUP DAYS IF WORK IS LOST DUE TO INCLEMENT WEATHER CONDITIONS)SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. N. ALL HOURS WORKED ON SATURDAYS (EXCEPT MAKEUP DAYS) SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. O. THE FIRST TEN(10)HOURS WORKED ON SATURDAY SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON SUNDAYS, HOLIDAYS AND AFTER TWELVE (12) HOURS, MONDAY THROUGH FRIDAY,AND AFTER TEN(10)HOURS ON SATURDAY SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. P. ALL HOURS WORKED ON SATURDAYS (EXCEPT MAKEUP DAYS IF CIRCUMSTANCES WARRANT) AND SUNDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. BENEFIT CODE KEY-EFFECTIVE 03-03-07 -2- 1. Q. THE FIRST TWO(2)HOURS AFTER EIGHT(8)REGULAR HOURS MONDAY THROUGH FRIDAY AND UP TO TEN (10) r HOURS WORKED ON SATURDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED IN EXCESS OF TEN(10)HOURS PER DAY MONDAY THROUGH SATURDAY AND ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS (EXCEPT CHRISTMAS DAY) SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON CHRISTMAS DAY SHALL BE PAID AT TWO AND ONE-HALF TIMES THE r/ HOURLY RATE OF WAGE. R. ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT TWO TIMES THE HOURLY RATE OF WAGE. S. THE FIRST TWO(2)HOURS AFTER EIGHT(8)REGULAR HOURS MONDAY THROUGH FRIDAY AND THE FIRST EIGHT (8) HOURS ON SATURDAY SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL OTHER OVERTIME HOURS WORKED, EXCEPT LABOR DAY, SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON LABOR DAY SHALL BE PAID AT THREE TIMES THE HOURLY RATE OF WAGE. T. ALL HOURS WORKED ON SATURDAYS, EXCEPT MAKE-UP DAYS, SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED AFTER 6:OOPM SATURDAY TO 6:OOAM MONDAY AND ON HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. +� U. ALL HOURS WORKED ON SATURDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS(EXCEPT LABOR DAY)SHALL BE PAID AT TWO TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON LABOR DAY SHALL BE PAID AT THREE TIMES THE HOURLYRATE OF WAGE. V. ALL HOURS WORKED ON SATURDAYS,SUNDAYS AND HOLIDAYS(EXCEPT THANKSGIVING DAY AND CHRISTMAS DAY) SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON THANKSGIVING DAY AND CHRISTMAS DAY SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. rill W. ALL HOURS WORKED ON SATURDAYS AND SUNDAYS(EXCEPT MAKE-UP DAYS DUE TO CONDITIONS BEYOND THE CONTROL OF THE EMPLOYER))SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. +� X. THE FIRST FOUR (4) HOURS AFTER EIGHT (8) REGULAR HOURS MONDAY THROUGH FRIDAY AND THE FIRST TWELVE(12)HOURS ON SATURDAY SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED OVER TWELVE (12) HOURS MONDAY THROUGH SATURDAY, SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. WHEN HOLIDAY FALLS ON SATURDAY OR SUNDAY, THE DAY BEFORE SATURDAY, FRIDAY, AND THE DAY AFTER SUNDAY, MONDAY, SHALL BE CONSIDERED THE HOLIDAY AND ALL WORK PERFORMED SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. 2. ALL HOURS WORKED IN EXCESS OF EIGHT(8)HOURS PER DAY OR FORTY(40)HOURS PER WEEK SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. A. THE FIRST SIX (6)HOURS ON SATURDAY SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED IN EXCESS OF SIX(6)HOURS ON SATURDAY AND ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE.PAID AT TWO TIMES THE HOURLY RATE OF WAGE. B. ALL HOURS WORKED ON HOLIDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. C. ALL HOURS WORKED ON SUNDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. �r ALL HOURS WORKED ON HOLIDAYS SHALL BE PAID AT TWO TIMES THE HOURLY RATE OF WAGE. D. ALL HOURS WORKED ON SATURDAYS AND SUNDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. THE FIRST EIGHT (8) HOURS WORKED ON HOLIDAYS SHALL BE PAID AT STRAIGHT TIME IN ADDITION TO THE HOLIDAY PAY. ALL HOURS WORKED IN EXCESS OF EIGHT(8)HOURS ON HOLIDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. E. ALL HOURS WORKED ON SATURDAYS OR HOLIDAYS (EXCEPT LABOR DAY) SHALL BE PAID AT ONE AND ONE- HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON SUNDAYS OR ON LABOR DAY SHALL BE PAID AT TWO TIMES THE HOURLY RATE OF WAGE. F. THE FIRST EIGHT(8)HOURS WORKED ON HOLIDAYS SHALL BE PAID AT THE STRAIGHT HOURLY RATE OF WAGE IN ADDITION TO THE HOLIDAY PAY. ALL HOURS WORKED IN EXCESS OF EIGHT(8)HOURS ON HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. G. ALL HOURS WORKED ON SUNDAY SHALL BE PAID AT TWO TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON PAID HOLIDAYS SHALL BE PAID AT TWO AND ONE-HALF TIMES THE HOURLY RATE OF WAGE INCLUDING HOLIDAY PAY. H. ALL HOURS WORKED ON SUNDAY SHALL BE PAID AT TWO TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON HOLIDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. r r BENEFIT CODE KEY-EFFECTIVE 03-03-07 -3- 2. 1. ALL HOURS WORKED ON SATURDAYS AND HOLIDAYS(EXCEPT LABOR DAY)SHALL BE PAID AT ONE AND ONE- HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON SUNDAYS AND ON LABOR DAY SHALL BE PAID AT TWO TIMES THE HOURLY RATE OF WAGE. J. ALL HOURS WORKED ON SUNDAYS SHALL BE PAID AT TWO TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON PAID HOLIDAYS SHALL BE PAID AT TWO AND ONE-HALF TIMES THE HOURLY RATE OF WAGE, INCLUDING THE HOLIDAY PAY. ALL HOURS WORKED ON UNPAID HOLIDAYS SHALL BE PAID AT TWO TIMES THE HOURLY RATE OF WAGE. K. ALL HOURS WORKED ON HOLIDAYS SHALL BE PAID AT TWO TIMES THE HOURLY RATE OF WAGE IN ADDITION TO THE HOLIDAY PAY. M. ALL HOURS WORKED ON SATURDAYS,SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. O. ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY a RATE OF WAGE. P. THE FIRST EIGHT(8)HOURS ON SATURDAY SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. ALL HOURS WORKED IN EXCESS OF EIGHT 8) HOURS ON SATURDAY AND ALL HOURS WORKED ON W SUNDAYS AND HOLIDAYS SHALL BE PAID AT TWO TIMES THE HOURLY RATE OF WAGE. 4A. ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS PER DAY OR FORTY (40) HOURS PER WEEK SHALL BE PAID AT aw DOUBLE THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON SATURDAYS,SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. HOLIDAY CODES 5. A. HOLIDAYS: NEW YEAR'S DAY,MEMORIAL DAY,INDEPENDENCE DAY,LABOR DAY,THANKSGIVING DAY,FRIDAY AFTER THANKSGIVING DAY,AND CHRISTMAS DAY(7). B. HOLIDAYS: NEW YEAR'S DAY,MEMORIAL DAY,INDEPENDENCE DAY,LABOR DAY,THANKSGIVING DAY,FRIDAY AFTER THANKSGIVING DAY,THE DAY BEFORE CHRISTMAS,AND CHRISTMAS DAY(8). C. HOLIDAYS: NEW YEAR'S DAY, PRESIDENTS' DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY,THE FRIDAY AFTER THANKSGIVING DAY,AND CHRISTMAS DAY(8). D. HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE FRIDAY AND SATURDAY AFTER THANKSGIVING DAY,AND CHRISTMAS DAY(8). E. HOLIDAYS: NEW YEAR'S DAY, PRESIDENTS' DAY, MEMORIAL DAY, INDEPENDENCE DAY, PRESIDENTIAL ELECTION DAY,THANKSGIVING DAY,THE FRIDAY AFTER THANKSGIVING DAY,AND CHRISTMAS DAY(8). r F. HOLIDAYS: NEW YEAR'S DAY, MARTIN LUTHER KING JR. DAY, PRESIDENTS' DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, VETERANS' DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY,AND CHRISTMAS DAY(11). G. HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE LAST WORK DAY BEFORE CHRISTMAS DAY,AND CHRISTMAS DAY(7). H. HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, THANKSGIVING DAY, THE DAY AFTER THANKSGIVING DAY,AND CHRISTMAS(6). 1. HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, AND CHRISTMAS DAY(6). 1. HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, THANKSGIVING DAY, FRIDAY AFTER THANKSGIVING DAY,CHRISTMAS EVE DAY,AND CHRISTMAS DAY(7). N. HOLIDAYS: NEW YEAR'S DAY,PRESIDENTS'DAY,MEMORIAL DAY,INDEPENDENCE DAY,LABOR DAY,VETERANS' DAY,THANKSGIVING DAY,THE FRIDAY AFTER THANKSGIVING DAY,AND CHRISTMAS DAY(9). P. HOLIDAYS: NEW YEAR'S DAY.MEMORIAL DAY,INDEPENDENCE DAY,LABOR DAY,THANKSGIVING DAY,FRIDAY AND SATURDAY AFTER THANKSGIVING DAY,THE DAY BEFORE CHRISTMAS,AND CHRISTMAS DAY(9). Q. PAID HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, AND CHRISTMAS DAY(6). R. PAID HOLIDAYS: NEW YEAR'S DAY. MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY,THANKSGIVING DAY,DAY AFTER THANKSGIVING DAY,ONE-HALF DAY BEFORE CHRISTMAS DAY,AND CHRISTMAS DAY.(7 1/2). BENEFIT CODE KEY-EFFECTIVE 03-03-07 -4- 5. S. PAID HOLIDAYS: NEW YEAR'S DAY,PRESIDENTS'DAY,MEMORIAL DAY,INDEPENDENCE DAY,LABOR DAY, THANKSGIVING DAY,AND CHRISTMAS DAY(7). T. PAID HOLIDAYS: NEW YEAR'S DAY, WASHINGTON'S BIRTHDAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY,THANKSGIVING DAY,THE FRIDAY AFTER THANKSGIVING DAY,CHRISTMAS DAY,AND THE DAY BEFORE OR AFTER CHRISTMAS(10). V. PAID HOLIDAYS: SIX(6)PAID HOLIDAYS. 1111 W. PAID HOLIDAYS: NINE(9)PAID HOLIDAYS. X. HOLIDAYS: AFTER 520 HOURS - NEW YEAR'S DAY, THANKSGIVING DAY AND CHRISTMAS DAY. AFTER 2080 ow HOURS - NEW YEAR'S DAY, WASHINGTON'S BIRTHDAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY,CHRISTMAS DAY AND A FLOATING HOLIDAY(8). Y. HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, PRESIDENTIAL ELECTION DAY,THANKSGIVING DAY,THE FRIDAY FOLLOWING THANKSGIVING DAY,AND CHRISTMAS DAY(8). • Z. HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, VETERANS DAY, THANKSGIVING DAY,THE FRIDAY AFTER THANKSGIVING DAY,AND CHRISTMAS DAY(8). 6. A. PAID HOLIDAYS: NEW YEAR'S DAY, PRESIDENTS' DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY,THE FRIDAY AFTER THANKSGIVING DAY,AND CHRISTMAS DAY(8). B. PAID HOLIDAYS:NEW YEAR'S EVE DAY,NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY,LABOR DAY, i THANKSGIVING DAY,THE FRIDAY AFTER THANKSGIVING DAY,CHRISTMAS EVE'S DAY,AND CHRISTMAS DAY(9). C. HOLIDAYS: NEW YEAR'S DAY, PRESIDENTS' DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY,THE DAY AFTER THANKSGIVING DAY,THE LAST WORK DAY BEFORE CHRISTMAS DAY,AND CHRISTMAS DAY(9). D. PAID HOLIDAYS: NEW YEAR'S DAY, PRESIDENTS' DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY,THE FRIDAY AFTER THANKSGIVING DAY,CHRISTMAS DAY,THE DAY BEFORE OR THE DAY AFTER CHRISTMAS DAY(9). rr F. PAID HOLIDAYS: NEW YEAR'S DAY, MARTIN LUTHER KING JR. DAY, PRESIDENTS' DAY, MEMORIAL DAY, INDEPENDENCE DAY,LABOR DAY,VETERANS'DAY,THANKSGIVING DAY,THE DAY AFTER THANKSGIVING DAY, AND CHRISTMAS DAY(11). 1. PAID HOLIDAYS: NEW YEAR'S DAY,MEMORIAL DAY,INDEPENDENCE DAY,LABOR DAY,THANKSGIVING DAY,FRIDAY AFTER THANKSGIVING DAY,AND CHRISTMAS DAY(7). L. HOLIDAYS: NEW YEAR'S DAY,MEMORIAL DAY,INDEPENDENCE DAY,LABOR DAY,THANKSGIVING DAY, r THE FRIDAY AFTER THANKSGIVING DAY, THE LAST WORKING DAY BEFORE CHRISTMAS DAY, AND CHRISTMAS DAY.(8) Q. PAID HOLIDAYS: NEW YEAR'S DAY,MEMORIAL DAY,INDEPENDENCE DAY,LABOR DAY,VETERANS DAY, ,r THANKSGIVING DAY,THE DAY AFTER THANKSGIVING DAY AND CHRISTMAS DAY(8). UNPAID HOLIDAY: PRESIDENTS'DAY. T. PAID HOLIDAYS: NEW YEAR'S DAY, PRESIDENTS' DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR r� DAY,THANKSGIVING DAY,THE FRIDAY AFTER THANKSGIVING DAY,THE LAST WORKING DAY BEFORE CHRISTMAS DAY,AND CHRISTMAS DAY(9). U. HOLIDAYS: NEW YEAR'S DAY, DAY BEFORE NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, THE DAY BEFORE �I CHRISTMAS DAY,CHRISTMAS DAY(9). V. PAID HOLIDAYS: NEW YEAR'S DAY, MEMORIAL DAY,INDEPENDENCE DAY,LABOR DAY,THANKSGIVING DAY,DAY AFTER THANKSGIVING DAY,CHRISTMAS EVE DAY,CHRISTMAS DAY, AND ONE DAY OF THE m EMPLOYEE'S CHOICE(9). W. PAID HOLIDAYS: NEW YEAR'S DAY,DAY BEFORE NEW YEAR'S DAY,PRESIDENTS DAY,MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY,THANKSGIVING DAY, DAY AFTER THANKSGIVING DAY, CHRISTMAS rr DAY,DAY BEFORE OR AFTER CHRISTMAS DAY(10). X. PAID HOLIDAYS: NEW YEAR'S DAY, DAY BEFORE OR AFTER NEW YEAR'S DAY, PRESIDENTS DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, DAY AFTER THANKSGIVING DAY,CHRISTMAS DAY,DAY BEFORE OR AFTER CHRISTMAS DAY,EMPLOYEE'S BIRTHDAY(11). r rr► BENEFIT CODE KEY-EFFECTIVE 03-03-07 -5- NOTE CODES 8. A. THE STANDBY RATE OF PAY FOR DIVERS SHALL BE ONE-HALF TIMES THE DIVERS RATE OF PAY. IN ADDITION TO THE HOURLY WAGE AND FRINGE BENEFITS,THE FOLLOWING DEPTH PREMIUMS APPLY TO DEPTHS OF FIFTY FEET OR MORE: OVER 50'TO 100'-$1.00 PER FOOT FOR EACH FOOT OVER 50 FEET r OVER 100'TO 175'-$2.25 PER FOOT FOR EACH FOOT OVER 100 FEET OVER 175'TO 250'-$5.50 PER FOOT FOR EACH FOOT OVER 175 FEET OVER 250'-DIVERS MAY NAME THEIR OWN PRICE,PROVIDED IT IS NO LESS THAN THE SCALE LISTED FOR 250 FEET a C. THE STANDBY RATE OF PAY FOR DIVERS SHALL BE ONE-HALF TIMES THE DIVERS RATE OF PAY. IN ADDITION TO THE HOURLY WAGE AND FRINGE BENEFITS,THE FOLLOWING DEPTH PREMIUMS APPLY TO DEPTHS OF FIFTY FEET OR MORE: OVER 50'TO 100'-$1.00 PER FOOT FOR EACH FOOT OVER 50 FEET OVER 100'TO 150'-$1.50 PER FOOT FOR EACH FOOT OVER 100 FEET OVER 150'TO 200'-$2.00 PER FOOT FOR EACH FOOT OVER 150 FEET OVER 200'-DIVERS MAY NAME THEIR OWN PRICE D. WORKERS WORKING WITH SUPPLIED AIR ON HAZMAT PROJECTS RECEIVE AN ADDITIONAL$1.00 PER HOUR. L. WORKERS ON HAZMAT PROJECTS RECEIVE ADDITIONAL HOURLY PREMIUMS AS FOLLOWS - LEVEL A: $0.75, LEVEL B:$0.50,AND LEVEL C:$0.25. M. WORKERS ON HAZMAT PROJECTS RECEIVE ADDITIONAL HOURLY PREMIUMS AS FOLLOWS: LEVELS A&B: $1.00, w LEVELS C&D:$0.50. N. WORKERS ON HAZMAT PROJECTS RECEIVE ADDITIONAL HOURLY PREMIUMS AS FOLLOWS - LEVEL A: $1.00, LEVEL B:$0.75,LEVEL C:$0.50,AND LEVEL D:$0.25. 00 Ili 9. A. SHIFT DIFFERENTIAL: SWING FROM 4:30 PM TO 1 AM IS WAGE PLUS 17.3% GRAVEYARD FROM 12:30 AM TO 9:00 AM IS WAGE PLUS 31.4% B. SHIFT DIFFERENTIAL: SWING FROM 4:30 PM TO 12:30 AM IS WAGE PLUS 10%FOR 7'/x HOURS WORKED GRAVEYARD FROM 12:30 AM TO 9:00 AM IS WAGE PLUS 15%7 HOURS WORKED C. W 1� Department of Labor and Industries STATEMENT OF INTENT TO Prevailing Wage (360)902-5335 s PAY PREVAILING WAGES r www.ini.wa.gov/,rfradesLicensing[PrevailingWage m y .ate a° Public Works Contract $25.00 Filing Fee Required • This form must be typed or printed in ink. Project Name Contract# • Large,bold numbers match instructions on back of form. • Please allow a minimum of 10 working days for processing. Contract Awarding Agency(public agency-not federal or private) • Once approved your form will be posted online at the above website. APPROVED FORM WILL BE MAILED TO THIS ADDRESS '' Address Contractor,company or agency name,address,city,state&ZIP+4 City State ZIP+4 Awarding Agency Project Contact Person Phone# County where work was performed City where work was performed Bid due date (mm/dd/yy) Date contract awarded (mm/dd/yy) Will all work be subcontracted? Do you intend to use subcontractors? ❑ Yes ❑ No ❑ Yes ❑ No Prime contractor(has contract with the public agency) Contractor Registration# Expected job start date(mm/dd/yy) Do you intend to use apprentices? ❑ Yes ❑ No r• Craft/trade/occupation(Do NOT I ist apprentices) Estimated no. Rate of Rate of hourly fringe Indicate number of owners expected to perform work. of workers hourly pay benefits Company name Indicate total dollar amount of your contract or time and materials if applicable. Address I hereby certify that the above information is correct and that all workers I employ on this Public Works Project will be paid no less 11r City State ZIP+4 than the Prevailing Wage Rate(s) as determined by the Industrial Statistician of the Department of Labor and Industries Contractor Registration No. UBI Title Signature Industrial Insurance Account Number Email address Phone number For L&I Use,Only rr Check Number: ❑ $25 or $ For L&I Use Only Issued By: APPROVED: Department of Labor and Industries By — Industrial Statistician +� F700-029-000 statement of intent to pay prevailing wages 12-04 After APPROVAL,send white copy to Awarding Agency. Canary copy—L&I How to expedite the processing of your form: REQUIRED FOR PROCESSING ERRORS THAT CAUSE REJECTION Filing Fee No fee or wrong amount. $25.00 filing fee required. Bid Due Date and Date Contract Awarded Missing. Award date is before bid due date. Prevailing Wage is based on the date bids from prime contractor were due to the contract awarding agency. Craft/trade/occupation Craft not listed, not specific, or does not match prevailing wage occupation listings. Owner/Operators: If the work will be performed by owners/partners, state"Owner/Operator" under the"Craft"section, and the wage and fringe need not be completed. Do list the number of owners on the job. (Individuals who own less than 30%of the company are not considered to be owner/operators and must be paid prevailing wage.) All work subcontracted: If all work will be performed by subcontractors, check the appropriate box on the form. Rate of Hourly Pay Missing or incorrect wages. Enter the rate of hourly pay and rate of qualified hourly fringe benefits, as defined by RCW 39.12.010, that you will actually provide to the workers. The amount listed for"Rate of Hourly Pay'plus the amount listed for the"Rate of Hourly Fringe Benefits", if any, must equal or exceed the Prevailing Wage rate. Estimated number of workers Missing Total Dollar Amount of Your Contract Missing—Enter"time and materials" if applicable. The exact dollar amount will be required on the Affidavit of Wages Paid form. Contractor Registration No. or UBI Missing or not registered. Companies not required to obtain a contractor's registration number need only indicate UBI (i.e.,janitorial, surveying, truck driving). Signature Missing—Intent must be signed by an authorized representative. Apprentices: Do not list apprentices or apprenticeship wages on this Statement of Intent. If you use apprentices on this project, they must be listed on the Affidavit of Wages Paid form (F700-007-000), and registered with the Washington State Apprenticeship and Training Council within 60 days of hire. Any workers not registered as such must be paid prevailing journey level wages. Call (360) 902-5323 to verify registration. Electrical and Plumber trainees registered with the Department of Labor and Industries MUST ALSO be registered with the Washington State Apprenticeship and Training Council to qualify for apprentice rates. If there is not enough space to list all required information on one form, use additional Intent forms as needed. Please indicate at the top of each form"Page 1 of 2", "Page 2 of 2", etc. No additional fee is required. No other attachments will be accepted. Approval of this Intent will be based on the information provided by the contractor/subcontractor. It does not signify approval of the classifications of labor used by the contractor/subcontractor. L&I will mail the approved white copy of this Intent to the organization provided on the front of this form. Make a copy for your records. A copy of the approved Intent form for each employer must be posted at the jobsite for contracts in excess of$10,000.00. Prevailing wage rates are available on the Internet at www.Lni.wa.gov/TradesLicensing/PrevailingWage Submit both copies (white and canary) and the $25.00 filing fee to: MANAGEMENT SERVICES Please fold in thirds so the address DEPT. OF LABOR AND INDUSTRIES will show in a window envelope PO BOX 44835 OLYMPIA,WASHINGTON 98504-4835 For questions call (360) 902-5335 F700-029-000 statement of intent to pay prevailing wages—backer 12-04 r Department evaili g of Labor and Industries AFFIDAVIT OF WAGES PAID Ray,srnrs oa Prevailing Wage o � s (360)902-5335 Public Works Contract rrn http://www.lni.wa.gov rFradesLicensing/Prevailingwage .„ $25.00 Filing Fee Required • This form must be typed or printed in ink. Project Name Contract# • Fill in all blanks or form will be returned for correction see back). r� • Please allow a minimum of 10 working days for processing. Contract Awarding Agency(public agency-not federal or private) • Once approved,your form will be posted online at the website above. APPROVED FORM WILL BE INIAILED TO THIS ADDRESS Address Contractor,company or agency name,address,city,state&ZIP+4 City State ZIP+4 Awarding Agency Project Contact Person Phone# County where work was performed City where work was performed Bid due date (mm/dd/yy) Date contract awarded (mm/dd/yy) Date work completed (mm/dd/yy) Date Intent filed (mm/dd/yy) Was all work subcontracted? Did you intend to use subcontractors? Prime contractor(has contract with the public agency) Contractor Registration No. ❑ Yes ❑ No ❑ Yes ❑ No Job start date(mm/dd/yy) Craf/tradeloccupation and apprentices.(For apprentices,give name,registration#, Number Total#of hours Rate of Rate of Hourly r1 trade,dates of work on project,stage of progression,wage and fringe.) of Workers worked-ea.trade Hourly Pay Fringe Benefits Indicate number of owners that performed work. INS AM F 'w No AW tw 1r f� rrtr Company name Indicate total dollar amount of your contract. $ Address I hereby certify that the above information is correct and that all workers I employed on this Public Works Project were paid no less City State ZIP+4 than the Prevailing Wage Rate(s) as determined by the Industrial Statistician of the Department of Labor and Industries Contractor Registration No. UBI Title Signature �1 Industrial Insurance Account Number Email address Phone number For L&I Use Only Check Number: ❑ $25 or $ For L&I Use Only Issued By: APPROVED: Department of Labor and Industries By Industrial Statistician F700-007-000 affidavit of wages 10-06 After APPROVAL,send white copy to Awarding Agency. Canary copy-L&1 How to expedite the processing of your form: REQUIRED FOR PROCESSING ERRORS THAT CAUSE REJECTION Filing Fee No fee or wrong amount. $25.00 filing fee required. Bid Due Date and Date Contract Awarded Missing. Award date is before bid due date. Prevailing Wage is based on the date bids from prime contractor were due to the contract awarding agency. Date work completed Missing or a date in the future. Date Intent Filed Missing-An affidavit cannot be approved without the Statement of Intent to Pay Prevailing Wages being filed. Craft/trade/occupation Craft not listed, not specific,or does not match prevailing wage occupation listings. Owner/Operators: If the work was performed by owners/partners,state "Owner/Operator"under the"Craft"section,and the wage and fringe need not be completed. Do list the number of owners on the job. (Individuals who own less than 30%of the company are not considered to be owner/operators and must be paid prevailing wage.) All work subcontracted: If all work was performed by subcontractors, check the appropriate box on the form. Number of workers each trade Missing Total number of hours worked each trade Missing Rate of Hourly Pay Missing or incorrect wages. Enter the rate of hourly pay and rate of qualified hourly fringe benefits, as defined by RCW 39.12.010,that you actually provided to the workers. The amount listed for"Rate of Hourly Pay"plus the amount listed for the"Rate of Hourly Fringe Benefits", if any, must equal or exceed the Prevailing Wage rate. Apprentices' Missing information or apprentice not registered". List each apprentice by name, registration number,trade, stage of progression, beginning and ending dates of work performed on the protect(m/d/y to m/d/y), and rate of hourly pay and fringe benefits. Total Dollar Amount of Your Contract Missing—Enter exact amount(not"time and materials"). w Contractor Registration No. or UBI Missing or not registered. Companies not required to obtain a contractors registration number need only indicate UBI (i.e.,janitorial, surveying,truck driving). Signature Missing—Affidavit must be signed by an authorized representative. " Any apprentice not registered with the Washington State Apprenticeship and Training Council within 60 days of hire must be paid prevailing lourney level wages for the time preceding the date of registration Call (360) 902-5323 to verify registration. NOTE: Electrical and Plumber trainees registered with the Department of Labor and Industries MUST ALSO be registered with the Washington State Apprenticeship and Training Council to qualify for apprentice rates. If there is not enough space to list all required information on one form, use additional Affidavit forms as needed. Please indicate at the top of each form"Page 1 of 2","Page 2 of 2",etc. No additional fee is required. No other attachments will be accepted. Approval of this Affidavit will be based on the information provided by the contractor/subcontractor. It does not signify approval of the classifications of labor used by the contractor/subcontractor. L&I will mail the approved white copy of this Affidavit to the organization provided on the front of this form. Make a copy for your records. Prevailing wage rates are available on the Internet at http/iwww.lni.wa.gov[TradesLicensing/Prevailing Wage Submit both copies (white and canary) and the $25.00 filing fee to: MANAGEMENT SERVICES Please fold in thirds so the address DEPT. OF LABOR AND INDUSTRIES will show in a window envelope PO BOX 44835 do OLYMPIA,WASHINGTON 98504-4835 For questions call (360)902-5335 F700-007-000 affidavit of wages -backer 10-06 r CERTIFICATION OF PAYMENT OF PREVAILING WAGES Date: w Ref: Pay Estimate No. .. Project SW 34h Street Culvert Replacement Proiect 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: cent_payment.DOC\ - - ..r ENVIRONMENTAL REGULATIONS - - - "" REQUIREMENTS FOR THE PREVENTION OF ENVIRONMENTAL POLLUTION AND PRESERVATION OF PUBLIC NATURAL RESOURCES In accordance with the provisions of Chapter 62, Laws of 1973, H. B. 621, the Contract or shall secure any permits or licenses required by, and comply fully with all provisions of the following laws, ordinances,and resolutions: King County Ordinance No. 1527 requires Building and Land Development Division and Hydraulics Division review of grading and filling permits and unclassified use permits in flood hazard areas. Resolution No. 36230 establishes storm drain design standards to be incorporated into project design standards to be incorporated into project design by Engineering Services. Review by Hydraulics Division. King_County Ordinance No. 800, No. 900, No. 1006 and Resolution No. 8778, No. 24553, No. 24834, No. 6894 and No. 11242 contained in King County Code Titles 8 and 10 are provisions for disposition of refuse and litter in a licensed disposal site and provide penalties for failure to comply. Review by Division of Solid Waste. Puget Sound Air Pollution Control Agency Regulation I: A regulation to control the emission of air contaminants from all sources within the jurisdiction of the Puget Sound Air Pollution Control Agency (King, Pierce, Snohomish, and Kitsap Counties) in accordance with the Washington Clean Air Act,R.C.W. 70.94. WASHINGTON STATE DEPARTMENT OF ECOLOGY W.A.C. 18-02: Requires operators of stationary sources of air contaminants to maintain records of emissions, periodically report to the State information concerning these emissions from his operations, and to make such information available to the public. See Puget Sound Pollution �■ Control Agency Regulation I. R.C.W. 90-48: Enacted to maintain the highest possible standards to ensure the purity of all water .� of the State consistent with public health and public enjoyment thereof, the propagation and protection of wildlife, birds, game, fish, and other aquatic life, and the industrial development of the state, and to that end require the use of all known available and reasonable methods by industries and others to prevent and control the pollution of the waters of the State of Washington. It is unlawful to throw, drain, run or otherwise discharge into any of the water of this State any organic or inorganic matter that shall cause or tend to cause pollution of such waters. The law also provides r for civil penalties of$5,000/day for each violation. R.C.W. 70.95: Establishes uniform statewide program for handling solid wastes which will prevent land, air and water pollution. Makes it unlawful to dump or deposit solid wastes onto or under the surface of the ground or into the waters of this State except at a solid waste disposal site for which there is a valid permit. R.C.W. 76-04.370: Provide for abatement of additional fire hazard (lands upon which there is forest debris) and extreme fire hazard (areas of additional fire hazard near buildings, roads, campgrounds, and school grounds). The owner and/or person responsible is fully liable in the event a fire starts or spreads on property on which an extreme fire hazard exists. R.C.W. 76.04.010: Defines terms relating to the suppression or abatement of forest fires or forest �.,, fire conditions. REQUIREMENTS FOR THE PREVENTION OF ENVIRONMENTAL POLLUTION AND PRESERVATION OF PUBLIC NATURAL RESOURCES R.C.W. 70.94.660: Provides for issuance of burning permits for abating or prevention of forest fire hazards, instruction or agricultural operations. R.C.W. 76-.04.310: Stipulates that everyone clearing land or clearing right-of-way shall pile and 101 burn or dispose of by other satisfactory means, all forest debris cut thereon, as rapidly as the clearing or cutting progresses, or at such other times as the department may specify, and in compliance with the law requiring burning permits. 1° R. C. W. 78-44: Laws governing surface mining (including sand, gravel, stone, and earth from borrow pits) which provide for fees and permits, plan or operation, reclamation plan, bonding, and r■ inspection of operations. W.A.C. 332-18: Delineates all requirements of R.C.W. 76-04 pertaining to land clearing and burning. U.S.ARMY CORPS OF ENGINEERS Section 1 of the River and Harbor Act of June 13, 1902: Authorizes Secretary of Army and Corps of Engineers to issue permits to any persons or corporation desiring to improve any navigable river at their own expense and risk upon approval of the plans and specifications. Section 404 of the Federal Water Pollution Control Act (PL92-500 86 Stat. 816): Authorizes the Secretary of the Army, acting through the Corps of Engineers, to issue permits for the discharge of dredged or fill material into the navigable waters at specified disposal sites. Permits may be denied if it is determined that such discharge will have adverse effects on municipal water supplies, shell fish beds and fishery areas and wildlife or recreational areas. MISCELLANEOUS FEDERAL LEGISLATION Section 13 of the River and Harbor Act approved March 3, 1899: Provides that discharge of refuse without a permit into navigable waters is prohibited. Violation is punishable by fine. Any citizen may file a complaint with the U. S.Attorney and share a portion of the fine. PERMITS REQUIRED FOR THE PROJECT ARE AS FOLLOWS: KING COUNTY BUILDING AND LAND DEVELOPMENT DIVISION King County Resolution No. 25789 requires an unclassified use permit for filling, quarrying (including borrow pits and associated activities such as asphalt plants, rock crushers) and refuse disposal sites and provides for land reclamation subsequent to these activities. A copy is available at the Department of Public Works or Building and Land Development Division. ' Shoreline Management Act 1971 requires a permit for construction on State shorelines. Permit acquired by Public Works and reviewed by Building and Land Development Division. King County Ordinance No. 1488 requires permit for grading, land fills, gravel pits, dumping, quarrying and mining operations except on County right-of-way. Review by Building and Land Development Division. _REQUIREMENTS FOR THE PREVENTION OF ENVIRONMENTAL POLLUTION AND PRESERVATION OF PUBLIC NATURAL RESOURCES .� WASHINGTON STATE DEPARTMENT OF FISHERIES AND GAME Chapter 112, Laws of 1949: Requires hydraulics permit on certain projects. (King County Department of Public Works will obtain.) WASHINGTON STATE DEPARTMENT OF ECOLOGY W.A.C. 173-220: Requires a National Pollutant Discharge Elimination System (NPDES) permit before discharge of pollutants from a point source into the navigable waters of the State of r. Washington. W.A.C. 372-24: Permit to discharge commercial or industrial waste waters into State surface or ground water (such as gravel washing, pit operations, or any operation which results in a discharge which contains turbidity). W.A.C. 508-12-100: Requires permit to use surface water. W.A.C. 508-12-190: Requires that changes to permits for water use be reviewed by the Department of Ecology whenever it is desired to change the purpose of use, the place of use, the point of withdrawal and/or the diversion of water. W.A.C. 508-12-220: Requires permit to use ground water. W.A.C. 508-12-260: Requires permit to construct reservoir for water storage. ,�. W.A.C. 508-12-280: Requires permit to construct storage dam. W.A.C. 508-60: Requires permit to construct in State flood control zone. King County Public Works secures one for design. Contractor secures one for his operation(false work design, etc.) WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES R.C.W. 76.04.150: Requires burning permit for all fires except for small outdoor fires for recreational purposes or yard debris disposal. Also the Department of Natural Resources reserves the right to restrict burning under the provisions of R.C.W. 76.04.150, 76.04.170, 76.04.180, and 70.94 due to extreme fire weather or to prevent restriction of visibility and excessive air pollution. R.C.W. 76.08.030: Cutting permit required before cutting merchantable timber. ..r R.C.W. 76.08.275: Operating permit required before operating power equipment in dead or down timber. R.C.W. 78.44.080: Requires permit for any surface mining operation (including sand, gravel, stone, and earth from borrow pits). UNITED STATES ARMY CORPS OF ENGINEERS Section 10 of River and Harbor Act of March 3, 1899: Requires permit for construction (other than bridges, see U. S. Coast Guard administered permits) on navigable waters (King County Department of Public Works will obtain.) REQUIREMENTS FOR THE PREVENTION OF ENVIRONMENTAL POLLUTION AND PRESERVATION OF PUBLIC NATURAL RESOURCES FIRE PROTECTION DISTRICT R.C.W. 52.28.010 52.28.020 52.28.030 52.28.040 52.28.050• Provides authority for, requirements of, and penalties for failure to secure a fire permit for building an open fire within a fire protection district. UNITED STATES COAST GUARD Section 9 of River and Harbor Act of March 3, 1899, General Bridge Act of March 23, 1906 and General Bridge Act of 1946 as amended August 2, 1956: Requires a permit for construction of rri bridge on navigable waters (King County Department of Public Works will obtain). King County Department of Public Works will comply with pertinent sections of the following laws while securing the aforementioned permit: Section 4(f) of Department of Transportation Act, National Environmental Policy Act of 1969, Water Quality Improvement Act of 1970. PUGET SOUND AIR POLLUTION CONTROL AGENCY Section 9.02(4) (2) (iii) of Regulation 1: Request for verification of population density. Contractor should be sure his operations are in compliance with Regulation I, particularly Section 9.02 (outdoor fires), Section 9.04 (particulate matter-- dust), and Section 9.15 (preventing particulate matter from becoming airborne). ENVIRONMENTAL PROTECTION AGENCY +* Title 40, Chapter Ic, Part 61: Requires that the Environmental Protection Agency be notified five (5) days prior to the demolition of any structure containing asbestos material (excluding residential me structures having fewer than five(5)dwelling units). The above requirements will be applicable only where called for on the various road projects. Copies of these permits, ordinances, laws, and resolutions are available for inspection at the Office of the Director of Public Works, 900 King County Administration Building, Seattle, WA. 98104. It shall be the responsibility of the Contractor to familiarize himself with all requirements therein. All costs resulting therefrom shall be included in the Bid Prices and no additional compensation shall be made. All permits will be available at construction site. !» SPECIAL PROVISIONS r SPECIAL PROVISIONS CM 4 5 `` LS ,rti` 1 SJONaL EXPIRES: I Z— f— O b a s SW 34"Street Culvert Replacement Project +• TABLE OF CONTENTS SPECIALPROVISIONS...............................................................................................................7 1-01 DEFINITIONS AND TERMS.............................................................................................7 1-01.1 General...............................................................................................................................7 w 1-01.2 Abbreviations...............................................................................................................8 1-01.2(2) Items of Work and Units of Measurement....................................................................8 1-01.3 Definitions..........................................................................................................................8 1-02...BID PROCEDURES AND CONDITIONS.....................................................................10 " 1-02.4(2) Subsurface Information................................... 1-02.6 Preparation of Proposal..................................................................................................11 " 1-02.6(1) Proprietary Information............................................................................................11 1-02.12 Public Opening of Proposals........................................................................................11 1-03 AWARD AND EXECUTION OF CONTRACT..............................................................11 1-03.1 Consideration of bids......................................................................................................11 1-03.2 Award of Contract..........................................................................................................11 1-03.3 Execution of Contract.....................................................................................................11 1-04 SCOPE OF WORK...........................................................................................................12 1-04.2 Coordination of Contract Documents..........................................................................12 1-04.3 Contractor-Discovered Discrepancies...........................................................................12 1-04.4 Changes............................................................................................................................13 1-04.8 Progress Estimates and Payments.................................................................................13 1-04.11 Final Cleanup 1-05 CONTROL OF WORK.....................................................................................................13 •� 1-05.4 Conformity With and Deviation from Plans and Stakes.............................................13 1-05.4(3) Contractor Supplied Surveying................................................................................14 1-05.4(4) Contractor Provided As-Built Information.............................................................15 1-05.6 Inspection of Work and Materials.................................................................................15 1-05.7 Removal of Defective and Unauthorized Work............................................................15 1-05.11(3) Operational Testing..................................................................................................16 1-05.11(3) Operational Testing..................................................................................................17 1-05.11(3) Operational Testing..................................................................................................17 1-05.14 Cooperation with Other Contractors..........................................................................17 1-05.14 Cooperation with Other Contractors.......................................................................... 1 1-05.18 Contractor's Daily Diary..............................................................................................18 1-06 CONTROL OF MATERIAL............................................................................................20 1-06.1 Approval of Materials Prior to Use...............................................................................20 r• 1-06.2(1) Samples and Tests for Acceptance............................................................................21 1-06.2(2) Statistical Evaluation of Materials for Acceptance.................................................21 1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC.......................24 1-07.1 Laws to be Observed......................................................................................................24 1-07.6 Permits and Licenses......................................................................................................24 1-07.9(5) Required Documents..................................................................................................25 1-07.11(11) City of Renton Affidavit of Compliance...............................................................25 'r 1-07.12 Federal Agency Inspection...........................................................................................25 1-07.13(1) General......................................................................................................................25 1-07.13(1) General......................................................................................................................26 1-07.16(1) Private/Public Property...........................................................................................28 r 1-07.17 Utilities and Similar Facilities......................................................................................29 1-07.17(1) Interruption of Services...........................................................................................31 RCW 19.122 UNDERGROUND UTILITIES......................................................................32 19.122.010 Intent..................................................................................................................32 19.122.020 Definitions..........................................................................................................32 s 19.122.030 Notice of Excavation to Owners of Underground Facilities; One-Number Locator Service; lime for Notice;Marking of Underground Facilities; Costs.........................34 19.122.040 Underground Facilities Identified In Bid Or Contract;Excavator's Duty Of Reasonable Care;Liability For Damages;Attorney's Fees......................................................35 19.122.050 Damage to Underground Facility;Notification By Excavator; Repairs or Relocationof Facility.................................................................................................................35 19.122.060 Exemption from Notice and Marking Requirements for Property Owners........36 r,f 19.122.070 Civil Penalties; Treble Damages; Existing Remedies Not Affected...................36 19.122.080 Waiver of Not f cation and Marking Requirements............................................36 19.122.900 Severability- 1984 c 144...................................................................................36 1-07.18 Public Liability and Property Damage Insurance.....................................................36 1-07.22 Use of Explosives...........................................................................................................40 1-07.23(1) Construction Under Traffic.....................................................................................40 ar 1-07.23(1) Construction Under Traffic.....................................................................................41 1-08 PROSECUTION AND PROGRESS................................................................................41 1-08.0 Preliminary Matters.......................................................................................................41 M 1-08.0(1) Preconstruction Conference......................................................................................41 M 2 1-08.1 Subcontracting................................................................................................................42 1-08.1 Subcontracting................................................................................................................43 1-08.2 Assignment......................................................................................................................43 a 1-08.3 Progress Schedule...........................................................................................................44 1-08.5 Time For Completion.....................................................................................................45 1-08.5 Time For Completion.....................................................................................................45 1-08.6 Suspension of Work........................................................................................................46 .. 1-08.9 Liquidated Damages....................................................................................................... 1-08.11 Contractor's Plant and Equipment.............................................................................47 " 1-08.12 Attention to Work...................................... ..........................47 ......................................... 1-09 MEASUREMENT AND PAYMENT...............................................................................47 ,.. 1-09.1 Measurement of Quantities............................................................................................47 1-09.3 Scope of Payment............................................................................................................48 1-09.7 Mobilization....................................................................................................................61 1-09.9 Payments..........................................................................................................................61 1-09.9(1) Retainage....................................................................................................................61 1-09.11(2) Claims:.......................................................................................................................64 1-09.11(2) Claims........................................................................................................................64 1-09.13(3)B Procedures to Pursue Arbitration........................................................................64 1-10 TEMPORARY TRAFFIC CONTROL............................................................................64 1-10.1 General .......64 ..................................................................................................................... 1-10.2(1)B Traffic Control Supervisor.....................................................................................65 r� 1-10.2(2) Traffic Control Plans.................................................................................................66 1-10.3(3) Construction Signs.....................................................................................................66 1-11 RENTON SURVEYING STANDARDS...........................................................................66 2-01 CLEARING GRUBBING AND ROADSIDE CLEANUP............................................70 2-01.1 Description......................................................................................................................70 2-01.2 Disposal of Usable Material and Debris.......................................................................70 2-02 REMOVAL OF STRUCTURE AND OBSTRUCTIONS...............................................70 2-02.3(3) Removal of Pavement,Sidewalks,and Curbs.........................................................70 2-03 ROADWAY EXCAVATION AND EMBANKMENT.....................................................71 2-03.3 Construction Requirements........................................................................................... 2-09 STRUCTURE EXCAVATION..........................................................................................72 2-09.1 Description 2-09.3(1)D Disposal of Excavated Material.............................................................................72 3 r~ 2-09 STRUCTURE EXCAVATION..........................................................................................73 5-04 ASPHALT CONCRETE PAVEMENT............................................................................77 7-01 DRAINS..............................................................................................................................82 an 7-01.2 Materials..........................................................................................................................82 7-01.3 Construction Requirements...........................................................................................82 • 7-04 STORM SEWERS.............................................................................................................82 7-04.2 Materials..........................................................................................................................82 7-05 MANHOLES,INLETS,AND CATCH BASINS............................................................82 ap 7-05.3(1) Adjusting Manholes and Catch Basins to Grade....................................................83 7-05.3(2) Abandon Existing Manholes.....................................................................................84 • 7-05.3(3) Connections to Existing Manholes............................................................................84 7-08 GENERAL PIPE INSTALLATION REQUIREMENTS...............................................85 ,r 7-08.3(1)C Bedding the Pipe......................................................................................................85 7-08.3(2)A Survey Line and Grade...........................................................................................86 7-08.3(2)B Pipe Laying—General.............................................................................................86 7-08.3(2)E Rubber Gasketed Joints..........................................................................................87 7-08.3(2)H Sewer Line Connections.........................................................................................87 7-08.3(2)J Placing PVC Pipe.....................................................................................................87 7-09 PIPE AND FITTINGS FOR WATER MAINS........................................................ 7-09.3(15)A Ductile Iron Pipe....................................................................................................92 7-09.3(15)B Polyvinyl Chloride (PVC)Pipe(4 inches and Over)..........................................92 7-09.3(17) Laying Ductile Iron Pipe and Fittings with Polyethylene.....................................92 7-09.3(19)A Connections to Existing Mains.............................................................................92 7-09.3(21) Concrete Thrust Blocking and Dead-Man Block..................................................93 7-09.3(23) Hydrostatic Pressure Test........................................................................................93 7-09.3(24)A Flushing and...........................................................................................................94 7-09.3(24)D Dry Calcium Hypochlorite...................................................................................95 7-09.3(24)K Retention Period....................................................................................................95 7-09.3(24)N Final Flushing and Testing...................................................................................95 7-09.3(25) Joint Restraint Systems...........................................................................................95 7-12 VALVES FOR WATER MAINS.......................................................................................97 7-12.3(1) Installation of Valve Marker Post....................................... 97 "r ...................................... 7-12.3(2) Adjust Existing Valve Box to Grade.........................................................................97 7-14 HYDRANTS.......................................................................................................................97 7-14.3(1) Setting Hydrants........................................................................................................97 +rw 4 an ,.. 7-14.3(3) Resetting Existing Hydrants.....................................................................................98 7-14.3(4) Moving Existing Hydrants........................................................................................98 7-17 SANITARY SEWERS.......................................................................................................98 a. 7-17.2 Materials..........................................................................................................................98 7-17.3(1) Protection of Existing Sewerage Facilities...............................................................99 7-17.3(2)H Television Inspection...............................................................................................99 8-13 MONUMENT CASES.....................................................................................................104 ". 8-13.3 Construction Requirements.................................................................................... 104 8-14 CEMENT CONCRETE SIDEWALKS.........................................................................105 8-14.3(4) Curing.......................................................................................................................105 8-17 IMPACT ATTENUATOR SYSTEMS............................................................................105 .. 8-17.5 Payment.........................................................................................................................105 8-20 ILLUMINATION,TRAFFIC SIGNAL SYSTEMS,AND ELECTRICAL...............106 ,.,. 8-20.2(1) Equipment List and Drawings................................................................................106 8-22 PAVEMENT MARKING................................................................................................106 8-22.1 Description....................................................................................................................106 8-22.3(5) Installation Instructions..........................................................................................107 9-03.8(2) HMA Test Requirements..........................................................................................107 9-03.8(2) HMA Test Requirements.......................................................................................... 9-05 DRAINAGE STRUCTURES,CULVERTS,AND CONDUITS..................................109 9-05.4 Steel Culvert Pipe and Pipe Arch(RC)......................................................................109 9-05.7(2) Reinforced Concrete Storm Sewer Pipe(RC)........................................................109 ,.. 9-05.7(2)A Basis for Acceptance(RC)....................................................................................109 9-05.7(3) Concrete Storm Sewer Pipe Joints(RC)................................................................109 9-05.7(4) Testing Concrete Storm Sewer Pipe Joints(RC)...................................................110 9-05.9 Steel Spiral Rib Storm Sewer Pipe(RC).....................................................................110 9-05.12(3) CPEP Sewer Pipe...................................................................................................110 9-05.14 ABS Composite Sewer Pipe........................................................................................110 9-05.17 Aluminum Spiral Rib Storm Sewer Pipe.................................................................. 111 9-08 PAINTS.............................................................................................................................112 9-08.8 Manhole Coating System Products.............................................................................112 ' 9-23 CONCRETE CURING MATERIALS AND ADMIXTURES.....................................113 9-23.9 Fly Ash (RC)..................................................................................................................113 9-30 WATER DISTRIBUTION MATERIALS......................................................................113 9-30.3(1) Gate Valves(3inches to 12 inches)..........................................................................114 5 9-30.3(3) Butterfly Valves........................................................................................................114 9-30.3(5) Valve Marker Posts..................................................................................................115 9-30.3(8) Tapping Sleeve and Valve Assembly.......................................................................115 9-30.5 Hydrants........................................................................................................................115 9-30.5(1) End Connections(RC).............................................................................................115 • 9-30.5(2) Hydrant Dimensions................................................................................................115 9-30.6(3)B Polyethylene Pipe...................................................................................................116 9-30.6(4) Service Fittings......................................... ................................................................116 9-30.6(5) Meter Setters............................................................................................................116 r r ar 6 r w SPECIAL PROVISIONS The following Special Provisions are made a part of this contract and supersede any conflicting provisions of the 2006 Standard Specifications for Road, Bridge and Municipal Construction (English) and the American Public Works Association General Special Provisions (APWA GSPs) hereinafter referred to as the"Standard Specifications". Also incorporated into these Specifications by reference are: Manual on Uniform Traffic Control Devices for Streets and Highways (MUTCD), current edition, Standard Plans for Road, Bridge and Municipal Construction, as prepared by the Washington State Department of Transportation and the American Public Works Association, current edition, American Water Works Association Standards, current edition, .. City of Renton Standard Details. DESCRIPTION OF WORK The SW 34th Street Culvert Replacement work to be performed under this contract includes furnishing all equipment, labor, and materials necessary to provide for the replacement of four .. existing 72-inch CMP culverts with a single 30 foot wide x 65 foot long precast box culvert and stream improvements. For a limited period, SW 34th Street will be closed to traffic to allow construction of the culvert replacement. The major work elements include but are not limited to: erosion and sedimentation control measures; clearing and grubbing; traffic control; demolition; temporary bypass(stream diversion);temporary waterline diversion; relocation of existing water line; storm drain revisions; temporary sanitary sewer diversion; sanitary sewer line installation; shoring; a• excavation and backfill; installation of precast box culvert; construct cast-in-place wing walls; coordinate relocation of existing gas line, underground communication duct bank, and underground power with private utility companies; roadway embankment; asphalt paving; constructing cement concrete curb, gutter, sidewalk and driveways; installation of handrail; dewatering; stream regrading; creek; pavement stripping, stream regrading; and placement of stream materials including streambed gravels,rootwads/bank logs,and perform stream planting,restoration, and landscaping. +. Clearing and work area is limited. This work includes all other work in accordance with the attached Contract Plans,these Contract Provisions,and the Standard Specifications. 1-01 DEFINITIONS AND TERMS 1-01.1 General Section 1-01.1 is supplemented with: Whenever reference is made to the State, Commission, Department of Transportation, Secretary of Transportation, Owner, Contracting Agency or Engineer, such reference shall be deemed to mean the City of Renton acting through its City Council, employees, and duly authorized representatives for all contracts administered by the City of Renton. 7 a 1-01.2 Abbreviations , 1-01.2(2) Items of Work and Units of Measurement Section 1-01.2(2)is supplemented with: CPEP Corrugated High Density Polyethylene Pipe CMP Corrugated Metal Pipe Conn. Connection a. DI Ductile Iron DOH Seattle-King County Department of Health E East ■r Ex, Exist Existing G Gas GV Gate Valve ID Inside Diameter Inv Invert IE Invert Elevation �. MON Monument N North No. Number OD Outside Diameter P Power PC Point of Curve PT Point of Tangency PI Point of Intersection PCC Portland Cement Concrete RCP Reinforced Concrete Pipe RCW Revised Code of Washington R/W Right-of-Way „N S South SS Sanitary Sewer or Side Sewer S.ST. Stainless Steel T Telephone W West a 1-01.3 Definitions Section 1-01.3 is revised and supplemented by the following: r Act of god "Act of God" means an earthquake, flood, cyclone, or other cataclysmic phenomenon of nature. A rain, windstorm, high water or other natural phenomenon of unusual intensity for the specific locality ft of the work, which might reasonably have been anticipated from historical records of the general locality of the work, shall not be construed as an act of god. r err 8 so Consulting Engineer im The Contracting Agency's design consultant,who may or may not administer the construction program for the Contracting Agency. The Consulting Engineer for this project is R. W.Beck,Inc. IM Contract Price Either the unit price,the unit prices, or lump sum price or prices named in the proposal, or in properly executed change orders. 1W Dates Bid Opening Date: The date on which the Contracting Agency publicly opens and reads bids. w Award Date: The date of the formal decision of the Contracting Agency to accept the lowest responsible and responsive Bidder for the work. w. Contract Execution Date: The date the Contracting Agency officially binds the agency to the Contract. Notice to Proceed Date:The date stated in the Notice to Proceed on which the Contract time begins. Contract Completion Date:The date by which the work is contractually required "' to be completed. Final Acceptance Date: The date the Contracting Agency accepts the work as complete an per the contract requirements. Day Unless otherwise designated, day(s) as used in the Contract Documents, shall be understood to mean 4M working days. Engineer The City Engineer or duly authorized representative,or an authorized member of a licensed .w consulting firm (R.W. Beck, Inc.)retained by Owner for the construction engineering of a specific public works project. Inspector '�' Owner's authorized representative assigned to make necessary observations of the work performed or being performed,or of materials furnished or being furnished by Contractor. Or Equal Where the term "or equal" is used herein, the Contracting Agency, or the Contracting Agency on recommendation of the engineer, shall be the sole judge of the quality and suitability of the proposed substitution. The responsibility and cost of furnishing necessary evidence, demonstrations, or other information required to obtain the approval of alternative materials or processes by the Owner shall be entirely borne by the Contractor. Owner The City of Renton or its authorized representative also referred to as Contracting Agency. .. Performance and Payment Bond Same as"Contract Bond"defined in the Standard Specifications. �• Plans The contract plans and/or standard plans which show location, character, and dimensions of prescribed work including layouts, profiles, cross-sections, and other details. Drawings may either be 9 bound in the same book as the balance of the Contract Documents or bound in separate sets, and are a part of the Contract Documents, regardless of the method of binding.The terms "Standard Drawings" or "Standard Details" generally used in specifications refers to drawings bound either with the specification documents or included with the Plans or the City of Renton Standard Plans. Points • Wherever reference is made to Engineer's points,this shall mean all marks, bench marks,reference points, stakes, hubs,tack,etc., established by Engineer for maintaining horizontal and vertical control of the work. • Provide Means"furnish and install"as specified and shown in the Plans. • Secretary,Secretary of Transportation The chief executive officer of the Department and other authorized representatives. The chief executive officer to the Department shall also refer to the Department of Planning/Building/Public „w Works Administrator. Shop Drawings Same as"Working Drawings"defined in the Standard Specifications. r Special Provisions Modifications to the standard specifications and supplemental specifications that apply to an individual project. The special provisions may describe work the specifications do not cover. Such work shall comply first with the special provisions and then with any specifications that apply. The Contractor shall include all costs of doing this work within the bid prices. State The state of Washington acting through its representatives. The State shall also refer to The City of Renton and its authorized representatives where applicable. Supplemental Drawings and Instructions Additional instructions by Engineer at request of Contractor by means of drawings or documents necessary, in the opinion of Engineer, for the proper execution of the work. Such drawings and instructions are consistent with the Contract Documents. • Utility Public or private fixed improvement for the transportation of fluids, gases,power,signals,or communications and shall be understood to include tracks,overhead and underground wires, cables, pipelines, conduits, ducts,sewers,or storm drains. 1-02 BID PROCEDURES AND CONDITIONS 1-02.4(2) Subsurface Information Section 1-02.4(2) is supplemented with the following: A geotechnical study for the SW 34th Street Culvert Replacement project was conducted by HWA GeoSciences, Inc. The findings and recommendations of HWA GeoSciences, Inc. are summarized in a report contained in Appendix B. a .rr w 10 • an 1-02.6 Preparation of Proposal °" The third paragraph is revised as follows: All prices shall be in legible figures and words written in ink or typed.The proposal shall include: ow 1. A unit price for each item (omitting digits more than four places to the right of the decimal point), each unit price shall also be written in words; where a conflict arises the written words shall prevail. +v 1-02.6(1) is a new section. 1-02.6(1) Proprietary Information Vendors should, in the bid proposal, identify clearly any material(s)which constitute "(valuable) formula, designs drawings, and research data" so as to be exempt from public disclosure, RCW 42.17.310, or any materials otherwise claimed to be exempt, along with a Statement of the basis for such claim of exemption. The Department (or State) will give notice to the vendor of any request for disclosure of such information received within 5 (five) years from the date of submission. Failure to so label such materials or failure to timely respond after notice of request for public disclosure has been given shall be deemed a waiver by the submitting vendor of any claim that such materials are, in fact, so exempt., w 1-02.12 Public Opening of Proposals Section 1-02.12 is supplemented with the following: The Contracting Agency reserves the right to postpone the date and time for bid opening. Notification to bidder will be by addenda. MW 1-03 AWARD AND EXECUTION OF CONTRACT +• 1-03.1 Consideration of bids Section 1-03.1 is supplemented with the following: All bids will be based on total sum of all schedules of prices. No partial bids will be accepted unless so stated in the call for bids or special provisions.The City reserves the right however to award all or any schedule of a bid to the lowest bidder at its discretion. 1-03.2 Award of Contract Section 1-03.2 is supplemented with the following: The contract, bond form, and all other forms requiring execution, together with a list of all other .. forms or documents required to be submitted by the successful bidder, will be forwarded to the successful bidder within 10 days of the award. The number of copies to be executed by the Contractor shall be determined by the Contracting Agency. 1-03.3 Execution of Contract Section 1-03.3 is revised and supplemented as follows: Within 10 calendar days after receipt from the City of the forms and documents required to be completed by the Contractor, the successful bidder shall return the signed Contracting Agency- prepared contract, an insurance certification as required by Section 1-07.18, and a satisfactory bond as required by law and Section 1-03.4. Before execution of the contract by the Contracting Agency, the �. successful bidder shall provide any pre-award information the Contracting Agency may require under Section 1-02.15. Until the Contracting Agency executes a contract, no proposal shall bind the Contracting Agency nor shall any work begin within the project limits or within Contracting Agency-furnished sites. The w II M Contractor shall bear all risks for any work begun outside such areas and for any materials ordered before the contract is executed by the Contracting Agency. If the bidder experiences circumstances beyond their control that prevents return of the contract documents within 10 calendar days after the award date, the Contracting Agency may grant up to a maximum of 10 additional calendar days for return of the documents, provided the Contracting Agency deems the circumstances warrant it. The Contracting Agency is prohibited by RCW 39.06.010 from executing a contract with a �r Contractor who is not registered or licensed as required by the laws of the state. In addition, the Contracting Agency requires persons doing business with the Contracting Agency to possess a valid City of Renton business license prior to award. When the Bid Form provides spaces for a business license number, a Washington State Contractors registration number, or both the Bidder shall insert such information in the spaces provided. The Contracting Agency requires legible copies of the Contractor's Registration and business license be or submitted to the Engineer as part of the Contracting Agency's post-award information and evaluation activities. 1-04 SCOPE OF WORK .. 1-04.2 Coordination of Contract Documents, Plans, Special Provisions Specifications, and Addenda Revise the second paragraph to read: Any inconsistency in the parts of the contract shall be resolved by following this order of precedence r (e.g., 1 presiding over 2, 2 over 3, 3 over 4,and so forth): 1. Addenda, 2. Proposal Form, 3. Special Provisions, 4. Contract Plans, 5. City of Renton Standard Plans/Details in Contract 6. Amendments to Division 1-99 APWA Supplement 7. Amendments to the Standard Specifications, 8. Division 1-99 APWA Supplement 9. WSDOT/APWA Standard Specifications for Road,Bridge and Municipal Construction 10. Contracting Agency's Standard Plans(if any) 11. WSDOT/APWA Standard Plans for Road, Bridge and Municipal Construction This section is also supplemented with the following: an It shall be the responsibility of the Contractor to coordinate all work to be performed under this contract, including the ordering and acquisition of all equipment and materials. This coordination is shall encompass all work to be performed by the Contractor,their Subcontractor,the City and any public utilities which may be involved. Section 1-04.3 is a new section: 1-04.3 Contractor-Discovered Discrepancies Upon receipt of award of contract, Contractor shall carefully study and compare all the components of the Contract Documents and other instructions, and check and verify all field measurements. Contractor shall, prior to ordering material or performing work, report in writing to Engineer any as error, inconsistency, or omission in respect to design or mode of construction, which is discovered. If 12 r Contractor, in the course of this study or in the accomplishment of the work, finds any discrepancy between the Plans and the physical condition of the locality as represented in the Plans, or any such errors or omissions in respect to design or mode of construction in the Plans or in the layout as given by points and instructions, it shall be Contractor's duty to inform Engineer immediately in writing, and Engineer will promptly check the same. Any work done after such discovery, until correction of Plans or authorization of extra work is given, if Engineer finds that extra work is involved, will be done at Contractor's risk. If extra work is involved, the procedure shall be as provided in Section 1- 04.4 of the Standard Specifications. 1-04.4 Changes The last two paragraphs are replaced with the following: Renton does not have a formal policy or guidelines on cost reduction alternatives, but will evaluate such proposals by the Contractor on a case-by-case basis. 1-04.8 Progress Estimates and Payments Section 1-04.8 is supplemented as follows: The Contractor is encouraged to provide to the Engineer prior to progress payments an estimate of lump sum work accomplished to date. The Engineer's calculations and decisions shall be final in regard to the actual percentage of any lump sum pay item accomplished and eligible for payment unless another specific method of calculating lump sum payments is provided elsewhere in the specifications. 1-04.11 Final Cleanup Section 1-04.11 is supplemented as follows: �. All salvage material as noted on the plans and taken from any of the discarded facilities shall, at the engineer's discretion, be carefully salvaged and delivered to the City shops. Any cost incurred in salvaging and delivering such items shall be considered incidental to the project and no compensation �.. will be made. The contract price for "Finish and Cleanup, lump sum," shall be full compensation for all work, equipment and materials required to perform final cleanup. If this pay item does not appear in the contract documents then final clean up shall be considered incidental to the contract and to other pay item and no further compensation shall be made. 1-05 CONTROL OF WORK 1-05.4 Conformity With and Deviation from Plans and Stakes .. Section 1-05.4 is supplemented with the following: If the project calls for Contractor supplied surveying, the Contractor shall provide all required survey work, including such work as mentioned in Sections 1-05.4(1) and 1-05.4(2), 1-11 and elsewhere in these specifications as being provided by the Engineer. All costs for this survey work shall be included in "Contractor Supplied Surveying," per lump sum. The Engineer or Contractor supplied surveyor will provide construction stakes and marks establishing lines, slopes, and grades as stipulated in Sections 1-05.4 and will perform such work per Section 1-11. The Contractor shall assume full responsibility for detailed dimensions, elevations, and excavation slopes measured from the Engineer or Contractor supplied surveyor furnished stakes and marks. r The Contractor shall provide a work site which has been prepared to permit construction staking to proceed in a safe and orderly manner. The Contractor shall keep the Engineer or Contractor supplied surveyor informed of staking requirements and provide at least 48 hours notice to allow the Engineer .e or Contractor supplied surveyor adequate time for setting stakes. .. 13 a r The Contractor shall carefully preserve stakes, marks, and other reference points, including existing monumentation, set by Contracting Agency forces. The Contractor will be charged for the costs of ' replacing stakes, markers and monumentation that were not to be disturbed but were destroyed or damaged by the Contractor's operations. This charge will be deducted from monies due or to become due to the Contractor. r Any claim by the Contractor for extra compensation by reason of alterations or reconstruction work allegedly due to error in the Engineer's line and grade, will not be allowed unless the original control points set by the Engineer still exist, or unless other satisfactory substantiating evidence to prove the M error is furnished the Engineer. Three consecutive points set on line or grade shall be the minimum points used to determine any variation from a straight line or grade. Any such variation shall, upon discovery, be reported to the Engineer. In the absence of such report the Contractor shall be liable for any error in alignment or grade. The Contractor shall provide all surveys required other than those to be performed by the Engineer. All survey work shall be done in accordance with Section 1-11 SURVEYING STANDARDS of these „r specifications. The Contractor shall keep updated survey field notes in a standard field book and in a format set by the Engineer, per Section 1-11.1(4). These field notes shall include all survey work performed by the r Contractor's surveyor in establishing line, grade and slopes for the construction work. Copies of these field notes shall be provided the Engineer upon request and upon completion of the contract work the field book or books shall be submitted to the Engineer and become the property of the Contracting Agency. If the survey work provided by the Contractor does not meet the standards of the Engineer, then the Contractor shall, upon the Engineer's written request, remove the individual or individuals doing the survey work and the survey work will be completed by the Engineer at the Contractor's expense. Costs for completing the survey work required by the Engineer will be deducted from monies due or to become due the Contractor. M All costs for survey work required to be performed by the Contractor shall be included in the prices bid for the various items which comprise the improvement or be included in the bid item for "Contractor Supplied Surveying"per lump sum if that item is included in the contracts. r Section 1-05.4(3) is a new section: 1-05.4(3) Contractor Supplied Surveying When the contract provides for Contractor Supplied Surveying, the Contractor shall supply the survey work required for the project. The Contractor shall retain as a part of the Contractor Organization an experienced team of surveyors under the direct supervision of a professional land surveyor licensed by the State of Washington. All survey work shall be done in accordance err with Sections 1-05.4 and 1-11. The Contractor and/or Surveyor shall inform the Engineer in writing of any errors, discrepancies, and omissions to the plans that prevent the Contractor and/or Surveyor from a constructing the project in a manner satisfactory to the Engineer. All errors, discrepancies, and omissions must be corrected to the satisfaction of the Engineer before the survey work may be continued. The Contractor shall coordinate his work with the Surveyor and perform his operations in a manner to protect all survey stakes from harm. The Contractor shall inform the Surveyor of the Contractor's intent to remove any survey stakes and/or points before physically removing them. r The surveyor shall be responsible for maintaining As-Built records for the project. The Contractor shall coordinate his operations and assist the Surveyor in maintaining accurate As- Built records for the project. as r 14 .r W If the Contractor and Surveyor fail to provide,as directed by the Engineer and/or these plans and specifications, accurate As-Built records and other work the Engineer deems necessary, the Engineer may elect to provide at Contractor expense, a surveyor to provide all As-Built records and other work as directed by the Engineer. The Engineer shall deduct expenses incurred by the Engineer-supplied surveying from moneys owed to the Contractor. Payment per Section 1-04.1 for all work and materials required for the full and complete survey work required to complete the project and as-built drawings shall be included in the lump sum price for"Contractor Supplied Surveying." Section 1-05.4(4)is a new section: 1-05.4(4) Contractor Provided As-Built Information It shall be the contractor's responsibility to record the location prior to the backfilling of the trenches, by centerline station, offset, and depth below pavement, of all existing utilities .. uncovered or crossed during his work as covered under this project. It shall be the contractor's responsibility to have his surveyor locate by centerline station, offset and elevation each major item of work done under this contract per the survey standard of Section 1-11. Major items of work shall include but not be limited to: Manholes, Catch basins and Inlets,Valves,vertical and Horizontal Bends,Junction boxes, Cleanouts, Side Sewers, Street Lights & Standards, Hydrants, Major Changes in Design Grade, Vaults, Culverts, Signal Poles, and Electrical Cabinets. After the completion of the work covered by this contract,the contractors surveyor shall provide to the City the hard covered field book(s) containing the as-built notes and one set of white ,.. prints of the project drawings upon which he has plotted the notes of the contractor locating existing utilities, and one set of white prints of the project drawings upon which he has plotted the as-built location of the new work as he recorded in the field book(s). This drawing shall bear the surveyors seal and signature certifying its accuracy. All costs for as-built work shall be included in the contract item "Contractor Supplied Surveying," lump sum. 11-05.6 Inspection of Work and Materials Section 1-05.6 is supplemented with the following: 4W The Contractor shall provide access to the work for the representatives of the City of Renton and other agencies for inspection of the progress of the work,methods of construction,and for inspection. This shall include within the pre-cast concrete manufacturer facilities. 1-05.7 Removal of Defective and Unauthorized Work Section 1-05.7 is supplemented as follows: Contractor shall promptly replace and re-execute work by Contractor forces, in accordance with the intent of the Contract and without expense to Owner, and shall bear the expense of making good all work of other contractors destroyed or damaged by such removal or replacement. MW If Contractor does not remove such condemned work and materials and commence re-execution of the work within 7 calendar days of notice from Engineer, Owner may correct the same as provided in the Standard Specifications. In that case, Owner may store removed material. If Contractor does not pay the cost of such removal and storage within 10 calendar days from the date of the notice to Contractor of the fact of such removal, Owner may, upon an additional 10 calendar days' written notice, sell such materials at public or private sale, and deduct all costs and expenses incurred from moneys due to Contractor, including costs of sale, and accounting to Contractor for the 15 net proceeds remaining. Owner may bid at any such sale. Contractor shall be liable to Owner for the amount of any deficiency from any funds otherwise due Contractor. 1-05.10 Guarantees Section 1-05.10 is supplemented as follows: If within one year after the Acceptance Date of the Work by the Contracting Agency, defective and/or unauthorized Work is discovered, the Contractor shall promptly, upon written order by the Contracting Agency, return and in accordance with the Engineer's instructions, either correct such r Work, of if such Work has been rejected by the Engineer, remove it from the Project Site and replace it with non-defective and authorized Work, all without cost to the Contracting Agency. If the Contractor does not promptly comply with the written order to correct defective and/or unauthorized Work, or if an emergency exists, the Contracting Agency reserves the right to have defective and/or on unauthorized Work corrected or removed and replaced pursuant to Section 1-05.8 "Owners Right to Correct Defective and/or Unauthorized Work." The Contractor agrees the above one year limitation shall not exclude or diminish the Contracting Agency's rights under any law to obtain damages and recover costs resulting from defective and/or unauthorized work discovered after one year but prior to the expiration of the legal time period set forth in RCW 4.16.040 limiting actions upon a contract in writing, or liability expressed of implied •� arising out of a written agreement. The Contractor shall warrant good title to all materials, supplies, and equipment purchased for, or incorporated in the Work. Nothing contained in this paragraph, however, shall defeat or impair the tight of persons furnishing materials or labor, to recover under any bond given by the Contractor for their protection, or any rights under any law permitting such persons to look to funds due the Contractor in the hands of the Contracting Agency. The provisions of this paragraph shall be inserted in all subcontracts and material contracts, and notice of its provisions shall be given to all persons furnishing materials for the Work when no formal contract is entered into for such materials. r 1-05.11 Final Inspection Section 1-05.11 is supplemented with the following: ( *) No 1-05.11(1) Substantial Completion Date When the Contractor considers the work to be substantially complete,the Contractor shall so notify 10 the Engineer and request the Engineer establish the Substantial Completion Date. To be considered substantially complete the following conditions must be met: +rr I. The Contracting Agency must have full and unrestricted use and benefit of the facilities both from the operational and safety standpoint. 2. Only minor incidental work, replacement of temporary substitute facilities, or correction of repair work remains to reach physical completion of the work. The Contractor's request shall list the specific items of work in subparagraph two above that remains to be completed in order to reach physical completion. The Engineer may also establish the r Substantial Completion Date unilaterally. If after this inspection,the Engineer concurs with the Contractor that the Work is substantially complete and ready for its intended use,the Engineer,by written notice to the Contractor,will set the Substantial Completion Date. If, after this inspection the Engineer does not consider the Work substantially complete and ready for its intended use,the Engineer will, by written notice, so notify the Contractor giving the reasons therefore. s r 16 Upon receipt of written notice concurring in or denying substantial completion,whichever is applicable,the Contractor shall pursue vigorously, diligently and without unauthorized interruption, the Work necessary to reach Substantial and Physical Completion.The Contractor shall provide the Engineer with a revised schedule indicating when the Contractor expects to reach substantial and physical completion of the work. The above process shall be repeated until the Engineer establishes the Substantial Completion Date and the Contractor considers the work physically complete and ready for Final Inspection. 1-05.11(2) Final Inspection Date When the Contractor considers the Work physically complete and ready for Final Inspection, the Contractor, by Written Notice, shall request the Engineer to schedule a final inspection. The Engineer will set a date for Final Inspection.The Engineer and the Contractor will then make a final Inspection and the Engineer will notify the Contractor in writing of all particulars in which the Final Inspection ., revels the Work incomplete of unacceptable. The Contractor shall immediately take such corrective measures as are necessary to remedy the listed deficiencies. Corrective work shall be pursued vigorously, diligently, and without interruption until physical completion of the listed deficiencies. This process will continue until the Engineer is satisfied the listed deficiencies have been corrected. If action to correct the listed deficiencies is not initiated within 7 days after receipt of the Written Notice listing the deficiencies, the Engineer may, upon Written Notice to the Contractor, rake whatever steps are necessary to correct those deficiencies pursuant to Section 1-05.8. Upon correction of all deficiencies, the Engineer will notify the Contractor and the Contracting Agency, in writing , of the date upon which the Work was considered physically complete, that date „w shall constitute the Physical completion date of the Contract, but shall not imply all the obligations of the Contractor under the Contract have been fulfilled. 1-05.11(3) Operational Testing �.. Unless otherwise noted in the Contract Documents, Contractor shall give Engineer a minimum of 3 working days'notice of the time for each test and inspection. If the inspection is by another authority than Engineer, Contractor shall give Engineer a minimum of 3 working days' notice of the date fixed for such inspection. Required certificates of inspection by other authority than Engineer shall be secured by Contractor. +, 1-05.12 Final Acceptance The third and fourth sentences in paragraph 1 are deleted and replaced with: The Final Acceptance date shall be that date in which the Renton City Council formally approves am acceptance of the Contract. 1-05.14 Cooperation with Other Contractors Section 1-05.14 is supplemented as follows: ow Contractor shall afford Owner and other contractors working in the area reasonable opportunity for the introduction and storage of their materials and the execution of their respective work and shall properly connect and coordinate Contractor's work with theirs. Contractor shall notify utility companies a minimum of 2 weeks in advance of relocation or as required by the public and private utilities. .. Other utilities,districts,agencies, and contractors who may be working within the project area are: 1. Puget Sound Energy(gas and electric) 2. AT&T Broadband .�. 3. QWest Communications 4. City of Renton(water, sewer,transportation) 17 ■r 5. Soos Creek Sewer and Water District 6. Cedar River Sewer and Water District 7. Skyway Sewer and Water District 8. Private contractors employed by adjacent property owners The Contractor shall coordinate with City of Renton on tying into any existing electrical service cabinet. Contractor is advised that City of Renton has coordinated with private franchise utilities for the specific relocation of their utility lines at the culvert crossing. The new locations will be under the proposed culvert bottom. The City anticipates that these utility lines will be relocated by approximately June 15, 2007. 1-05.16 Contractor's Daily Diary Section 1-05.16 is a new section: Contractor and subcontractors shall maintain and provide to Engineer a Daily Diary Record of this Work. This Diary will be created by pen entries in a hard-bound diary book of the type that is commonly available through commercial outlets. The Diary must contain the Project and Number; if the Diary is in loose-leaf form, this information must appear on every page. The Diary must be kept and maintained by Contractor's designated project superintendent(s). Entries must be made on a daily basis and must accurately represent all of the project activities on each day. At a minimum,the diary shall show on a daily basis: 1. The day and date. go 2. The weather conditions, including changes throughout the day. 3. A complete description of work accomplished during the day with adequate references to the Plans and Contract Provisions so that the reader can easily and accurately identify said work in the Plans. Identify location/description of photographs or videos taken that day. 4. An entry for each and every changed condition, dispute or potential dispute, incident, accident, or occurrence of any nature whatsoever which might affect Contractor, Owner, or any third party in any manner. 5. Listing of any materials received and stored on- or off-site by Contractor for future r installation,to include the manner of storage and protection of the same. 6. Listing of materials installed during each day. 7. List of all subcontractors working on-site during each day. 8. Listing of the number of Contractor's employees working during each day by category of employment. 9. Listing of Contractor's equipment working on the site during each day. Idle equipment on the site shall be listed and designated as idle. 10. Notations to explain inspections, testing, stake-out, and all other services furnished by Owner or other party during each day. 11. Entries to verify the daily (including non-work days) inspection and maintenance of traffic control devices and condition of the traveled roadway surfaces. Contractor shall not allow any conditions to develop that would be hazardous to the public. 12. Any other information that serves to give an accurate and complete record of the nature, quantity,and quality of Contractor's progress on each day. 13. Plan markups showing locations and dimensions of constructed features to be used by Engineer to produce record drawings. 14. All pages of the diary must be numbered consecutively with no omissions in page numbers. 15. Each page must be signed and dated by Contractor's official representative on the project. r Contractor may use additional sheets separate from the diary book if necessary to provide a complete diary record, but they must be signed, dated, and labeled with project name and number. W so 18 M It is expressly agreed between Contractor and Owner that the Daily Diary maintained by Contractor shall be the "Contractor's Book of Original Entry" for the documentation of any potential claims or disputes that might arise during this Contract. Failure of Contractor to maintain this Diary in the manner described above will constitute a waiver of any such claims or disputes by Contractor. Engineer or other Owner's representative on the job site will also complete a Daily Construction Report. 1-05.19 Special Safety Provisions (New Section) 1-05.19(1) Contractor Responsibility The Contractor shall comply with health and safety rules, regulations, ordinances promulgated by the Local, State,and Federal government,the various construction permits,and other sections of the contract documents. The Contractor shall be responsible for special safety precautions and conform to the special safety provisions herein. The Contractor shall be responsible for informing its employees and subcontractor(s)and their employees of the types of utilities present on or near the project site and the potential danger in working close to them. The Contractor shall do whatever work is necessary for safety and be solely and completely responsible for conditions of the job site, including safety of all persons(including employees of the Owner and Engineer)and property during the Contract period. This requirement shall apply continuously and not be limited to normal working hours. .• The Engineer's review of the Contractor's Safety Program and performance is not intended to include an approval of the adequacy of the safety program or any safety measures taken on or near the construction site. 1-05.19(2) Construction Safety Plan The Contractor shall submit a written construction safety plan within 5 days after receiving a Notice to Proceed. At least one copy of the plan shall be maintained at the work site. Preparation of the written safety plan is the Contractor's responsibility and no statement made in these provisions shall relieve the Contractor of responsibility for information included in and implementation of the safety .r plan. The plan shall include,but not be limited to: 1. Proposed construction sequence and methods for completion of the work, including coordination .. with and construction around existing utilities(e.g. hand digging, shoring, and support of exposed utilities). 2. An emergency evacuation plan for immediate removal to a hospital or a doctor's care any person who may be injured on the job site. The emergency evacuation plan shall include routes to medical treatment, and emergency telephone numbers including hospital, ambulance, fire, w sheriff/police,poison control, and others as deemed necessary. 3. An emergency response plan for immediate action to assure that sediment, debris, petroleum products,chemicals, or other contaminants will not enter existing drainage facilities and channels, nor threaten water quality. See Section 1-07.15 for materials to be on the job site to handle spills. .. 4. A list of safety equipment at the job site and locations where equipment is stored or expected to be maintained. 19 5. Procedures for disposal of potentially contaminated materials, including a list of potential legal disposal sites. The Contractor shall provide a person who will be designated as the Safety Program Supervisor. This W person shall be thoroughly trained in rescue procedures and the use of safety equipment. This person shall be present at all times during working hours and shall implement the written Safety Plan. 1-05.20 Construction Plan (New Section) Contractor shall submit a construction plan for the work to be performed in accordance with the Plans and Specifications and in accordance with the submittal schedule shown in 1-06.7(5). The construction plan shall clearly describe the work plan and include but not be limited to the following: • Construction sequencing. • Dewatering for culvert excavation and trench excavation. • Diversion and cofferdams • Sheeting and shoring • Protection and temporary support of existing utilities • Temporary water diversion plan • Temporary sanitary sewer diversion plan Construction Schedule r 1-06 CONTROL OF MATERIAL r 1-06.1 Approval of Materials Prior to Use Section 1-06.1 is supplemented as follows: The materials and equipment lists submitted to Engineer at the Preconstruction Conference shall include the quantity, manufacturer and model number, if applicable, of materials and equipment to be installed under the Contract. This list will be checked by Engineer as to conformity with the Contract Documents. Engineer will review the lists within 10 working days, noting required corrections. Contractor shall make required corrections and file 2 corrected copies with Engineer within one week after receipt of required corrections. Engineer's review and acceptance of the lists shall not relieve Contractor from responsibility for suitability for the intended purpose, nor for deviations from the Contract Documents. as W 20 s rn 1-06.2(1) Samples and Tests for Acceptance Section 1-06.2(1)is supplemented a follows: The finished Work shall be in accordance with approved samples. Approval of samples by Engineer does not relieve Contractor of responsibility for performance of the Work in accordance with the Contract Documents. 1-06.2(2) Statistical Evaluation of Materials for Acceptance Section 1-06.02(2) is supplemented by adding the following: Unless stated otherwise in the special provisions, statistical evaluation will not be used by the City of Renton. 1-06.7 Shop Drawings and Submittals (New Section) 1-06.7(1) General Shop drawing and submittal review will be limited to general design requirements only,and shall not relieve the Contractor from responsibility for errors or omissions,or responsibility for consequences _ due to deviations from the Contract Documents. No changes may be made in any submittal after it has been reviewed except with written notice and approval from the Owner. By approving shop drawings, submittals,and any samples,the Contractor thereby represents that he ., has determined and verified all field measurements,field construction criteria, materials, catalog numbers, and similar data,and that he has checked and coordinated each shop drawing with the requirements of the work and of the Contract Documents. Shop drawing and submittal data for each item shall contain sufficient information on each item to determine if it is in compliance with the contract requirements. Owner will pay the costs and provide review services for a first and second review of each submittal item. Additional reviews shall be paid by the Contractor by withholding the appropriate amounts from each payment estimate. Shop drawing and submittal items that have been installed in the work but have not been approved through the review process shall be removed and an approved product shall be furnished, all at the Contractor's expense. ,�. The Contractor shall review each submittal and provide approval in writing or by stamping with a statement indicating that the submittal has been approved and the Contractor has verified dimensional information,confirmed that specified criteria has been met, and acknowledges that the product, method,or information will function as intended. 1-06.7(2) Required Information Submit five copies of each submittal to the Engineer. Shop drawings and submittals shall be submitted on 8'/z x 11 inch, I 1 x 17 inch,or 22 x 34 inch sheets and shall contain the following information: 1. Project 2. Contractor 3. Engineer "' 4. Owner 5. Applicable specification and drawings reference w 6. A stamp showing that the Contractor has checked the equipment for conformance with the contract requirements, coordination with other work on the job,and dimensional suitability 21 W 7. A place for the Engineer to place a 3 x 4 inch review stamp a 8. Shop or equipment drawings, dimensions,and weights 9. Catalog information ar 10. Manufacturer's specifications 11. Special handling instructions 12. Maintenance requirements W 13. Wiring and control diagrams 14. List of contract exceptions 15. Other information as required by the Engineer 1-06.7(3) Review Schedule - Shop drawings and submittals will be reviewed as promptly as possible,and transmitted to Contractor not later than 10 working days after receipt by the Engineer. The Contractor shall revise and resubmit as necessary to obtain approval. Delays caused by the need for resubmittal may not be a basis for an extension of contract time or delay damages at the discretion of the Owner. At least one set of shop drawings will be returned to the Contractor after review. Additional sets will be returned to the Contractor,if remaining. 1-06.7(4) Substitutions Any product or construction method that does not meet these specifications will be considered a substitution. Substitutions must be approved prior to their installation or use on this project. Owner reserves the right to have Contractor pay for the costs incurred by the Owner for review of substitutions and such costs shall be paid by withholding the appropriate amounts from payments to the Contractor. 1-06.7(4)A After Contract Execution Within 10 days after the date of the contract execution,Owner will consider formal requests from Contractor for substitution of products in place of those specified. Submit two copies of request for substitution. Data shall include the necessary change in construction methods, including a detailed description of proposed method and related drawings illustrating methods. An itemized comparison of proposed substitution with product or method specified shall be provided. In making a request for substitution,Contractor represents that he has personally investigated proposed product or method and has determined that it is equal or superior to, in all respects,the product specified. Contractor shall coordinate installation of accepted substitutions into the work, •• making changes that may be required for work to be completed. Contractor waives all claims for additional costs related to substitutions which consequently become apparent. 1-06.7(5) Submittal Requirements +� The following submittal items shall be provided to the Engineer by the Contractor. Additional submittal information shall be provided to the Engineer by the Contractor if required by the Engineer. Section Description Required Submittal Date 1-05.18(2) Construction Safety Plan 5 days after receiving Notice to Proceed 1-05.19 Construction Sequencing Plan By the Preconstruction Conference 1-05.19 Diversion and Cofferdams By the Preconstruction Conference 1-05.19 Protection of Existing Utilities Plan By the Preconstruction Conference �r 1-06.7(4) Substitutions 10 days after Contract Execution w 22 r «.. Section Description Required Submittal Date 1-07.15 Temporary Water Pollution/Erosion Control By the Preconstruction Conference Plan 1-07.15 Storm Water Pollution Prevention Plan By the Preconstruction Conference 1-08.3 Progress Schedule 7 days prior to Preconstruction Conference 1-10.2(2) Traffic Control Plans 3 days prior to Work 2-09.3(3)D Shoring Plan By the Preconstruction Conference 2-13.3 Dewatering Design,Plan and Details By the Preconstruction Conference 2-13.3(3)D Health and Safety Plan 2 days prior to Preconstruction Conference 5-04.2 Asphalt Concrete Pavement Materials 2 weeks prior to installation ,,. 6-02 Cast-in-Place Concrete Submittals 2 weeks prior to installation 6-02 Four Sided Box Culvert Manufacturer By the Preconstruction Conference Qualifications 6-02 Four Sided Box Culvert Design Calculations Prior to Contractor ordering Box Culvert and Fabrication Details 6-03 Steel Pipe Handrail Fabrication Drawings Prior to fabrication 7-08.3 Excavation and Shoring Plan By Preconstruction Conference 7-10 Bedding and Backfill Materials for Water Main 2 weeks prior to installation 7-11.1 Water Main Bypass Plan 2 days prior to Preconstruction Conference 7-17.1 Sewer Bypass Plan 2 days prior to Preconstruction Conference .. 7-11 Pipe,Fittings and Valves for Water Main 3 weeks prior to installation 7-17.2 Pipe and Fittings for Sanitary Sewer 2 weeks prior to installation 7-17 Casing,Casing Spacers and End Seals for Ow Sanitary Sewer Casing Pipe 8-02.2 Plant Material Source List 3 weeks prior to installation 8-02.2 Irrigation Method and Details 2 weeks prior to installation 8-02.3 Roadside Work Plan 1 weeks prior to installation 9-03.12(2) Gravel Backfill for Walls 2 weeks prior to installation 9-03.19 Bank Run Gravel for Trench Backfill 2 weeks prior to installation 9-03.22 Streambed Gravel 2 weeks prior to installation .. 9-14.1(1) Topsoil Type A 2 weeks prior to installation 9-30 Pipe and Fittings for Water Main 2 weeks prior to installation .. 9-30 Casing,Spacers and End Seals for Water Main 2 weeks prior to installation Casing Pipe 9-33 Geotextile Drainage Mat 2 weeks prior to installation r 23 1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC 1-07.1 Laws to be Observed Section 1-07.1 is supplemented as follows: Contractor shall erect and properly maintain, at all times, as required by the conditions and progress of the work, all necessary safeguards for protection of workers and the public; shall post danger signs warning against known or unusual hazards; and shall designate as Safety Supervisor a responsible employee on the construction site whose duty shall be the enforcement of safety. The name and ,m position of such person so designated shall be reported in writing to Engineer by Contractor. Contractor shall, at all times, enforce strict discipline and good order among all employees and shall not employ any person unfit or not skilled in the work assigned to him/her. Necessary sanitation conveniences for the use of the workers on the job, properly secluded from public observation,shall be provided and maintained by Contractor. ar Contractor Registration:RCW 39.06 010 prohibits the Contracting Agency from entering into a contract with a Contractor unless that Contractor has met the registration and bonding requirements for a general or specialty Contractor under RCW Chapter 18.27. (Note,this requirement is in addition .+ to and not related to the Performance and Payment Bond and the Bid Proposal deposit requirements for municipal contracts.) Unemployment Compensation/Industrial Insurance: The Contractor and all Subcontractors shall comply with all requirements and regulations of RCW Title SO pertaining to unemployment compensation and to RCW Title SI relating to Industrial Insurance, sometimes referred to as workers' compensation. M 1-07.6 Permits and Licenses Section 1-07.6 is supplemented as follows: The Owner has obtained the following permits which are included in Appendix C of these specifications: VP • Hydraulic Project Approval • Army Corps of Engineers Nationwide Permits • NPDES Construction Stormwater General Permit • Drainage District No. 1 Right-of-Way Permit The Contractor shall be fully responsible for ensuring that all construction materials, means,and methods comply with all provisions included in the aforementioned permits. • The permits, easements, and right of entry documents that have been acquired are available for inspection and review. sr Contractor shall be required to comply with all conditions of the permits, easements, and rights of entry, at no additional cost to Owner. Contractor is required to indemnify Owner and Consulting as Engineer from claims on all easements and rights of entry. r 24 VW All other permits, licenses, etc., shall be the responsibility of Contractor. Contractor shall comply with the special provisions and requirements of each. Contractor shall obtain a WDFW Scientific Collecting Permit prior to removing fish associated with the creek bypass. Permits, permission under franchises, licenses and bonds of a temporary nature necessary for and during the prosecution of the work, and inspection fees in connection therewith shall be secured and paid for by Contractor. If Owner is required to secure such permits, permission under franchises, licenses and bonds, and pay the fees, the costs incurred by Owner thereby shall be charged against .. Contractor and deducted from any funds otherwise due Contractor. 1-07.9(5) Required Documents Delete the first sentence of the third paragraph,and replace it with the following: Contractor must submit weekly-certified payrolls for the Contractor and all subcontractors and lower tier subcontractors,regardless of project's funding source. 1-07.11(11) City of Renton Affidavit of Compliance Section 1-07.11(11) is new: Each Contractor, Subcontractor, Consultant, and or Supplier shall complete and submit a copy of the "City of Renton Fair Practices Policy Affidavit of Compliance". A copy of this document will be bound in the bid documents. 1-07.12 Federal Agency Inspection Section 1-07.12 is supplemented with the following: s Required Federal Aid Provisions The Required Contract Provisions Federal Aid Construction Contracts (FHWA 1273) and the amendments thereto supersede any conflicting provisions of the Standard Specifications and are made a part of this contract; provided, however, that if any of the provisions of FHWA 1273, as amended, are less restrictive than Washington State Law,then the Washington State Law shall prevail. The provisions of FHWA 1273, as amended, included in this contract require that the Contractor insert the FHWA 1273 and amendments thereto in each subcontract, together with the wage rates which are part of the FHWA 1273, as amended. Also, a clause shall be included in each subcontract requiring the subcontractors to insert the FHWA 1273 and amendments thereto in any lower tier ow subcontracts, together with the wage rates. The Contractor shall also ensure that this section, REQUIRED FEDERAL AID PROVISIONS, is inserted in each subcontract for subcontractors and lower tier subcontractors. For this purpose, upon request to the Project Engineer, the Contractor will be provided with extra copies of the FHWA 1273,the amendments thereto,the applicable wage rates, .. and this Special Provision. 1-07.13(1) General Section 1-07.13(1) is supplemented as follows: \During unfavorable weather and other conditions, the contractor shall pursue only such portions of the work as shall not be damaged thereby. No portion of the work whose satisfactory quality or efficiency will be affected by unfavorable .. conditions shall be constructed while these conditions exist, unless by special means or precautions acceptable to the engineer,the contractor shall be able to overcome them. .� If the Contractor abandons the work for any cause other than failure of the Contracting Agency to make monthly progress payments or refuses to comply with the provisions of the Plans and Specifications,the Contracting Agency has the right to notify the Contractors surety and require said surety to complete the work in accordance with the Plans and Specifications. 25 Should the Contractor abandon the work, fail or refuse to complete the work embraced in this ar Contract,or fail to pay just claims for labor and materials,the Contracting Agency reserves the right to charge against the Contractor all extra legal,engineering,or other costs caused by such abandonment,failure, or refusal. The legal costs will also include all attorneys' fees and other cost to the Contracting Agency in defending or prosecuting any suits in connection with such abandonment, failure, or refusal and nonpayment of claims wherein the Contracting Agency is made a co-defender and the Contractor agrees to pay all such costs. 1-07.15 Temporary Water Pollution/Erosion Control Section 1-07.15 is replaced with the following: • In an effort to prevent, control, and stop water pollution and erosion within the project, thereby protecting the work, nearby land, streams, and other bodies of water, the Contractor shall perform all work in strict accordance with all Federal, State, and local laws and regulations governing waters of the State, as well as permits acquired for the project. The Contract Drawings provide a preliminary Temporary Water Pollution/Erosion Control Plan that was developed to obtain environmental permits. The plan includes the following: ., 1. Bypassing Springbrook Creek flows around the construction area using a minimum two temporary 48-inch diameter pipes and cofferdams. The temporary diversion must be sized to convey a minimum of 200 cfs with a water elevation immediately downstream of the site of "r 13.0 ft. In addition, Contractor shall provide an additional 0.5-foot freeboard to the height of the coffer dams. Note that this diversion sizing is the minimum to be used. Contractor is ultimately responsible for sizing and layout of the diversion system to provide adequate • protection of the construction area. Any failure of the Contractor's diversion system during summer storm event to protect construction area and resulting damages will be at Contractor's own expense. 2. Temporary extension/modifying existing stormdrains to divert stormwater around work area. 3. Baker Tank(s) for treating dewatering water and stormwater runoff within the construction area. 4. Temporary silt fencing. In addition, Appendix G of the Contract Specifications contains a sample Storm Water Pollution Prevention Plan (SWPPP) that follows the requirements of the NPDES Permit for Construction Stormwater General Permit. r. The Contractor shall prepare a final Temporary Water Pollution/Erosion Control Plan(TWPECP)and a final SWPPP. The TWPECP and SWPPP shall be developed in accordance with the erosion control standards contained in the 2005 Stormwater Management Manual for Western Washington by the Washington State Department of Ecology. In addition, the TWPECP measures must meet the requirements of the as Hydraulic Project Approval, contained in Appendix C. The plan shall include any assumptions, detailed calculations, sketches and sequencing. The plan shall be signed and stamped by a Washington State Professional Engineer. A TESC supervisor shall be designated by the Contractor, whose name and phone number shall be given to the Engineer at the Preconstruction Conference. The plan shall be submitted for approval to the City by the Preconstruction Conference. The TWPECP shall include the various configurations that may be necessary to adequately control erosion .� and sediment at the site during the various stages of construction. �r 26 ,W Design of dewatering,water control,bypass systems, and temporary erosion and sediment control during construction shall be the responsibility of the Contractor. Water levels in Springbrook Creek shall be monitored and appropriate action taken during construction so as to prevent any damage to Aw adjacent property. The most recent stream flow and elevations information for Springbrook Creek at SW 27h Street(downstream of SW 34th Street)is contained in Appendix A. The temporary pipe bypass for Springbrook Creek must be sized to convey 200 cfs plus 0.5 foot of .. freeboard. The sizing shall be based upon a water elevation of 13.0 NAVD 88 immediately downstream of the construction area. Specific details shall be provided for the cofferdam bypass. Cofferdam bypass must be designed for.5 foot of freeboard and be able to withstand overtopping. *W At a minimum,the plan shall contain: 1. Manufacturer's data and detailed plans for the erosion control products specified in the plan. 2. Plan for temporary pipe system diversions. This shall include a description of when the piping will be used,pipe material, locations,elevations,plan and profile views, inlet and outlet protection,hydraulic capacity,and details of important design features. 3. Plan for collecting,pumping and pipe surface stormwater runoff,dewatering ,. discharge,and seepage from the source to the Baker Tank. The plan shall be shown in phases to coincide with the phases of construction. The plan shall include: a. Layout and details of system. .. b. Diversion systems manufacturer's data and material submittals. C. Pump and pipe types, sizes,manufacturer's data,and design criteria for pump sizing. d. Flow calculations for stormwater, seepage,and dewatering pump discharge. Schedule and sketch of location for dewatering systems. Pumps shall be sized to pump stormwater runoff for the tributary area plus an allowance for groundwater and surface seepage. Each pump area location shall be equipped with two pumps meeting the capacity requirement, in case one is non-operational. e. Source of power for pumps,description of schedule and fueling requirements, storage location, and methods. 4. Manufacturer's literature and test results(certificates)on the temporary silt fence, erosion control matting,riprap gradations,and any other necessary erosion control materials. 5. Planned installation and maintenance schedule for temporary erosion and sedimentation control facilities. Indicate locations and outlets of dewatering systems. The Contractor shall also prepare a final SWPPP. The SWPPP must be in compliance with the provisions of the Washington Water Pollution Control Law Chapter 90.48 Revised Code of .. Washington and the Federal Water Pollution Control (the Clean Water Act)Title 33 United States Code. Section 1251 et seq. The Contractor shall: ,. ■ Furnish, install, operate, and maintain necessary machinery, appurtenances, and equipment to keep excavations free of water during construction; ..r 27 ■r • Dewater and dispose of water in a manner that will not cause injury to public and private i property, as well as keep sediment-laden water from entering the City surface water system or violate applicable water standards; • Keep sufficient pumping equipment and machinery on hand at all times for emergencies, including electric power failures; • Keep on hand the ability to increase the height of the diversion coffer dam during emergency storm event; • Keep experienced personnel available at all times to operate pumping equipment, machinery and appliances; r • Not shut down dewatering systems between shifts, on holidays and weekends, nor during work stoppages; • Control groundwater to prevent softening of bottoms of excavations, or formation of "quick" conditions or"boils"; • Design and operate dewatering system that will not remove natural soils; • Keep excavations free of water during excavation, construction of structures, installation of pipelines,placing of structures, backfill,and placing and curing of concrete;and • Control surface water runoff to prevent entry and collection in excavations. .r As construction progresses and unexpected or seasonal conditions dictate,the Contractor shall anticipate that more water pollution/erosion control measures will be necessary. It shall be the obligation and responsibility of the Contractor to revise or supplement the pollution/erosion control measures as may be needed to protect the work, adjacent properties,storm drains,streams, and other water bodies. i At all times,there must be material on the job site to handle any spills caused by the Contractor, such as tack, oils, diesel,etc. Materials would include, but not be limited to, oil absorbent pads and"kitty litter." The Contractor must supply said materials at his expense and, in the event of a spill, be ~ responsible for cleanup and disposal of contaminated materials. 1-07.16(1) Private/Public Property Section 1-07.16(1)is supplemented by adding the following: The Contracting Agency will obtain all easements and franchises required for the project. The �. contractor shall limit his operation to the areas obtained and shall not trespass on private property. The Contracting Agency may provide certain lands, as indicated in connection with the work under the contract together with the right of access to such lands. The contractor shall not unreasonably encumber the premises with his equipment or materials. The contractor shall provide, with no liability to the Contracting Agency, any additional land and access thereto not shown or described that may be required for temporary construction facilities or so storage of materials. He shall construct all access roads, detour roads, or other temporary work as required by his operations. The contractor shall confine his equipment, storage of material, and operation of his workers to those areas shown and described and such additional areas as he may provide. A. General. All construction work under this contract on easements, right-of-way, over private property or franchise, shall be confined to the limits of such easements, right-of-way or franchise. All work shall be accomplished so as to cause the least amount of disturbance and a minimum amount of • r 28 ■r .� damage. The contractor shall schedule his work so that trenches across easements shall not be left open during weekends or holidays and trenches shall not be open for more than 48 hours. B. Structures. The contractor shall remove such existing structures as may be necessary for .. the performance of the work and, if required, shall rebuild the structures thus removed in as good a condition as found. He shall also repair all existing structures which may be damaged as a result of the work under this contract. C. Easements, cultivated areas and other surface improvements. All cultivated areas,either agricultural or lawns,and other surface improvements which are damaged by actions of the contractor shall be restored as nearly as possible to their original condition. Prior to excavation on an easement or private right-of-way,the contractor shall strip top soil from the trench or construction area and stockpile it in such a manner that it may be replaced by him, upon completion of construction. Ornamental trees and shrubbery shall be carefully removed with the earth surrounding their roots wrapped in burlap and replanted in their original positions within 48 �. hours. All shrubbery or trees destroyed or damaged, shall be replaced by the contractor with material of equal quality at no additional cost to the Contracting Agency. In the event that it is necessary to .. trench through any lawn area,the sod shall be carefully cut and rolled and replaced after the trenches have been backfilled. The lawn area shall be cleaned by sweeping or other means,of all earth and debris. i The contractor shall use rubber wheel equipment similar to the small tractor-type backhoes used by side sewer contractors for all work, including excavation and backfill,on easements or rights-of-way which have lawn areas. All fences,markers, mailboxes, or other temporary obstacles shall be removed by the contractor and immediately replace,after the trench is backfilled, in their original position. The contractor shall notify the Contracting Agency and property Owner at least 24 hours in advance of any work done on easements or rights-of-way. •• Damage to existing structures outside of easement areas that may result from dewatering and/or other construction activity under this contract shall be restored to their original condition or better. The original condition shall be established by photographs taken and/or inspection made prior to construction. All such work shall be done to the satisfaction of the property Owners and the Contracting Agency at the expense of the contractor. D. Streets. The contractor will assume all responsibility of restoration of the surface of all streets(traveled ways)used by him if damaged. In the event the contractor does not have labor or material immediately available to make necessary repairs, the contractor shall so inform the Contracting Agency. The Contracting Agency will make .. the necessary repairs and the cost of such repairs shall be paid by the contractor. The contractor is responsible for identifying and documenting any damage that is pre-existing or caused by others. Restoration of excavation in City streets shall be done in accordance with the City of Renton Trench Restoration Requirements, which is available at the Public Works Department Customer Services counter on the 6th floor,Renton City Hall, 1055 South Grady Way. 1-07.17 Utilities and Similar Facilities Section 1-07.17 is supplemented by adding: Existing utilities indicated in the Plans have been plotted from the best information available to .. Engineer. Information and data shown or indicated in the Contract Documents with respect to existing underground utilities or services at or contiguous to the project site are based on information and data furnished to Owner and Engineer by owners of such underground facilities or others, and Owner and Engineer do not assume responsibility for the accuracy or completeness thereof. It is to be understood that other aboveground or underground facilities not shown in the Plans may be encountered during the course of the work. i 29 r All utility valves,manholes,vaults,or pull boxes which are buried shall be conspicuously marked in a fashion acceptable to the Owner and Engineer by the Contractor to allow their location to be determined by the Engineer or utility personnel under adverse conditions, (inclement weather or darkness). Where underground main distribution conduits, such as water, gas, sewer, electric power, or telephone, are shown on the Plans,the Contractor, for the purpose of preparing his bid, shall assume that every property parcel will be served by a service connection for each type of utility. Contractor shall check with the utility companies concerning any possible conflict prior to commencing excavation in any area. Contractor shall resolve all crossing and clearance problems Pt with the utility company concerned. No excavation shall begin until all known facilities, in the vicinity of the excavation area,have been located and marked. In addition to Contractor having all utilities field marked before starting work, Contractor shall have all utilities field marked after they are relocated in conjunction with this project. Call Before You Dig The 48 Hour Locators s 1-800-424-5555 At least 2 and not more than 10 working days prior to commencing any excavations for utility potholing or for any other purpose under this Contract, Contractor shall notify the Underground Utilities Location Center by telephone of the planned excavation and progress schedule. Contractor is also warned that there may be utilities on the project that are not part of the One Call system. They must be contacted directly by Contractor for locations. w Contractor shall make arrangements 48 hours in advance with respective utility owners to have a representative present when their utility is exposed or modified, if the utility chooses to do so. r Existing utilities for telephone, power, gas, water, and television cable facilities shall be adjusted or relocated by the appropriate utility company unless otherwise noted in the Plans. These adjustments may be completed before Contractor begins work, or may be performed in conjunction with the contract work. Contractor shall be entirely responsible for coordination with the utility companies and arranging for the movement or adjustment, either temporary or permanent, of their facilities within the project limits. See also Section 1-05.14 of these Special Provisions. If or when utility conflicts occur, Contractor shall continue the construction process on other aspects r of the project whenever possible. No additional compensation will be made to Contractor for reason of delay caused by the actions of any utility company and Contractor shall consider such costs to be incidental to the other items of the contract. The Contractor is alerted to the existence of Chapter 19.122 RCW, a law relating to underground utilities. Any cost to the Contractor incurred as a result of this law shall be at the Contractor's expense. The contents of Chapter 19.122 RCW are provided at the end of this Section. The following includes a preliminary listing of private utilities in the project vicinity and associated Contacts. The list is preliminary and provided for Contractor's convenience. Contractor is ultimately responsible for making contact with private utilities. r r 30 1.. Fuel Lines Owest Olympic Pipe Line Co. 23315 66th Ave. S. 2319 Lind Ave. SW Kent, WA 98032 P.O. Box 1800 Contact: Mark Kidder Renton,WA 98057 (206)345-4476 Contact: Holly Williamson (425)235-7767 " Natural Gas Trail Pilchuck Contractors Inc. City of Renton P.O. Box 2579 Parks Maintenance +• Kirkland,WA 98083-2579 Contact: John Slaney Contact: Jeramiah Crabb (425)430-6646 (206)571-2954 Street Light Power Relocation Transmission and Distribution Line(PSE) City of Renton 3130 S. 38th St.,TAC-ANX Transportation Department Tacoma, WA 98409 Contact: David Whitmarsh Contact: Tracy Coleman (425)430-7423 (253)476-6428 Utility Potholing Potholing may be included as a bid item for use in determining the location of existing utilities in advance of the Contractor's operations. If potholing is not included as a bid item then it shall be considered incidental to other work. The Contractor shall submit all potholing requests to the Engineer for approval, at least 2 working days before potholing is scheduled. Additionally, the ■. Contractor shall provide potholing at Engineer's request. In no way shall the work described under Utility Potholing relieve Contractor of any of the responsibilities described in Section 1-07.17 of the Standard Specifications and Special Provisions, and elsewhere in the Contract Documents. Payment "Resolution of Utility Conflicts,"Force Account 1-07.17(1) Interruption of Services Section 1-07.17(1) is a new section: `r Whenever in the course of the construction operation it becomes necessary to cause an outage of utilities, it shall be Contractor's responsibility to notify the affected users and Engineer not less than 48 hours in advance of such outage. Contractor shall make reasonable effort to minimize the duration .. of outages, and shall estimate the length of time service will be interrupted and so notify the users. In the case of any utility outage that has exceeded or will exceed four hours, user contact shall again be made. Temporary service, if needed,will be arranged by Contractor at no cost to Owner. Overhead lighting outages shall not exceed 24 hours. All cost to Contractor for providing temporary overhead lighting to meet above requirements shall be incidental to the various unit and lump sum items of the Contract; no separate payment will be made. 31 aw r RCW 19.122 UNDERGROUND UTILITIES .. 19.122.010 Intent It is the intent of the legislature in enacting this chapter to assign responsibilities for locating and keeping accurate records of utility locations, protecting and repairing damage to existing underground facilities, and protecting the public health and safety from interruption in utility services caused by damage to existing underground utility facilities (1984 c 144 1.) 19.122.020 Definitions ., Unless the context clearly requires otherwise,the definitions in this Section apply throughout this chapter: _ A. "Business day" means any day other than Saturday, Sunday, or a legal local, state, or federal holiday. B. "Damage" includes the substantial weakening of structural or lateral support of an r' underground facility, penetration, impairment, or destruction of any underground protective coating, housing, or other protective device, or the severance, partial or complete, of any underground facility to the extent that the project owner or the affected utility owner determines that repairs are required. C. "Emergency" means any condition constituting a clear and present danger to life or property, or a customer service outage. D. "Excavation"means any operation in which earth, rock, or other material on or below the ground is moved or otherwise displaced by any means, except the tilling of soil less than twelve inches in depth for agricultural purposes, or road and ditch maintenance that does not change the original road grade or ditch flow line. E. "Excavation confirmation code" means a code or ticket issued by the one-number locator service for the site where an excavation is planned. The code must be accompanied by the date and time it was issued. F. "Excavator"means any person who engages directly in excavation. G. "Gas"means natural gas, flammable gas, or toxic or corrosive gas."Hazardous liquid" means: (a) Petroleum, petroleum products, or anhydrous ammonia as those terms are defined in 49 C.F.R. Part 195 as in effect on March 1, 1998; and (b) carbon dioxide. The utilities and transportation commission may by rule incorporate by reference other substances designated as hazardous by the secretary of transportation. H. "Identified facility" means any underground facility which is indicated in the project Plans as being located within the area of proposed excavation. 1. "Identified but un-locatable underground facility" means an underground facility which has been identified but cannot be located with reasonable accuracy. ,r J. "Locatable underground facility" means an underground facility which can be field- marked with reasonable accuracy. r �w 32 r fm .. K. "Marking" means the use of stakes, paint, or other clearly identifiable materials to show the field location of underground facilities, in accordance with the current color code standard of the American Public Works Association. Markings shall include •• identification letters indicating the specific type of the underground facility. L. "Notice" or "notify" means contact in person or by telephone or other electronic methods that results in the receipt of valid excavation confirmation code. M. "One-number locator service" means a service through which a person can notify utilities and request field-marking of underground facilities. Aw N. "Operator"means the individual conducting the excavation. O. "Person" means an individual, partnership, franchise holder, association, corporation, .. a state, a city, a county, or any subdivision or instrumentality of a state, and its employees, agents, or legal representatives. P. "Pipeline" or"pipeline system"means all or parts of a pipeline facility through which hazardous liquid or gas moves in transportation, including, but not limited to, line pipe, valves, and other appurtenances connected to line pipe, pumping units, fabricated assemblies associated with pumping units, metering and delivery stations and fabricated assemblies therein, and breakout tanks. "Pipeline" or "pipeline system"does not include process or transfer pipelines as defined in RCW 81.88.010. Q. "Pipeline Company" means a person or entity constructing, owning, or operating a pipeline for transporting hazardous liquid or gas. A pipeline company does not include: (a) Distribution systems owned and operated under franchise for the sale, .. delivery, or distribution of natural gas at retail; or (b) excavation contractors or other contractors that contract with a pipeline company. R. "Reasonable accuracy" means location within twenty-four inches of the outside dimensions of both sides of an underground facility. S. "Transmission pipeline" means a pipeline that transports hazardous liquid or gas .. within a storage field, or transports hazardous liquid or gas from an interstate pipeline or storage facility to a distribution main or a large volume hazardous liquid or gas user, or operates at a hoop stress of twenty percent or more of the specified minimum •. yield strength. T. "Underground facility" means any item buried or placed below for use in connection with the storage or conveyance of water, sewage, electronic, telephonic or telegraphic communications, cablevision, electronic energy, petroleum products, gas, gaseous vapors, hazardous liquid, or other substances and including but not limited to pipes, sewers, conduits, cables, valves, lines, wires, manholes, attachments, and those parts of poles or anchors below ground. 33 r 19.122.030 Notice of Excavation to Owners of Underground Facilities; One-Number Locator Service; Time for Notice; Marking of Underground Facilities; Costs r Before commencing any excavation, the excavator shall provide notice of the scheduled commencement of excavation to all owners of underground facilities through a one-number r locator service. All owners of underground facilities within a one-number locator service area shall subscribe to the service. One number locator service rates for cable television companies will be based r on the amount of their underground facilities. If no one-number locator service is available, notice shall be provided individually to those owners of underground facilities known to or suspected of having underground facilities within the area of proposed excavation. The notice shall be communicated to the owners of underground facilities not less than two business days or more than ten business days before the scheduled date for commencement of excavation, unless otherwise agreed by the parties. ., Upon receipt of the notice provided for in this section, the owner of the underground facility shall provide the excavator with reasonably accurate information as to its locatable underground facilities by surface-marking the location of the facilities. If there are identified •■ but un-locatable underground facilities, the owner of such facilities shall provide the excavator with the best available information as to their locations. The owner of the underground facility providing the information shall respond no later than two business days after the receipt of the notice or before the excavation time, at the option of the owner, unless otherwise agreed by the parties. Excavators shall not excavate until all know facilities have been marked. Once marked by the owner of the underground facility, the excavator is • responsible for maintaining the markings. Excavators shall have the right to receive compensation from the owner of the underground facility for costs incurred if the owner of the underground facility does not locate its facilities in accordance with this section. r The Owner of the underground facility shall have the right to receive compensation for costs incurred in responding to excavation notices given less than two business days prior to the r excavation from the excavator. An owner of underground facilities is not required to indicate the presence of existing service laterals or appurtenances if the presence of existing service laterals or appurtenances on the r site of the construction project can be determined from the presence of other visible facilities, such as buildings, manholes, or meter and junction boxes on or adjacent to the construction r site. Emergency excavations are exempt from the time requirements for notification provided in this section. If the excavator, while performing the contract, discovers underground facilities which are not identified, the excavator shall cease excavating in the vicinity of the facility and r immediately notify the owner or operator of such facilities, or the one-number locator service. (1988 c99 l; 1984 c 144 3.) r r 34 r 19.122.040 Underground Facilities Identified In Bid Or Contract; Excavator's Duty Of Reasonable Care; Liability For Damages;Attorney's Fees A. Project owners shall indicate in bid or contract documents the existence of underground facilities known by the project owner to be located within the proposed area of excavation. The following shall be deemed changed or differing site conditions: 1. An underground facility not identified as required by this chapter or other provision of law; and 2. An underground facility not located, as required by this chapter or other provision of law, by the project owner or excavator if the project owner or excavator is also a utility. B. An excavator shall use reasonable care to avoid damaging underground facilities. An excavator shall: 1. Determine the precise location of underground facilities which have been marked; 2. Plan the excavation to avoid damage to or minimize interference with underground facilities in and near the excavation area; and 3. Provide such support for underground facilities in and near the construction area, including during backfill operations, as may be reasonably necessary for +• the protection of such facilities. C. If an underground facility is damaged and such damage is the consequence of the failure to fulfill an obligation under this chapter, the party failing to perform that obligation shall be liable for any damages. Any clause in an excavation contract which attempts to allocate liability, or requires indemnification to shift the economic consequences of liability, different from the provisions of the chapter is against public policy and unenforceable. Nothing in this chapter prevents the parties to an excavation contract from contracting with respect to the allocation of risk for changed WS or differing site conditions. D. In any action brought under this section, the prevailing party is entitled to reasonable attorney's fees. (1984 c 144 4.) r 19.122.050 Damage to Underground Facility;Notification By OW Excavator; Repairs or Relocation of Facility A. An excavator who, in the course of excavation, contacts or damages an underground facility shall notify the utility owning or operating such facility and the one-number locator service. If the damage causes an emergency condition, the excavator causing the damage shall also alert the appropriate local public safety agencies and take all appropriate steps to ensure the public safety. No damaged underground facility may .. be buried until it is repaired or relocated. 35 r B. The owner of the underground facilities damaged shall arrange for repairs or r relocation as soon as is practical or may permit the excavator to do necessary repairs or relocation at a mutually acceptable price. (1984 c 144 5). r 19.122.060 Exemption from Notice and Marking Requirements for Property Owners An excavation of less than twelve inches in vertical depth on private non-commercial property shall be exempt from the requirements of RCW 19.122.030, if the excavation is being performed by the person or an employee of the person who owns or occupies the property on which the excavation is being performed. (1984 c 144 6.) 19.122.070 Civil Penalties; Treble Damages; Existing Remedies Not ., Affected A. Any person who violates any provision of this chapter not amounting to a violation of r RCW 19.122.055, and which violation results in damage to underground facilities, is subject to a civil penalty of not more than one thousand dollars for each violation. All penalties recovered in such actions shall be deposited in the general fund. r B. Any excavator who willfully or maliciously damages a field-marked underground facility shall be liable for treble the costs incurred in repairing or relocating the facility. In those cases in which an excavator fails to notify known underground r facility owners or the one-number locator service, any damage to the underground facility shall be deemed willful and malicious and shall be subject to treble damages for costs incurred in repairing or relocating the facility. r C. The chapter does not affect any civil remedies for personal injury or for property damage, including that to underground facilities, nor does this chapter create any new r civil remedies for such damage. (2005 c 448 4; 1984 c 144 7.) 19.122.080 Waiver of Notification and Marking Requirements r The notification and marking provisions of this chapter may be waived for one or more designated persons by an underground facility owner with respect to all or part of that underground facility owner's own underground facilities (1984 c 144 9.) r 19.122.900 Severability - 1984 c 144 If any provision of this act or its application to any person or circumstance is held invalid,the remainder of the act or the application of the provision to other persons or circumstances is not affected. (1984 c 144 9.) 1-07.18 Public Liability and Property Damage Insurance Section 1-07.18 is deleted replaced by the following new section and subsections: 1-07.18(1) General The contractor shall obtain and maintain in full force and effect, from the Contract Execution r Date to the Completion Date, public liability and property damage insurance with an insurance r 36 r company(ies) or through sources approved by the State Insurance Commissioner pursuant to RCW 48. The Contractor shall not begin work under the Contract until the required insurance has been obtained and approved by the Contracting Agency. Insurance shall provide coverage to the Contractor, all subcontractors, Contracting Agency and the Contracting Agency's consultant. The coverage shall protect against claims for bodily injuries, personal injuries, including accidental death, as well as claims for property damages which may arise from any act or omission of the Contractor or the subcontractor,or by anyone directly or indirectly employed by either of them. If warranted work is required the Contractor shall provide the City proof that insurance coverage and limits established under the term of the Contract for work are in full force and effect during the period of warranty work. The Contracting Agency may request a copy of the actual declaration pages(s)for each insurance policy effecting coverage(s) required on the contract prior to the date work commences. Failure of the Contractor to fully comply during the term of the Contract with the requirements described herein will be considered a material breach of contract and shall be caused for immediate termination of the Contract at the option of the Contracting Agency. 1-07.18(2) Coverages As part of the response to this proposal, the Contractor shall submit a completed City of Renton Insurance Information form which details specific coverage and limits for this contract. All coverage provided by the Contractor shall be in a form and underwritten by a company acceptable to the Contracting Agency. The City requires that all insurers: ,.� 1. Be licensed to do business within the State of Washington. 2. Coverage to be on an "occurrence" basis (Professional Liability and Pollution coverage are acceptable when written on a claims-made basis). The City may also require proof of professional liability coverage be provided for up to two (2) years after the completion of the project. 3. The City may request a copy of the actual declaration page(s) for each insurance policy affecting coverage(s) required by the Contract prior to the date work commences. 4. Possess a minimum A.M. Best rating ofAVII (A rating of XII or better is preferred.) If any insurance carrier possesses a rating of less than AVII, the City may make an exception. ,r. The City reserves the right to approve the security of the insurance coverage provided by the insurance company(ies), terms, conditions, and the Certificate of Insurance. Failure of the Contractor to fully comply during the term of the contract with these requirements will be ■• considered a material breach of contract and shall be cause for immediate termination of the contract at the option of the City. The Contractor shall obtain and maintain the minimum insurance coverage set forth below. By requiring such minimum insurance, the City of Renton shall not be deemed or construed to have assessed the risks that may be applicable to the Contractor. The Contractor shall assess its own risks and if it deems appropriate and/or prudent,maintain higher limits and/or broader coverage. i Coverage shall include: A. Commercial General Liability - ISO 1993 Form or equivalent. Coverage will be written on an occurrence basis and include: .. 0 Premises and Operations (including CG2503; General Aggregate to apply per project, if applicable). • Explosion, Collapse and Underground Hazards • Products/Completed Operations • Contractual Liability (including Amendatory Endorsement CG 0043 or equivalent which includes defense coverage assumed under contract) 37 r • Broad Form Property Damage •■ • Independent Contractors • Personal/Advertising Injury • Stop Gap Liability B. Automobile Liability including all • Owned Vehicles • Non-Owned Vehicles • Hired Vehicles .r C. Workers'Compensation • Statutory Benefits(Coverage A) - Show Washington Labor&Industries Number D. Umbrella Liability(when necessary) • Excess of Commercial General Liability and Automobile Liability. Coverage should be as broad as primary. E. Professional Liability - (whenever the work under this Contract includes Professional Liability, (i.e. architectural, engineering, advertising, or computer programming) the CONTRACTOR shall maintain professional liability covering wrongful acts, errors r and/or omissions of the CONTRACTOR for damage sustained by reason of or in the course of operations under this Contract. F. The Contracting Agency reserves the right to request and/or require additional coverages as may be appropriate based on work performed(i.e.pollution liability). CONTRACTOR shall Name CITY OF RENTON, and its officers, officials, agents, employees, volunteers, and R. W. Beck Inc. as Additional Insured (ISO Form CG 2010 or equivalent). The r CONTRACTOR shall provide CITY OF RENTON Certificates of Insurance prior to commencement of work. The City reserves the right to request copies of insurance policies, if at their sole discretion it is deemed appropriate. Further, all policies of insurance described above shall: � A. Be on a primary basis not contributory with any other insurance coverage and/or self- insurance carried by CITY OF RENTON. B. Include a Waiver of Subrogation Clause. C. Severability of Interest Clause(Cross Liability) D. Policy may not be non-renewed, canceled or materially changed or altered unless forty- five (45) days prior written notice is provided to CITY OF RENTON. Notification shall be provided to CITY OF RENTON by certified mail. r r r s r r r 38 r w 1-0718(3) Limits LIMITS REQUIRED Providing coverage in these stated amounts shall not be construed to relieve the contractor from liability in excess of such limits. The CONTRACTOR shall carry the following limits of +• liability as required below: Commercial General Liabilitv General Aggregate* $2,000,000 ** Products/Completed Operations $2,000,000 ** Aggregate Each Occurrence Limit $1,000,000 Personal/Advertising Injury $1,000,000 Fire Damage(Any One Fire) $50,000 Medical Payments(Any One $5,000 Person) Stop Gap Liability $1,000,000 * General Aggregate to apply per project (ISO Form CG2503 or equivalent) **Amount may vary based on project risk Automobile Liability i' Bodily Injury/Property Damage $1,000,000 (Each Accident) Workers'Compensation Statutory Benefits-Coverage A Variable (Show Washington Labor and Industries Number) Umbrella Liability Each Occurrence Limit $1,000,000 .. General Aggregate Limit $1,000,000 Products/Completed Operations $1,000,000 Aggregate Professional Liability(If .. required) Each Occurrence/ $1,000,000 Incident/Claim Aggregate $2,000,000 The City may require the CONTRACTOR to keep professional liability coverage in effect for up to two(2)years after completion of the project. The Contractor shall promptly advise the CITY OF RENTON in writing in the event any general aggregate or other aggregate limits are reduced. At their own expense,the CONTRACTOR will reinstate the aggregate to comply with the minimum limits and requirements as stated in Section �• 1-07.18(3) and shall furnish the CITY OF RENTON a new Certificate of Insurance showing such coverage is in force. 1-07.18(4) Evidence of Insurance: Within 20 days of award of the contract the CONTRACTOR shall provide evidence of insurance by submitting to the CONTRACTING AGENCY the following: 1. City of Renton Insurance Information Form (attached herein)without modification. 2. Certificate of Insurance (Accord Form 25s or equivalent) conforming to items as specified in Sections 1-07.18(1), 1-07.18(2), and 1-07.18(3) as revised above. Other requirements are as follows: A. Strike the following or similar wording: "This Certificate is issued as a matter of information only and confers no rights upon the Certificate Holder"; B. Strike the wording regarding cancellation notification to the City: "Failure to mail such notice shall impose no obligation or liability of any kind upon the r company, its agents or representatives". 39 ■r C. Amend the cancellation clause to state: "Policy may not be non-renewed, canceled or materially changed or altered unless 45 days prior written notice is provided to the City". Notification shall be provided to the City by certified mail. For Professional Liability coverage only, instead of the cancellation language specified above, the City will accept a written agreement that the consultant's broker will provide r the required notification. 1-07.22 Use of Explosives ., Section 1-07.22 is supplemented by the following: Explosives shall not be used without specific authority of the Engineer, and then only under such restrictions as may be required by the proper authorities. Explosives shall be handled and used in M strict compliance with WAC 296-52 and such local laws, rules and regulations that may apply. The individual in charge of the blasting shall have a current Washington State Blaster Users License. The Contractor shall obtain, comply with, and pay for such permits and costs as are necessary in M conjunction with blasting operations. 1-07.23(1) Construction Under Traffic Section 1-07.23(1) is supplemented by adding the following: The contractor shall be responsible for controlling dust and mud within the project limits and on any street which is utilized by his equipment for the duration of the project. The contractor shall be r prepared to use watering trucks, power sweepers, and other pieces of equipment as deemed necessary by the engineer,to avoid creating a nuisance. Dust and mud control shall be considered as incidental to the project, and no compensation will be M made for this section. Complaints of dust, mud, or unsafe practices and/or property damage to private Ownership will be transmitted to the Contractor and prompt action in correcting them will be required by the Contractor. M Contractor shall maintain the roads during construction in a suitable condition to minimize affects to vehicular and pedestrian traffic. All cost to maintain the roads shall be borne by Contractor. M Except as noted for the temporary road closure for culvert construction, at least one-way traffic shall be maintained on all cross-streets within the project limits during working hours. One lane shall be provided in each direction for all streets during non-working hours. M Contractor shall provide one driveable roadway lane and maintain convenient access for local and commuter traffic to driveways, businesses, and buildings along the line of Work throughout the course of the project. Such access shall be maintained as near as possible to that which existed prior M to the commencement of construction. This restriction shall not apply to the paving portion of the construction process. Contractor shall notify and coordinate with all property owners and tenants of street closures, or other 1°" restrictions which may interfere with their access—at least 24 hours in advance for single-family residential property, and at least 48 hours in advance for apartments, offices, and commercial property. Contractor shall give a copy of all notices to Engineer. M When the abutting owners'access across the right-of-way line is to be eliminated and replaced under the Contract by other access, the existing access shall not be closed until the replacement access facility is available. '� All unattended excavations shall be properly barricaded and covered at all times. Contractor shall not open any trenches that cannot be completed and refilled that same day. Trenches shall be patched or covered by a temporary steel plate, at Contractor's expense, except in areas where the roadway 1W remains closed to public traffic. Steel plates must be anchored. 40 r w 'w SW 34" Street may be closed to traffic to the limits shown on the drawing between the period of June 15,2007 through September 2007. .. 1-07.24 Rights of Way Section 1-07.24 is supplemented by adding the following: Street right of way lines, limits of easements, and limits of construction permits are indicated on the Drawings. The Contractor's construction activities shall be confined within these limits unless arrangements for use of private property are made. Generally, the Contracting Agency will have obtained, prior to Bid opening, all rights of way and easements, both permanent and temporary, necessary for carrying out the completion of the Work. Exceptions to this are noted in the Contract Documents or brought to the Contractor's attention by a duly issued Addendum. Whenever any of the Work is accomplished on or through property other than public tight of way, the Contractor shall meet and fulfill all covenants and stipulations of any easement agreement obtained by the Contracting Agency from the owner of the private property. Copies of the easement agreements are included in the Contract Provisions or made available to the Contractor as soon as practical after they have been obtained buy the Engineer. Whenever easements or rights of entry have not been acquired prior to advertising, these areas are so noted on the Drawings. The Contractor shall not proceed with any portion of the Work in areas where right of way, easements or rights of entry have not been acquired until the Engineer certifies to the Contractor that the right of way or easement is available or that the right of entry had been received. If the Contractor is delayed due to acts of omission on the part of the Contracting Agency in obtaining easements, rights of entry of right of way, the Contractor will be entitled to an extension of time. The Contractor agrees that such delay shall not be a breach of contract. Each property owner shall be given 48 hours notice prior to entry by the Contactor. This includes entry onto easements and private property where private improvements must be adjusted. The Contractor shall be responsible for providing, without expense or liability of the Contracting Agency, any additional land and access thereto that the Contractor may desire for temporary construction facilities, storage of materials, or other Contractor needs. However, before using any private property, whether adjoining the Work or not, the Contractor shall file with the Engineer a written permission of the private property owner, and, upon vacating the premises, a written release from the property owner of each property disturbed or otherwise interfered with by reasons of construction pursued under this contract. The statement shall be signed by the private property owner, or proper authority acting for the owner of the private property affected, stating that permission has .. been granted to use the property and all necessary permits have been obtained or, in the case of a release, that the restoration of the property has been satisfactorily accomplished. The statement shall include the parcel number, address and date of signature. Written releases must be filed with the Engineer before the Completion Date will be established. 1-08 PROSECUTION AND PROGRESS Section 1-08.0 is a new section with subsection: 1-08.0 Preliminary Matters 1-08.0(1) Preconstruction Conference The Engineer will furnish the Contractor with up to 5 copies of the Contract Documents. Additional documents may be furnished upon request at the cost of reproduction. Prior to undertaking each part of the Work the Contractor shall carefully study and compare the Contract Documents and check and verify pertinent figures shown therein and all applicable field measurements. The Contractor shall 41 promptly report in writing to the Engineer any conflict, error or discrepancy which the Contractor 1W may discover. After the Contract has been executed, but prior to the Contractor beginning the Work, a preconstruction conference will be held between the Contractor, the Engineer and such other • interested parties as may be invited. The Contractor shall prepare and submit at the preconstruction meeting: r 4 Contractor's plan of operation and progress schedule(3+copies) 4 Approval of qualified subcontractors (bring list of subcontractors if different from list submitted with Bid) + List of materials fabricated or manufactured off the project 4 Material sources on the project 4 Names of principal suppliers + Detailed equipment list, including "Rental Rate Blue Book" hourly costs (both working and standby rates) + Weighted wage rates for all employee classifications anticipated to be used on Project -> Cost percentage breakdown for lump sum bid item(s) 4 Shop Drawings(bring preliminary list) + Traffic Control Plans(3+copies) 4 Temporary Water Pollution/Erosion Control Plan/Storm Water Pollution Prevention Plan Other submittals as list in Section 1-06.7(5) .. In addition,the Contractor shall be prepared to address: Bonds and insurance Project meetings—schedule and responsibilities Provision for inspection for materials from outside sources r Responsibility for locating utilities Responsibility for damage Time schedule for relocations, if by other than Contractor Compliance with Contract Documents Acceptance and approval of work Labor compliance,payrolls, and certifications Safety regulations for Contractors'and Owner's employees and representatives Suspension of work,time extensions Change order procedures Progress estimates-procedures for payment Special requirements of funding agencies Construction engineering,advance notice of special work Any interpretation of the Contract Documents requested by Contractor Any conflicts or omissions in Contract Documents Any other problems or questions concerning the work Processing and administration of public complaints Easements and rights of entry Other contracts The franchise utilities may be present at the preconstruction conference, and Contractor should be prepared for their review and discussion of progress schedule and coordination. as 1-08.1 Subcontracting Section 1-08.1 is supplemented as follows: Written requests for change in subcontractors shall be submitted by Contractor to Engineer at least 7 r calendar days prior to start of a subcontractor's work. Contractor agrees that s/he is fully responsible to Owner for the acts and omissions of all subcontractors and lower-tier subcontractors, and persons either directly or indirectly employed by so the subcontractors, as well as for the acts and omissions of persons directly employed by Contractor. 42 r a� w. Contractor shall be required to give personal attention to the work that is sublet. Nothing contained in the Contract Documents shall create any contractual relation between any subcontractor and Owner. Contractor shall be responsible for making sure all subcontractors submit all required documentation, r. forms, etc. 1-08.1(3) Hours of Work Except in the case of emergency or unless otherwise approved by the Contracting Agency, the normal straight time working hours for the contract shall be any consecutive 8-hour period between 7:00 a.m. and 6:00 p.m. of a working day with a maximum 1-hour lunch break and a 5-day work week. The normal straight time 8-hour working period for the contract shall be established at the preconstruction conference or prior to the Contractor commencing the Work. If a Contractor desires to perform work on holidays, Saturdays, Sundays, or before 7:00 a.m. or after 6:00 p.m. on any day, the Contractor shall apply in writing to the Engineer for permission to work such times. Permission to work longer than an 8-hour period between 7:00 a.m. an 6:00 p.m. is not required. Such requests shall be submitted to the Engineer no later than noon on the working day prior to the day for which the Contractor is requesting permission to work. Permission to work between the hours of 10:00 p.m. and 7:00 a.m. during weekdays and between the hours of 10:00 p.m. and 7:00 a.m. on weekends or holidays may also be subject to noise control requirements. Approval to continue work during these hours may be revoked at any time the contractor exceeds the Contracting Agency's noise control regulations or complaints are received from the public or adjoining property owners regarding the noise from the Contractor's operations. The Contractor shall have no claim for damages or delays should such permission be revoked for these reasons. Permission to work Saturdays, Sunday, holidays of other than the agreed upon normal straight time working hours Monday through Friday may be given subject to certain other conditions set forth by the Contracting Agency or Engineer. These conditions may include but are not limited to : requiring •• the Engineer or such assistants as the Engineer may deem necessary to be present during the Work; requiring the Contractor to reimburse the Contracting Agency for the cost of engineering salaries paid Contracting Agency employees who worked during such times; considering the Work performed on Saturday and holiday as working day with regards to the Contract Time; and considering multiple work shifts as multiple working days with respect to Contract Time even though the multiple shifts occur in a single 24-hour period. Assistants may include, but are not limited to, survey crews; personnel from the Contracting Agency's material testing lab; inspectors; and other Contracting Agency employees when in the opinion of the Engineer such work necessitates their presence. 1-08.1(3) Reimbursement for Overtime Work of Contracting Agency Employees .. Where the Contractor elects to work on a Saturday, Sunday, or other holiday, of longer than an 8-hour work shift on a regular working day, as defined in the Standard Specifications, such work shall be considered as overtime work. On all such overtime work an inspector will be present, and a survey crew may be required at the discretion of the Engineer.The Contractor shall reimburse the Contraction Agency for the full amount of the straight time plus overtime costs for employees of the Contracting Agency required to work overtime hours. The Contractor by these Specifications does hereby authorize the Engineer to deduct such costs from the amount due or to become due the Contractor. 1-08.2 Assignment .. The second paragraph of Section 1-08.2 is modified as follows: Contractor shall not assign any moneys due or to become due to Contractor hereunder without the prior written consent of Owner. The assignment, if approved, shall be subject to all setoffs, withholdings, and deductions required by law and the Contract. 43 rw 1-08.3 Progress Schedule *■ Section 1-08.3 is supplemented as follows: The progress schedule for the entire project shall be submitted 7 calendar days prior to the • Preconstruction Conference. The schedule shall be prepared using the critical path method (CPM), preferably using Microsoft Project or equivalent software. The schedule shall contain this information,at a minimum: .,� 1. Construction activities, in suffi cient detail that all activities necessary to construct a complete and functional project are considered. There shall be no less than 70 activities. In addition, any activity that has a scheduled duration exceeding 30 calendar days shall be subdivided until no sub-element has a duration exceeding 30 calendar days. r The schedule shall clearly indicate the activities that comprise the critical path. For each activity not on the critical path,the schedule shall show the float,or slack,time. 2. Procurement of material and equipment. 3. Submittals requiring review by Engineer. Submittal by Contractor and review by Engineer shall .� be shown as separate activities. 4. Work to be performed by a subcontractor,agent,or any third party. 5. Allowances for delays that could result from normal inclement weather(time extensions due to - inclement weather will not be allowed).6. Allowances for the time required by utilities (Owner's and others)to locate,monitor, and adjust their facilities as required. Engineer may request Contractor to alter the progress schedule when deemed necessary in the opinion of Engineer—in the interest of public safety and welfare or of Owner, or for coordination with any other activity of other contractors, the availability of all or portions of the job site, or special provisions of this Contract, or to reasonably meet the completion date of the project. Contractor shall provide such revised schedule within 10 days of request. • If, at any time, in the opinion of Engineer, the progress of construction falls significantly behind schedule, Contractor may be required to submit a plan for regaining progress and a revised schedule indicating how the remaining work items will be completed within the authorized contract time. Contractor shall promptly report to Engineer any conditions which Contractor feels will require revision of the schedule and shall promptly submit proposed revisions in the progress schedule for - acceptance by Engineer. When such changes are accepted by Engineer,the revised schedule shall be followed by Contractor. Weekly Schedule. Contractor shall submit a weekly progress schedule to Engineer which sets forth „„ specific work to be performed the following week, and a tentative schedule for the second week. Failure to Maintain Progress Schedule. Engineer will check actual progress of the work against the progress schedule a minimum of two times per month. Failure, without just cause, to maintain r progress in accordance with the approved schedule shall constitute a breach of Contract. If, through no fault of Contractor, the proposed construction schedule cannot be met, Engineer will require Contractor to submit a revised schedule to Engineer for acceptance. The approved revisions will _ thereafter, in all respects,apply in lieu of the original schedule. Failure of Contractor to follow the progress schedule submitted and accepted, including revisions thereof, shall relieve Owner of any and all responsibility for furnishing and making available all or any portion of the job site, and will relieve Owner of any responsibility for delays to Contractor in the performance of the work. The cost of preparing the progress schedule, any supplementary progress schedules, and weekly schedules shall be considered incidental to the Contract and no other compensation shall be made. r r 44 1-08.4 Notice to Proceed and Prosecution of the Work 'r Section 1-08.4 is supplemented as follows: Notice to Proceed will be given after the contract has been executed and the contract bond and �. evidence of insurances have been approved and filed by the Owner. The Contractor shall not commence the Work until the Notice to Proceed has been given by the Engineer.The Contractor shall commence construction activities on the Project Site within ten days of the Notice to Proceed Date. The Work thereafter shall be prosecuted diligently, vigorously, and without unauthorized interruption until physical completion of the work. There shall be no voluntary shutdowns or slowing of operations b the Contractor without prior approval of the Engineer. Such approval shall not relieve the Contractor from the Contractual obligation to complete the work within the prescribed Contract Time. 1-08.5 Time For Completion The first five paragraphs of Section 1-08.5 are deleted and replaced with the following: .. The Work shall be physically completed in its entirety within the time specified in the Contract Documents or as extended by the Engineer. The Contract Time will be stated in "working days", shall begin on the Notice To Proceed Date,and shall end on the Contract Completion Date. "r A nonworking day is defined as a Saturday, a Sunday, a day on which the contract specifically suspends work, or one of these holidays: January 1, Memorial Day, July 4, Labor Day,November 11, Thanksgiving Day,the day after Thanksgiving,and Christmas Day. The day before Christmas shall be a holiday when Christmas Day occurs on a Tuesday or Friday. The day after Christmas shall be a holiday when Christmas Day occurs on a Monday, Wednesday, or Thursday. When Christmas Day occurs on a Saturday, the two preceding working days shall be observed as holidays. When Christmas day occurs on a Sunday, the two working days following shall be observed as holidays. ,., When holidays other than Christmas fall on a Saturday, the preceding Friday will be counted as a non-working day and when they fall on a Sunday the following Monday will be counted as a non- working day. The Contract Time has been established to allow for periods of normal inclement weather which, from historical records, is to be expected during the Contract Time, and during which periods, work is anticipated to be performed. Each successive working day, beginning with the Notice to Proceed Date and ending with the Physical Completion Date, shall be charged to the Contract Time as it occurs except a day or part of a day which is designated a nonworking day or an Engineer determined unworkable day. The Engineer will furnish the Contractor a weekly report showing (1) the number of working days charged against the Contract Time for the preceding week; (2)the Contract Time in working days; (3) the number of working days remaining in the Contract Time; (4)the number of nonworking days; and (5) any partial or whole days the Engineer declared unworkable the previous week. This weekly report will be correlated with the Contractor's current approved progress schedule. If the Contractor elects to work 10 hours a day and 4 days a week (a 4-10 schedule) and the fifth day of the week in .r which a 4-10 shift is worked would ordinarily be charged as a working day then the fifth day of that week will be charged as a working day whether or not the Contractor works on that day. The Contractor will be allowed 10 calendar days from the date of each report in which to file a written protest of an alleged discrepancy in the Contract Time as reported. Otherwise, the report will be deemed to have been accepted by the Contractor as correct. The requirements for scheduling the Final Inspection and establishing the Substantial Completion, Physical Completion, and Completion Dates are specified in Sections 1-05.11 and 1-05.12. The Contractor shall perform all instream work between the period of July 15, 2007 to September 30, 2007 in accordance with the Hydraulic Project Approval (HPA)conditions. Section 1-08.5 is supplemented as follows: Within 10 calendar days after execution of the Contract by the Contracting Agency, Contractor shall provide the Contracting Agency with copies of purchase orders for all equipment items deemed critical by the Contracting Agency, including but not limited to signal controller materials, lighting r 45 r standards, and signal standards required for the physical completion of the contract. Such purchase orders shall disclose the estimated delivery dates for the equipment. All items of work which can be performed without delivery of the critical items shall start and be completed as soon as possible. At that time, Engineer may suspend the work upon request of r Contractor until the critical items are delivered to Contractor, if the Contracting Agency received a purchase order within 10 calendar days after execution of the Contract by the Contracting Agency. Contractor will be entitled to only one such suspension of time during the performance of the work r and during such suspension shall not perform any additional work on the project. Upon delivery of the critical items,contract time will resume and continue to be charged in accordance with Section 1- 08. 'n 1-08.6 Suspension of Work Section 1-08.6 is supplemented as follows: Owner may at any time suspend the work, or any part thereof, by giving notice to Contractor in writing. The work shall be resumed by Contractor within 14 calendar days after the date fixed in the written notice from Owner to Contractor to do so. Contractor shall not suspend work under the Contract without the written order of Owner. If it has been determined that Contractor is entitled to an extension of time, the amount of such extension shall be only to compensate for direct delays and shall be based upon Contractor's diligently pursuing the work at a rate not less than that which would have been necessary to complete the original Contract Work on time. 1-08.9 Liquidated Damages Section 1-08.9 is supplemented as follows: In addition, Contractor shall compensate Owner for actual engineering inspection and supervision costs and any other expenses and legal fees incurred by Owner as a result of such delay. Such labor r costs will be billed to Contractor at actual costs, including administrative overhead costs. In the event that Owner is required to commence any lawsuit in order to enforce any provision of this Contract or to seek redress for any breach thereof, Owner shall be entitled to recover its costs, including reasonable attorneys fees,from Contractor. It is imperative that the instream work be completed by September 30,2007 to satisfy HPA • requirements. If the Contractor fails to meet this schedule,the project instream work could be shut down by the Washington State Department of Fish and Wildlife. This would result in suspension of construction until the following summer. In the event the construction of the culvert must be .. suspended due to the Contractor's failure to complete the instream work by September 30,2007,the Contractor shall be responsible for all costs that could result due to the suspension of work which may include,but is not limited to,the following costs: •� • Demobilization/remobilization • Establishing a temporary two-way Road over Springbrook Creek .r • Project management City/Consultant Staff for a 1-year period • Site maintenance and erosion control r • Restoring the stream crossing to pass flood flows: The Contractor is advised that non-summer stream flows of Springbrook Creek will exceed summer flows. The estimated 100-year flow at SW 34ffi Street is 1124 cfs. Should the Contractor �++ fail to meet the construction schedule for any reason and the project is shut down by the City or 46 r Washington Department of Fish and Wildlife,the Contractor will be responsible for restoring the site in such a way to pass flow equivalent to the capacity of the two existing 72-inch pipe culverts. ■ Traffic control • Upstream flooding damage caused by partial or complete removal of existing culverts during construction • Any other costs incurred by the City due to the suspension of work The City has established additional liquidated damages for failing to meet the instream construction schedule of September 30,2007 at$10,000 per day,not to exceed the actual costs incurred by the City or the Contractor. If the Contractor completes all of the instream work by September 30,2007,but fails to complete remaining portions of the contract work within the number of working days specified in the Contract, Liquidated Damages shall be calculated in accordance with the Standard Specifications. 1-08.11 Contractor's Plant and Equipment The contractor alone shall at all times be responsible for the adequacy, efficiency, and sufficiency of his and his subcontractor's plant and equipment. The Owner shall have the right to make use of the ,., contractor's plant and equipment in the performance of any work on the site of the work. The use by the Owner of such plant and equipment shall be considered as extra work and paid for accordingly. Neither the Owner nor the engineer assumes any responsibility, at any time, for the security of the site from the time contractor's operations have commenced until final acceptance of the work by the engineer and the Owner. The contractor shall employ such measures as additional fencing, barricades, and watchmen service, as he deems necessary for the public safety and for the protection of the site and his plant and equipment. The Owner will be provided keys for all fenced, secured areas. 1-08.12 Attention to Work Section 1-08.12 is a new section: .. The contractor shall give his personal attention to and shall supervise the work to the end that it shall be prosecuted faithfully, and when he is not personally present on the work site, he shall at all times be represented by a competent superintendent who shall have full authority to execute the same, and to supply materials, tools, and labor without delay, and who shall be the legal representative of the contractor. The contractor shall be liable for the faithful observance of any instructions delivered to him or to his authorized representative. 1-09 MEASUREMENT AND PAYMENT 1-09.1 Measurement of Quantities •� Section 1-09.1 is supplemented by adding the following: Lump Sum. The percentage of lump sum work completed, and payment will be based on the cost percentage breakdown of the lump sum bid price(s)submitted at the preconstruction conference. w. The Contractor shall submit a breakdown of costs for each lump sum bid item. The breakdown shall list the items included in the lump sum together with a unit price of labor, materials, and equipment for each item. The summation of the detailed unit prices for each item shall add up to the lump sum bid. The unit price values may be used as a guideline for determining progress payments or deductions or additions in payment for ordered work changes. 47 Cubic Yard Quantities. Contractor shall provide truck trip tickets for progress payments only in the err following manner. Where items are specified to be paid by the cubic yard,the following tally system shall be used. r All trucks to be employed on this work will be measured to determine the volume of each truck. Each truck shall be clearly numbered,to the satisfaction of Engineer,and there shall be no duplication of numbers. • Duplicate tally tickets shall be prepared to accompany each truckload of material delivered on the project. All tickets received that do not contain the following information will not be processed for payment: 1 Truck number 2 Quantity and type of material delivered in cubic yards 3 Drivers name,date and time of delivery 4 Location of delivery,by street and stationing on each street • 5 Place for Engineer to acknowledge receipt 6 Pay item number 7 Contract number and/or name It will be Contractor's responsibility to see that a ticket is given to Engineer on the project for each truckload of material delivered. Pay quantities will be prepared on the basis of said tally tickets. Loads will be checked by Engineer to verify quantity shown on ticket. Quantities by Ton. It will be Contractor's responsibility to see that a certified weight ticket is given to the Inspector on the project at the time of delivery of materials for each truckload delivered. Pay quantities will be prepared on the basis of said tally tickets, delivered to Inspector at time of delivery of materials. Tickets not receipted by Inspector will not be honored for payment. Each truck shall be clearly numbered to the satisfaction of Engineer and there shall be no duplication of numbers. Duplicate tickets shall be prepared to accompany each truckload of material delivered to the project. All tickets received that do not contain the following information will not be processed for payment: 1. Truck number 2. Truck tare weight(stamped at source) 3. Gross truck load weight in tons(stamped at source) r 4. Net load weight(stamped at source) 5. Driver's name, date,and time of delivery 6. Location for delivery by street and stationing on each street 7. Place for Engineer to acknowledge receipt 8. Pay item number 9. Contract number and/or name 1-09.3 Scope of Payment Section 1-09.3 is supplemented by adding the following: Unless modified otherwise in the Contract Provisions, the Bid Items listed or referenced in the "Payment" clause of each Section of the Standard Specifications, will be the only items for which compensation will be made for the Work described in or specified in that particular Section when the Contractor performs the specified Work. Should a Bid Item be listed in a"Payment" clause but not in the Proposal Form, and Work for that item is performed by the Contractor and the work is not stated no as included in or incidental to a pay item in the contract and is not work that would be required to complete the intent of the Contract per Section 1-04.1, then payment for that Work will be made as for Extra Work pursuant to a Change Order. 48 no The words "Bid Item," "Contract Item," and "Pay Item," and similar terms used throughout the Contract Documents are synonymous. If the "payment" clause in the Specifications relating to any unit Bid Item price in the Proposal Form .. requires that said unit Bid Item price cover and be considered compensation for certain work or material essential to the item, then the work or material will not be measured or paid for under any other Unit Bid Item which may appear elsewhere in the Proposal Form or Specifications. Pluralized unit Bid Items appearing in these Specifications are changed to singular form. Payment for Bid Items listed or referenced in the "Payment" clause of any particular Section of the Specifications shall be considered as including all of the Work required, specified, or described in that particular Section. Payment items will generally be listed generically in the Specifications, and specifically in the bid form.When items are to be"furnished"under one payment item and"installed" under another payment item, such items shall be furnished FOB project site, or, if specified in the Special Provisions, delivered to a designated site. Materials to be "furnished" or "furnished and installed" under these conditions, shall be the responsibility of the Contractor with regard to storage until such items are incorporated into the Work or, if such items are not to be incorporated into the work, delivered to the applicable Contracting Agency storage site when provided for in the " Specifications. Payment for material "furnished," but not yet incorporated into the Work, may be made on monthly estimates to the extent allowed. 1-09.3(1) Basic Bid (New Section) The total bid shall be the total cost for performing all the Work described in the Contract Specifications and Drawings and be included within the bid items provided. Bid item method of measurement and payment described in this section shall supersede bid item measurement and payment described in the Standard Specifications. Any description of work provided within the bid item descriptions shall be considered part of the work. .. Bid Item 1: Mobilization Payment for mobilization shall be made at contract lump sum price and in accordance with Section 1-09.7. Mobilization will not be considered as work in fulfilling the contract requirement for commencement of work. The Contractor shall prepare a Work Plan which shall show the proposed construction sequence of the project as described in 1-08.3. The Work Plan shall include a mobilization .. plan which shall show the location for storage of all equipment and material proposed to be located at construction site to be obtained by the Contractor. Bid Item 2: Pot Hole Existing Utilities Potholing has been included in the bid item list for the use in the determination of the location of existing utilities in advance of the Contractor's operations. The Engineer shall approve all potholing requests from the Contractor. Additionally, the Contractor shall provide potholes at Engineer's request. Payment shall be made for the following bid item: "Potholing", per each. The unit contract price for "Potholing" shall be full compensation for all labor, equipment, and materials to pothole underground utilities. 49 +tee Bid Item 3: Temporary Water Pollution/Erosion Control Payment for temporary water pollution/erosion control shall be made at contract lump sum price and shall constitute full compensation for all material,equipment,tools, labor and all else necessary for and incidental to prevent,control,and stop water pollution or erosion within the project in accordance with Section 1-07.15 of the specifications. The work includes,but not limited to,development of the final TWPECP,development of the SWPPP, all work necessary to implement the provisions of the TWPECP and SWPPP, including filter fabric fencing,placement of plastic sheets over soil,having spill control material on-site, seeding, mulching,maintenance,Baker Tank system, modification and/or temporary extension of storm drains. The Contractor is also responsible for all monitoring,testing,and reporting that may be required by applicable local, state,or federal laws, ordinances,and regulations. No separate measurement and payment will be made for such work,but shall be incidental to temporary water pollution/erosion control. Payment for stream diversion shall be under separate bid item. Payment will be made as the work proceeds,after presentation of invoices by the Contractor showing related costs. If the total of such payment is less than the lump sum contract price for this item,the unpaid balance will be included in the final contract payment. Bid Item 4: Temporary Stream Diversion •� Payment for temporary stream diversion shall be at contract lump sum and in accordance with Section 1-04 of the specifications. The Contractor is required to provide a temporary stream diversion plan to the City for review and approval. The work includes,but not limited to, installation, maintenance,and cleanup of stream flow bypass system and cofferdams. The payment for the temporary stream diversion includes all pipe, excavation, shoring, support for utilities,temporary backfill,temporary asphalt pavement meeting City traffic standards, removal and disposal of temporary asphalt, and excavation and backfill after removal of temporary diversion,cofferdams and fish removal. Contractor shall install excavated native material in initial backfill following placement of diversion pipes. After diversion pipes are removal,Contractor shall backfill with excavated native material except removal and replacement of any unsuitable material will be paid for under the Bank Run Gravel for Trench Backfill bid item. Bid Item 5: Traffic Control Payment for traffic control shall be made at contract lump sum. The Contractor is required to prepare a traffic control plan for review and approval by the City. Several plans may be needed to show different traffic control provisions and markings for various phases of the project. Contractor may close SW 34'h Street to through traffic during the period June 15,2007 M through September 2007 to the limits shown on the drawings. Contractor is responsible for all work associated with setting up detour route in accordance with approved detour plan in Appendix E. Except for the limited period closure of 34`h Avenue SW,the traffic control plan must maintain at least one eastbound and one westbound lane at all times. Street closures must follow the procedures described in the City code. Payment for Traffic Control includes all material, equipment, and labor to set up traffic detours, signage, fill material and temporary asphalt pavement. The lump sum contract price shall be full pay for all costs not covered by other specific pay items in the bid proposal for preparing traffic control plans, all material, equipment,and labor r 50 necessary for furnishing, installing,maintaining,temporary traffic markings,and removing traffic control devices in accordance with the approved traffic control plan and as directed by the Engineer in conformance with accepted standards and in such a manner as to maximize safety,and minimize disruption and inconvenience to the public.The Lump Sum contract price shall be full pay for all costs involved when a person performs the duties described in Section 1-10.2(1)B including when performing traffic control labor duties. Progress payment for the lump sum item"Traffic Control"will be made as follows: 1. When in initial warning signs for the beginning of the project and the end of construction signs are installed and approved by the Engineer, 30 percent of the amount bid for the item will be paid. 2. Payment for the remaining 70 percent of the amount bid for the item will be paid on a prorated basis in accordance with the total job progress as determined by progress payments. The traffic control plan form, street closure procedures, proposed detour route and City Standard Traffic Control Details can be found in Appendix E. Bid Item 6: Contractor Supplied Surveying Payment for contractor supplied surveying shall be made at contract lump sum and shall constitute all material, equipment,tools, labor and all else necessary for and incidental to surveying in accordance with Sections 1-05.4, 1-11 and elsewhere in the specifications as being provided by the Engineer. The contractor supplied survey includes licensed surveyor's seal and signature. The contractor is responsible for all construction surveying and as- builting. Bid Item 7: Removal of Structures and Obstructions Removal of structures and obstructions shall be measured per lump sum. Payment for removal of structures and obstructions shall be for removal and disposal of all items necessary to complete the work not specifically included as separate pay items and includes but is not limited to: removal and disposal of existing storm drains, sanitary sewer, abandoned private utilities,head walls, curb and gutter, street light foundation, vegetation, +� and other materials. Bid Item 8: Removal of Existing Pavement Removal of the existing asphalt concrete pavement shall be measured per square yard for actual pavement removed as directed by the engineer and as shown on Contract drawings. Pavement removed beyond the limits shown on the drawings if not directed by the engineer will be at Contractor's own expenses. Payment shall be made at contract unit price and shall constitute full compensation for all materials, equipment,tools, labor and all else necessary for and incidental to the removal and disposal of existing pavement in accordance with the plans and specifications. Sawcutting and grinding of existing pavement to make smooth •• transitions to existing pavement shall be incidental to this bid item. Bid Item 9: Removal of Existing Sidewalk Removal of the existing sidewalk and concrete driveway concrete shall be measured per square yard for the actual area removed and be independent of actual concrete thickness. Payment shall be made at contract unit price and shall constitute full compensation for all materials, equipment,tools, labor and all else necessary for and incidental to removal and disposal of the existing sidewalk in accordance with Contract plans and Section 2-02.3(3) of the specifications. 51 r Bid Item 10: Clearing, Grubbing, and Roadside Cleanup .. Payment for clearing, grubbing,and roadside cleanup shall be made at the contract lump sum price and shall constitute full compensation for the material,equipment,tools, labor, and all else necessary for and incidental to clearing and grubbing in accordance with the plans and Section 2-01 of the specifications. Bid Item 11: Dewatering Payment for dewatering shall be made at contract lump sum and shall constitute full .r compensation for all material,equipment,tools,labor and all else necessary for and incidental to control the water level in the construction area. The design of dewatering system shall be the responsibility of the Contractor. The Geotechnical Report is provided as so part of the contract document(Appendix 13)and provides information that can help design the dewatering system. Depending on dewatering method and construction methods and means; additional information that the Contractor may need to design a complete and working dewatering system shall be obtained at the Contractor's expense. Bid Item 12: Sheeting, Shoring, and Extra Excavation Payment for sheeting, shoring and extra excavation shall be made at contract lump sum and shall constitute full compensation for all material,equipment,tools, labor and all else necessary for and incidental to the sheeting, shoring and extra excavation in accordance with the plans and Section 2-09.3(3)D of the specifications. The work includes,but not limited to, preparing and submitting a sheeting and shoring plan stamped by a professional engineer registered in the State of Washington by the preconstruction conference, installation and r removal of shoring, or excavation and backfill for extra excavation. Payment for extra excavation includes backfilling with native excavated material or approved imported material if any native material is unsuitable. No extra payment will be made for imported material or removal of unsuitable material. The Geotechnical Report is provided as a part of the contract document(Appendix B)and - provides information that can help design the sheeting and shoring plan. Bid Item 13:Channel Excavation Channel excavation shall be measured per cubic yard by Contractor field survey in M accordance with the standard specifications. Channel excavation shall include only the material removed in the channel beyond the outer extent of the wing walls. Contractor shall take cross sections prior to any excavation and after excavation prior to placement of stream M bed gravel,after all structural backfill has occurred to determine excavated volume. Volume will be calculated by the average end area method. Payment shall be made at contract unit price and shall constitute full compensation for all material,equipment,tools, labor, and all r necessary for and incidental to the removal and disposal of materials within the channel excavation area. Bid Item 14: Control Density Fill (CDF) for Culvert and Wing Wall Foundation CDF shall be measured per cubic yard. Payment shall be made at contract unit price and shall constitute full compensation for all material,equipment,tools, labor,and all necessary for and incidental to the installation of CDF in accordance with the plans and Section 2- 09.3(1)E of the specifications. When CDF is used to fill and abandon underground pipes, it r shall be paid for under this item. Bid Item 15: Crushed Surfacing Base Course Crushed surfacing base course shall be measured per ton. Payment shall be made at contract unit price and shall constitute full compensation for all material,equipment, labor,and r 52 r incidental work for the installation of crushed surfacing base course in accordance with the plans and Section 4-04 of the specifications. Bid Item 16: Crushed Surfacing Top Course Crushed surfacing top course shall be measured per ton. Payment shall be made at contract unit price and shall constitute full compensation for all material, equipment, labor,and incidental work for the installation of crushed surfacing top course in accordance with the +� plans and Section 4-04 of the specifications. Quantity includes material placed under box culvert footings. Bid Item 17: Hot Mix Asphalt, Class A HMA pavement shall be measured per ton installed for the new roadway and for pavement restoration. Payment shall be made at contract unit price, except as detailed for a Price Adjustments for Quality of HAM per Section 5-04.5(])A of these special provisions, and shall '■�' constitute full compensation for all materials, equipment,tools, labor and all else necessary for and incidental to the installation of the HMA pavement in accordance with the plans and specifications. Bid Item 18: Pre-cast 30-ft wide by 12-ft high x 65-ft long Box Culvert Payment for procurement and installation of pre-cast box culvert shall be made at contract lump sum and shall constitute full compensation for all material,equipment,tools, labor and all else necessary for and incidental to the design,manufacture, delivery,off-loading,and installation of the pre-cast box culvert in accordance with the plans and specifications. Bid Item 19: Wing Walls Payment for wing walls shall be made at contract lump sum price and shall constitute full compensation for all material, equipment,tools, labor, and all else necessary for and incidental to the installation of the cast-in-place concrete wing walls in accordance with the plans and Section 6-02 of the Specifications. The work includes, but is not limited to, constructing the forms,placement of the concrete, replacement of existing storm drain through the wing walls,removal of forms, curing and cleanup. Bid Item 20: Deck Parapet for Box Culvert Measurement for deck parapet walls cast onto each end of the box culvert shall be made at contract lump sum. Lump sum price shall constitute full compensation for all material, equipment,tools, labor and all else necessary for and incidental to the installation of the cast- in-place parapet wall, including dowels into box culvert. Bid Item 21: Steel Pipe Handrail Steel Pipe Handrail shall be measured per linear foot installed. Payment shall be made at contract unit price and shall constitute full compensation for all material, equipment,tools, labor and all else necessary for and incidental to the installation of the steel pipe handrail in accordance with the plans and Section 6-03.3(30)of the Specifications. Payment shall be made at the unit contract price whether the Handrail is installed along sidewalk, along Deck Parapet,or Concrete Guardrail. Payment shall also include coating of handrail in accordance with City Standards. Bid Item 22: Storm Drain Pipe, 12-in Diameter Measurement for Storm Drain Pipe, 12-in Diameter will be based on lineal footage measured horizontally over the centerline of the installed pipe from the center of structures. Payment for furnishing and installing Storm Drain Pipe, 12-in Diameter will be made at the amount bid per linear foot,which payment will be complete compensation for all labor, materials, equipment,hauling,pavement cutting, excavation, dewatering, removal and 53 disposal of waste material,pipe of the size and type required, gaskets,fittings and adaptors, installation, laying and jointing pipe and fittings,bedding,and pipe zone fill material, appurtenances,placement of subsequent backfill(native)materials,compaction,water, grading, cleaning, placement and removal of temporary pavement patching,and testing, etc. required to complete the work in accordance with the Contract Documents. Select imported backfill materials are included in other bid items. Bid Item 23: Storm Drain Pipe, 36-in Diameter r Measurement for Storm Drain Pipe, 36-in Diameter will be based on lineal footage measured horizontally over the centerline of the installed pipe from the center of structures. Payment for furnishing and installing Storm Drain Pipe,36-in Diameter will be made at the amount bid per linear foot,which payment will be complete compensation for all labor, materials,equipment,hauling,pavement cutting,excavation, dewatering,removal and disposal of waste material,pipe of the size and type required, gaskets,fittings and adaptors, installation, laying and jointing pipe and fittings,bedding,and pipe zone fill material, appurtenances,placement of subsequent backfill(native)materials,compaction,water, grading,cleaning,placement and removal of temporary pavement patching,and testing,etc. r required to complete the work in accordance with the Contract Documents. Select imported backfill materials are included in other bid items. Bid Item 24: Manhole, 48-in Diameter Manhole, 48-in diameter shall be measured per each installed. Payment for Manhole, 48-in diameter shall be made at the contract unit price and shall constitute full compensation for all material, equipment,tools,labor, pavement cutting,dewatering, excavation,removal and .. disposal of waste material,foundation material,concrete base(including poured-in-place base for saddle manhole), precast concrete manhole sections, gaskets,coating system(sealer), manhole frame and lid, installation,adjustment of frames to grade, ladder and rungs, appurtenances, connections,channeling, placement of subsequent backfill(native)materials, compaction,water, cleaning,placement and removal of temporary pavement patching, and testing,etc.required to complete all manholes in conformance with the Contract Documents. Select imported backfill materials are included in other bid items. Bid Item 25: Manhole, Type B, 54-in Diameter Manhole,Type B, 54-in diameter shall be measured per each installed. Payment for r Manhole,Type B, 54-in diameter shall be made at the contract unit price and shall constitute full compensation for all material,equipment,tools, labor,pavement cutting, dewatering, excavation,removal and disposal of waste material, foundation material, concrete base (including poured-in-place base for saddle manhole), precast concrete manhole sections, gaskets,coating system(sealer),manhole frame and lid, installation,adjustment of frames to grade, ladder and rungs, appurtenances, connections,channeling, placement of subsequent r backfill(native)materials,compaction,water,cleaning,placement and removal of temporary pavement patching, and testing,etc.required to complete all manholes in conformance with the Contract Documents. Select imported backfill materials are included in other bid items. Bid Item 26: Catch Basin, Type 2, 96-in Diameter Catch Basin,Type 2,96-in diameter shall be measured per each installed. Payment for catch basin, Type 2,96-in diameter shall be made at the contract unit price and shall constitute full compensation for all material, equipment,tools, labor,pavement cutting,dewatering, excavation,removal and disposal of waste material,foundation material, concrete base (including poured-in-place base for saddle manhole), precast concrete manhole sections, gaskets,manhole frame and lid, installation,adjustment of frames to grade, ladder and rungs, appurtenances, connections, channeling, placement of subsequent backfill (native)materials, 54 r .. r compaction,water,cleaning,placement and removal of temporary pavement patching, and testing, etc.required to complete all manholes in conformance with the Contract Documents. Price shall also include work required for installation over existing 60"storm drain line, installation of any new 60"storm drain line necessary for CB installation and demolition of i existing storm drain line. Select imported backfill materials are included in other bid items. Bid Item 27: Catch Basin, Type 2 48-in Diameter Catch Basin,Type 2,48-in diameter shall be measured per each installed. Payment for catch basin,Type 2,48-in diameter shall be made at the contract unit price and shall constitute full compensation for all material,equipment,tools, labor,pavement cutting, dewatering, excavation, removal and disposal of waste material, foundation material, concrete base, precast concrete manhole sections,gaskets, manhole frame and lid, installation,adjustment of frames to grade, ladder and rungs, appurtenances, connections, placement of subsequent backfill(native)materials,compaction,water,cleaning,placement and removal of temporary pavement patching, and testing, etc.required to complete all manholes in conformance with the Contract Documents. Select imported backfill materials are included in other bid item. ,.. Bid Item 28: Catch Basin, Type 1, With Open Face Curb Catch basin,Type 1, With Open Face Curb shall be measured per each installed. Payment for Catch Basin,Type 1,with Open Face Curb shall be made at the contract unit price and shall constitute full compensation for all material,equipment,tools, labor,pavement cutting, dewatering, excavation,removal and disposal of waste material,foundation material, concrete base, precast concrete manhole sections, gaskets, manhole frame and lid, installation, adjustment of frames to grade, appurtenances, connections, placement of ' subsequent backfill(native)materials, compaction,water, cleaning,placement and removal of temporary pavement patching,and testing,etc. required to complete all manholes in conformance with the Contract Documents. Select imported backfill materials are included in other bid items. Bid Item 29: Fire Hydrants Assembly Measurement for fire hydrant assembly shall be per each. Payment includes all costs for providing labor, materials,equipment, saw cutting,dewatering, excavation,haul disposal of waste materials,removal of existing hydrant, furnish and install new fire hydrant assembly, mainline tee,pipe connecting the hydrant to the main,gate valve,valve box and cover, operating nut extension, Storz adapter,shackle rods, polyethylene encasement, handling, bedding materials,painting,guard posts, as shown on the plans and standard details. _ Bid Item 30: Trench Safety System Measurement for trench safety system shall be per lump sum. Payment shall include all costs for providing labor, materials,equipment, planning, design, engineering by a registered professional engineer, submittals, assembly, maintenance,removal,and disposal of shoring items, and all other work necessary to support trench and excavation areas as required by the project specifications and State and Federal Law, OSHA and RCW Chapter 49.17. Measurement for trench excavation systems will be based on a percentage defined as the amount of pipe installed divided by the total length of pipe shown, including all piped utilities over 4-feet in depth. Payment for trench excavation safety systems will be made at the measured percentage amount for the pay period times the lump sum amount bid. Bid Item 31: 8-in. Temporary Bypass Water Main Measurement for 8-inch temporary by-pass water main shall be per lump sum. Payment shall include all costs for providing labor,materials,equipment, planning, design, submittals, assembly, maintenance,removal,and disposal of an 8-inch temporary by-pass water main, including pipe, special fittings,temporary valves, restrained joint fittings, thrust restraint 55 system,dead-man blocks, shackle rods,testing,pigging,disinfection,connections to existing water mains,and clean-up. Valves that are to become part of the permanent system shall be paid for by other contract items. Bid Item 32: 12-in Ductile Iron Water Main Pipe & Restrained Joints Fittings Measurement for"12-in Ductile Iron Water Main Pipe&Restrained Joints Fittings" shall be per linear foot installed. Payment shall include all costs for providing labor,materials, equipment,saw cutting,dewatering,excavation,haul disposal of waste materials,furnishing .. and installing pipe of the size and type shown,polyethylene encasement, special fittings and restrained joint fittings, laying and joining of pipe and fittings, pigging crosses,bends, shackle rods,handling,bedding materials,as shown on the plans,bedding material, backfilling and compaction of backfill materials,temporary blow-off assemblies, testing, flushing,pigging,disinfecting,removing and salvaging existing hydrant assemblies,and cleanup. Bid Item 33: 22-in Steel Casing Pipe for Water Main 22-inch steel casing for water main shall be per lump sum. Payment shall include all costs for providing labor,materials,equipment,excavation,haul disposal of waste materials, furnishing and installing steel casing pipe of the size and type shown,casing spacers,casing end seals, insulation,and coating system. Bid Item 34: Connection to Existing Water Main Connection to existing water main shall be measured per each. Payment includes all costs for providing labor, materials,equipment, saw cutting,dewatering,haul disposal of waste, removal and disposal of existing pipes and fittings,capping and plugging existing pipes and r. fittings as shown on the project plans,pipe,shackle rods,couplings,cleaning,chlorinating,final connection,bedding material,replacement of bedding,backfill,compaction,and other items necessary to complete this connection to the existing water mains per contract plans and pa specifications. Bid Item 35: 8-in Temporary Sewer Bypass Payment for 8-in Temporary Sewer Bypass will be per lump sum to maintain sewer service �+ during connection to the sewer system. The work includes but is not limited to: planning, plugging and temporary pumping or hauling sewage offsite at Contractor obtained facility. Bid Item 36: 8-in PVC Pipe for Sewer Main Measurement for 8-in PVC Pipe for Sewer Main will be based on lineal footage measured horizontally over the centerline of the installed pipe. Payment for furnishing and installing 8-in PVC Pipe for Sewer Main will be made at the amount bid per linear foot,which payment will be complete compensation for all labor, materials,equipment,hauling,pavement cutting, excavation, dewatering,removal and gaskets,fittings and adaptors, disposal of waste material,pipe of the size and type required, g g p , installation, laying and jointing pipe and fittings,bedding, and pipe zone fill material, appurtenances,placement of subsequent backfill(native)materials, compaction,water, grading,cleaning, placement and removal of temporary pavement patching, and testing (exfiltration or low pressure air test and deflection testing), etc. required to complete the work in accordance with the Contract Documents. Select imported backfill materials are included in other bid items. Bid Item 37: Removal and Replacement of Unsuitable Material Measurement for removal and replacement of unsuitable foundation material shall be measured in Tons based on the placed weight of material installed. Placement of foundation material will be measured only for the area(s)authorized by the Engineer. Certified weight M 56 tickets shall accompany each load,a copy of tickets shall be given to the Engineer daily. Wasted materials will not be included in the measurement or payment. Payment for removal and replacement of unsuitable foundation material will be made at the amount bid per ton,which payment will be complete compensation for all, labor,materials, equipment,dewatering, excavation,foundation materials,haul,placement,water, compaction,removal and disposal of waste material,etc.required to complete this item of .,, work in conformance with the Contract Documents. Payment shall only be made when removal and replacement of unsuitable material is directed by the Engineer and where it is required due to poor soil conditions and not as a result of inadequate dewatering, If the Contractor excavates deeper than the plans or Engineer requires,the Contracting Agency will not pay for material removed from below the required elevations. Bid Item 38: 14-in. Steel Casing Pipe for Sewer Main Payment for 14-in steel casing pipe for sewer main shall be made per lump sum and shall constitute full compensation for all material, equipment,tools, labor,and all else necessary for and incidental to the installation of the 14-in steel casing in accordance with the plans and specifications. The work includes,but is not limited to, furnishing and installing steel casing, casing spacers,and casing end seals. Bid Item 39: Television Inspection of Sanitary Sewers Measurement for television inspection of the new sewers will be based on the lineal feet of pipe inspected. Payment for television inspection of the new sewers in accordance with specification section 7-17.3(4)1 will be made at the amount bid per linear foot,which payment will be considered complete compensation for all labor,materials,equipment to perform television inspection and prepare videotape record of all new sewers constructed by excavate and replace methods as part of the project and record videotapes. Bid Item 40: Connection to Existing Sewer and Storm Drain Connection to existing sewer mains and/or storm drains shall be measured per each. Connections shall include connecting new pipe to existing catch basins/manholes and connecting new catch basin/manhole to existing pipe. Payment shall constitute full compensation for the material,equipment,tools, labor,and all else necessary for and incidental to the installation of the connection to existing sewer and storm drain in accordance with the plans and specifications, including all fittings. Bid Item 41: Concrete for Thrust Blocking, Dead-Man Anchor Blocks Concrete for Thrust Blocking and Dead-Man Blocks shall be measured by cubic-yard. Payment shall include all cost for providing labor,materials, equipment, saw cutting, dewatering, excavation, haul disposal of waste materials,concrete vertical and horizontal blocks, dead-man blocks, reinforcing steel, shackle rods,clamp assembly, anchor bolts, and necessary form work. Concrete material weight shall be verified by providing a copy of the certified truck tickets which accompany each truck load. Bid Item 42: 12-in Gate Valve 12-inch gate valve shall be measured per each installed. Payment shall include all costs for providing labor, materials,equipment, saw cutting, dewatering,excavation,haul disposal of waste materials, furnishing and installing valve box and cover, operating nut extension, shackle rods, bedding material,bedding, backfilling and compaction of backfill materials, adjustment to finish grade and cleanup. 57 Bid Item 43: Container Plant -1 Gallon Container Container plant— I gallon installation shall be measured per plant installed. Payment shall be made at contract unit price and shall constitute full compensation for all materials, equipment, tools, labor and all else necessary for and incidental to the installation of 1 gallon plants in accordance with the plans and Section 8-02.3 of the specifications. In addition,Payment shall include all costs associated with plant maintenance for the 1-yr warrantee period, including maintenance,and watering and replacement of rejected plants. Bid Item 44: Balled and Burlapped, 6 to 8-ft Height Balled and Burlapped,6 to 8-ft height shall be measured per each installed. Payment shall be made at contract unit price and shall constitute full compensation for all materials, equipment, tools, labor and all else necessary for and incidental to the installation of balled and burlapped plants in accordance with the plans and Section 8-02.3 of the specifications. In addition, Payment shall include all costs associated with plant maintenance for 1-yr warrantee period, including maintenance, and watering and replacement of rejected plants. Note that where the plans call for replacing two trees"in-kind",these trees shall be paid for under this payment item. Bid Item 45: Live Stake Live stake shall be measured per each installed. Payment shall be made at contract unit price and shall constitute full compensation for all materials, equipment,tools, labor and all else necessary for and incidental to the installation of live stake plants in accordance with the plans and Section 8-02.3 of the specifications. In addition, Payment shall include all costs associated with plant maintenance for 1-yr warrantee period, including maintenance, and watering and replacement of rejected live stakes. Bid Item 46: Mulch Mat Payment for mulch mat shall be made per square yard and shall constitute full compensation for all material,equipment, labor and all else necessary for installation of mulch mat on all specified areas in accordance with Section 8-02.3(11). Bid Item 47: Bark Mulch #_ Payment for bark mulch shall be made per cubic yard and shall constitute full compensation for all material,equipment, labor and all else necessary for installation of bark mulch on all specified areas in accordance with Section 8-02.3(11). .� Bid Item 48: Hydroseeding Payment for hydroseeding shall be made per square foot spread and shall constitute full compensation for all material, equipment, labor and all else necessary for hydroseeding all areas, except paved surfaces,disturbed by Contractor in accordance with Section 8-01.3(2)B. Bid Item 49: Cement Concrete Curb and Gutter Cement concrete curb and gutter shall be measured per linear foot installed. Payment shall be made at contract unit price and shall constitute full compensation for all material, equipment, tools, labor and all else necessary for and incidental to the installation of the cement concrete curb and gutter in accordance with the plans and Section 8-04 of the specifications. Bid Item 50: Concrete Guardrail Concrete Guardrail shall be measured per Lump Sum. Payment shall be made at contract lump sum price and shall constitute full compensation for all material, equipment,tools, labor and all else necessary for and incidental to the installation of the Concrete Guardrail in accordance with the plans and Section 8-04 of the specifications. Payment steel pipe handrail r on top of Concrete Guardrail shall be paid for under separate items. 58 ,. Bid Item 51: Beam Guardrail Flared Terminal Beam Guardrail Flared Terminal shall be measured per Lump Sum. Payment shall be made at contract unit price and shall constitute full compensation for all material, equipment,tools, labor and all else necessary for and incidental to the installation of the Beam Guardrail Flared Terminal including but not limited to installation of the 15-foot length,excavation,posts,rail, end section,anchor,and connections to concrete barrier. •� Bid Item 52: Cement Concrete Sidewalk Cement concrete sidewalk shall be measured per square yard installed. Payment shall be made at contract unit price and shall constitute full compensation for all material,equipment, tools, labor and all else necessary for and incidental to the installation of the cement concrete sidewalk in accordance with the plans and Section 8-14 of the specifications. Bid Item 53: Sidewalk Ramp Sidewalk ramp of the types shown on the plans shall be measured per square yard. Payment shall include all materials,equipment,tools, labor, and all else necessary and incidental to the installation of the sidewalk ramp in accordance with the plans and specifications. r" Bid Item 54: Cement Concrete Driveway, Types 1 and 3 Cement concrete driveway types 1 and 3 shall be measured per square yard. Payment shall include all materials,equipment,tools, labor,and all else necessary and incidental to the installation of the cement concrete driveway in accordance with the plans and specifications. Bid Item 55: Pavement Markings .. Payment shall be made at contract lump sum and constitute full compensation for all material, equipment,tools, labor and all else necessary for and incidental to re-establish existing pavement markings in accordance with the plans and Section 8-22 of the specifications. Section 8-22 provides an estimate of the quantities for various pavement markings to be re- established. This will also include installation of new cross-walk pavement markings. This will also include furnishing and installing of four new street signs as shown on the plans. Pavement markings will not be specifically measured. However,the following approximate quantities have been estimated for items to be installed. Items to be Installed Location Approx. Quantity Center Line SW 34h Street 350 LF Lane Line SW 34h Street 1650 LF Right Turn Arrow Near Lind Two Street Signs Approaches to new 4 crosswalk Crosswalk For pedestrian trail 44 LF (Length) These quantities are not guaranteed accurate. Quantities are for the Contractor's convenience and shall be verified prior to bidding. Bid Item 56: Structural Excavation, Class A Structural Excavation, Class A shall be made at contract lump sump and constitute full compensations for all equipment,materials and labor all incidental work for excavation,haul and disposal of material so the limits shown on the plans. 59 • Bid Item 57: Gravel Backfill for Walls Gravel backfill for walls shall be measured per cubic yard based upon the maximum pay limits shown on the plans. Payment shall be made at the unit contract prices and shall constitute full compensation for all material, equipment, tools, labor,and all necessary for and incidental to the installation of Gravel Backfill for Walls in accordance with the plans and Section 2-09.3 of the specifications. Compaction shall be 95 percent. Bid Item 58: Gravel Borrow �* Gravel Borrow shall be measured by cubic yard. Payment shall be made at contract unit price and shall constitute full compensation for all material,equipment,tools, labor,and all necessary for and incidental to the installation of gravel borrow in accordance with the plans and Section 2-03.3(14)Band C of the specifications. Bid Item 59: Bank Run Gravel for Trench Backfill Bank run gravel for trench backfill shall be measured by cubic yard. Payment shall be made at contract unit price and shall constitute full compensation for all material,equipment,tools, labor,and all necessary for and incidental to the removal and disposal of unsuitable native material and installation and compaction of bank run gravel for trench backfill in accordance w with the plans and specifications. Bid Item 60: Streambed Gravel Streambed gravel shall be measured per ton installed. Payment shall be made at contract unit 4. price and shall constitute full compensation for all material,equipment,tools, labor,and all necessary and incidental to the installation of streambed gravel in accordance with the plans and Section 9-03.22 of the Specifications. The work includes, but not limited to, hauling, material disposal,and installation and compaction of streambed gravel. Bid Item 61: Quarry Spalls Quarry spalls shall be measured per cubic yard installed. Payment shall be made at contract unit price and shall constitute full compensation for all material,equipment,tools,labor, and all necessary and incidental to hauling and installation of quarry spalls in accordance with the plans and Section 8-15 of the specifications. Bid Item 62: Rootwad Rootwad shall be measured per each installed. Payment shall be made at contract unit price .r and shall constitute full compensation for all material, equipment,tools, labor, and all necessary and incidental to the installation of rootwad in accordance with the plans and specifications. The work includes,but not limited to, furnish rootwads, excavation, placement, anchoring, and backfilling. .r Bid Item 63: Topsoil Type A Payment for topsoil type A shall be made per cubic yard and shall constitute all material, equipment,tools and all else necessary for and incidental to furnishing and installing topsoil Type A. Bid Item 64: Compost .. Compost shall be measured per cubic yard. Payment shall be made for compost in accordance with Section 1-09.1 of the specifications. Payment shall constitute all material, equipment,tools and all else necessary for and incidental to furnishing and installing compost. 60 .. Bid Item 65: Wing Wall Drainage Matt Payment for wing wall drainage matt shall be by the actual square yard(trimmed)placed on the wall. Payment shall constitute all material,equipment,tools and all else necessary for and incidental to furnishing and installing wing wall drainage matt. Bid Item 66: Street Light Modification Payment shall made at contract lump sum and shall constitute full compensation for all .� material, equipment,tools, labor and all else necessary for and incidental remove existing street lights(two)and reinstalling them in accordance with details shown on the plans. Bid Item 67: Final Restoration and Cleanup Payment shall made at contract lump sum and shall constitute full compensation for all material,equipment,tools, labor and all else necessary for and incidental to restore areas affected by the project to at least as good a condition as existed before project construction, "■ excluding restoration work covered under other bid items. Landscape restoration,unless covered by other bid items,shall include replacing the existing landscaping with equal vegetation,bark, and or grass. Landscape restoration materials shall be in accordance with the requirements of Section 9-14. 1-09.7 Mobilization Section 1-09.7 is supplemented as follows: Mobilization shall also include, but not be limited to, the following items: the movement of Contractor's personnel, equipment, supplies, and incidentals to the project site; the establishment of an office, buildings, and other facilities necessary for work on the project; providing sanitary facilities for Contractor's personnel; and obtaining permits or licenses required to complete the project not furnished by Owner. This item shall also include providing Engineer and Inspectors with access to telephone, facsimile machine, and copy machine during all hours Contractor is working on the jobsite; and a table and chair for their use when needed. 1-09.9 Payments Section 1-09.9 is supplemented as follows: �• Applications for payment shall be itemized and supported to the extent required by Engineer by receipts or other vouchers showing payment for materials and labor, payments to subcontractors, and other such evidence of Contractor's right to payment as Engineer may direct. Contractor shall submit a progress report with each monthly request for a progress payment. The progress report shall indicate the estimated percent complete for each activity listed on the progress schedule(see Section 1-08.3). 1-09.9(1) Retainage Section 1-09.9(1)is supplemented as follows: .. The retained amount shall be released as stated in the Standard Specifications if no claims have been filed against such funds as provided by law and if Owner has no unsatisfied claims against Contractor. In the event claims are filed, Owner shall withhold, until such claims are satisfied, a sum sufficient to satisfy all claims and to pay attorney's fees. In addition, Owner shall withhold such amount as is required to satisfy any claims by Owner against Contractor, until such claims have been finally settled. Neither the final payment nor any part of the retained percentage shall become due until Contractor, if requested, delivers to Owner a complete release of all liens arising out of this Contract, or receipts in full in lieu thereof, and, if required in either case, an affidavit that so far as Contractor has knowledge 61 or information,the release and receipts include all labor and materials for which a lien could be filed: r but Contractor may, if any subcontractor refuses to furnish a release or receipt in full, furnish a bond satisfactorily to Engineer to indemnify Owner against the lien. If any lien remains unsatisfied after all payments are made, Contractor shall reimburse to Owner all monies that the latter may be compelled to pay in discharging such lien, including all costs and reasonable engineer's and attorney's fees. a 1-09.9(2) Contracting Agency's Tight to Withhold and Disburse Certain Amounts Section 1-09.9(2)is a new section: M In addition to monies retained pursuant to RCW 60.28 and subject to RCW 39.04.250, RCW 39.12 and RCW 39.76, the Contractor authorizes the Engineer to withhold progress payments due or deduct an amount from any payment or payments due the Contractor which, in the Engineer's opinion, may be necessary to cover the Contracting Agency's costs for or to remedy the following situations: 1. Damage to another contractor when there is evidence thereof and a claim has been filed. *" 2. Where the Contractor has not paid fees or charges to public authorities of municipalities which the contractor is obligated to pay. 3. Utilizing material,tested and inspected by the Engineer,for purposes not connected with the Work(Section 1-05.6) 4. Landscape damage assessments per Section 1-07.16. 5. For overtime work performed by City personnel per Section 1-08.1(4) 6. Anticipated or actual failure of the Contractor to complete the Work on time: a. Per Section 1-08.9 Liquidated Damages; or b. Lack of construction progress based upon the Engineer's review of the Contractor's approved progress schedule which indicates the Work will not be complete within the Contract Time.When calculating an anticipated time overrun,the Engineer will make allowances for weather delays,approved unavoidable delays,and suspensions of the Work. The amount withheld under this subparagraph will be base upon the liquidated dames amount per day se forth in Contract Documents multiplied by the number of days the Contractor's approved progress schedule, in the opinion of the Engineer, indicates the Contract may 'O exceed the Contract Time. 7. Failure of the Contractor to perform any of the Contractor's other obligations under the contract, including but not limited to: a. Failure of the Contractor to perform any of the Contractor to provide the Engineer with a field office when required by the Contract Provisions. b. Failure of the Contractor to protect survey stakes,markers,etc., or to provide adequate survey work as required by Section 1-05.5. .� c. Failure of the Contractor to correct defective or unauthorized work(Section 1-05.8). d. Failure of the Contractor to furnish a Manufacture's Certificate of Compliance in lieu of material testing and inspection as required by Section 1-06.3. e. Failure to submit weekly payrolls,Intent to Pay Prevailing Wage forms, or correct underpayment to employees of the Contractor of subcontractor an=of any tier as required by Section 1-07.9. f. Failure of the Contractor to pay worker's benefits(Title 50 and Title 51 RCW) as required by Section 1-07.10. g. Failure of the Contractor to submit and obtain approval of a progress schedule per Section 1-08.3. .r M r 62 The Contractor authorizes the Engineer to act as agent for the Contractor disbursing such funds as have been withheld pursuant to this section to a party or parties who are entitled to payment. Disbursement of such funds, if the Engineer elects to do so will be made only after giving the .. Contractor 15 calendar days prior written notice of the Contracting Agency's intent to do so,and if prior to the expiration of the 15-calendar day period, 1. no legal action has commenced to resolve the validity of the claims, and 2. the Contractor has not protested such disbursement. A proper accounting of all funds disbursed on behalf of the Contractor in accordance with this section will be made. A payment made pursuant to this section shall be considered as payment make under the terms and conditions of the Contract. The Contracting Agency shall not be liable to the Contractor for such payment make in good faith. 1-09.9(3) Final Payment Section 1-09.9(3)is a new section: Upon Acceptance of the Work by the Contracting Agency the final amount to be paid the Contactor will be calculated based upon a Final Progress Estimate made by the Engineer. Acceptance by the Contractor of the Final Payment shall be and shall operate as a release: 1. to the Contracting Agency of all claims and all liabilities of the Contractor, other than claims Mp in stated amounts as may be specifically excepted in writing by the Contractor; 2. for all things done or furnished in connection with the Work; 3. for every act and neglect by the Contracting Agency; and .. 4. for all other claims and liability relating to or arising out of the Work. A payment (monthly, final, retainage, or otherwise) shall not release the Contractor or the Contractor's Surety from any obligation required under the terms of the Contract Documents or the Contract Bond; nor shall such payment constitute a waiver of the Contracting Agency's ability to investigate and act upon findings of non-compliance with the WMBE requirements of the Contract; nor shall such payment preclude the Contracting Agency from recovering damages, setting penalties, or obtaining such other remedies as may be permitted by law. w Before the Work will be accepted by the Contracting Agency,the Contractor shall submit an affidavit, on the form provided by the Engineer, of amounts paid to certified disadvantaged (DB), minority (MBE) or women business enterprises (WBE) participating in the Work. Such affidavit shall certify the amounts paid to the DB,MBE or WBE subcontractors regardless of tier. r On Federally-funded projects the Contractor may also be required to execute and furnish the Contracting Agency an affidavit certifying that the Contractor has not extended any loans, gratuity or gift and money pursuant to Section 1-07.19 of these Specifications. If the Contractor fails,refuses, or ., is unable to sign and return the Final Progress Estimate or any other documents required for the final acceptance of the contract, the Contracting Agency reserves the right to establish a completion date and unilaterally accept the contract. Unilateral acceptance will occur only after the Contractor has been provided the opportunity, by written request from the Engineer, to voluntarily submit such documents, If voluntary compliance is not achieved, formal notification of the impending unilateral acceptance will be provided by certified letter from the Engineer to the Contractor which will provide 30 calendar days for the Contractor to submit the necessary documents. The 30-calendar day deadline shall begin on the date of the postmark of the certified letter from the Engineer requesting the necessary documents. This reservation by the Contracting Agency to unilaterally accept the contract will apply to contracts that are completed in accordance with Section 1-08.5 of for contracts that are terminated in accordance with Section 1-08.10. Unilateral acceptance of the contract by the Contracting Agency does not in any way relieve the Contractor of the provisions under contract or of the responsibility to comply with all laws, ordinances, and regulations—Federal, State, or local—that affect the contract. The dated the Contraction Agency unilaterally signs the Final Progress Estimate constitutes the final acceptance date(Section 1-05.12). 63 r • 1-09.11(2) Claims Paragraph 5 is revised as follows: • Failure to submit with the Final Application for Payment such information and details as described in this section for any claim shall operate as a waiver of the claims by the Contractor as provided in an Section 1-09.9. 1-09.11(3) Time Limitations and Jurisdiction • Paragraph 1, Sentence 1 is revised as follows: ...such claims or causes of action shall be brought in the Superior Court of the county where the work W is performed. 1-09.13(3)B Procedures to Pursue Arbitration Section 1-09.13(3)B is supplemented by adding: 4„ The findings and decision of the board of arbitrators shall be final and binding on the parties, unless the aggrieved party, within 10 days, challenges the findings and decision by serving and filing a petition for review by the superior court of King County, Washington. The grounds for the petition • for review are limited to showing that the findings and decision: 1. Are not responsive to the questions submitted; 2. Is contrary to the terms of the contract or any component thereof; 3. Is arbitrary and/or is not based upon the applicable facts and the law controlling the issues r submitted to arbitration. The board of arbitrators shall support its decision by setting forth in writing their findings and conclusions based on the evidence adduced at any such hearing. • The arbitration shall be conducted in accordance with the statutes of the State of Washington and court decisions governing such procedure. The costs of such arbitration shall be borne equally by the City and the contractor unless it is the r board's majority opinion that the contractor's filing of the protest or action is capricious or without reasonable foundation. In the latter case, all costs shall be borne by the contractor. 1-10 TEMPORARY TRAFFIC CONTROL 1-10.1 General Section 1-10.1 is supplemented by adding the following: When the bid proposal includes an item for"Traffic Control,"the work required for this item shall be all items described in Section 1-10, including, but not limited to: as 1. Furnishing and maintaining barricades, flashers, construction signing and other channelization devices, unless a pay item is in the bid proposal for any specific device and the Special Provisions specify furnishing, maintaining, and payment in a different manner for that device; • 2. Furnishing traffic control labor, equipment, and supervisory personnel for all traffic control labor; 3. Furnishing any necessary vehicle(s) to set up and remove the Class B construction signs • and other traffic control devices; 4. Furnishing labor and vehicles for patrolling and maintaining in position all of the construction signs and the traffic control devices, unless a pay item is in the bid proposal to specifically pay for this work; and as 5. Furnishing labor, material, and equipment necessary for cleaning up, removing, and replacing of the construction signs and the traffic control devices destroyed or damaged during the life of the project. 6. Removing existing signs as specified or a directed by the engineer and delivering to the City Shops or storing and reinstalling as directed by the Engineer. 64 ow 7. Preparing a traffic control plan for the project and designating the person responsible for traffic control at the work site. The traffic control plan shall include descriptions of the traffic control methods and devices to be used by the prime contractor, and subcontractors, shall be submitted at or before the preconstruction conference, and shall be subject to ,.. review and approval of the Engineer. 8. Contacting police, fire, 911, and ambulance services to notify them in advance of any work that will affect and traveled portion of a roadway. 9. Assuring that all traveled portions of roadways are open to traffic during peak traffic periods, 6:30 a.m. to 8:30 a.m., and 3:00 p.m. to 6:00 p.m., or as specified in the special provisions,or as directed by the Engineer. 10. Promptly removing or covering all nonapplicable signs during periods when they are not needed. If no bid item "Traffic Control" appears in the proposal then all work required by these sections will be considered incidental and their cost shall be included in the other items of work. • If the Engineer requires the Contractor to furnish additional channelizing devices, pieces of equipment, or services which could not be usually anticipated by a prudent contractor for the maintenance and protection of traffic, then a new item or items may be established to pay for such items. Further limitations for consideration of payment for these items are that they are not covered by other pay items in the bid proposal, they are not specified in the Special Provisions as incidental, and the accumulative cost for the use of each individual channelizing device, piece of equipment, or service must exceed $200 in total cost for the duration of their need. In the event of disputes, the Engineer will determine what is usually anticipated by a prudent contractor. The cost for these items will be by agreed price, price established by the Engineer, or by force account. Additional items required as a result of the contractor's modification to the traffic control plan(s) appearing in the contract shall not be covered by the provisions in this paragraph. If the total cost of all the work under the contract increases or decreases by more than 25 percent, an equitable adjustment will be considered for the item "Traffic Control" to address the increase or �. decrease. Traffic control and maintenance for the safety of the traveling public on this project shall be the sole responsibility of Contractor and all methods and equipment used will be subject to the approval of " Owner. Traffic control devices and their use shall conform to City of Renton standards and the Manual on �. Uniform Traffic Control Devices. Contractor shall not proceed with any construction until proper traffic control has been provided to the satisfaction of Engineer. Any days lost due to improper traffic control will be charged against ,,. Contractor's allowable contract time, and shall not be the cause for a claim for extra days to complete the Work. SW 340' Street Road Closure. Contractor may close SW 34th Street to through traffic during the period June 15,2007 through September 2007 to the limits shown on the drawings. Contractor is responsible for all work associated with setting up detour route in accordance with approved detour plan in Appendix E. 1-10.2(1)B Traffic Control Supervisor Paragraphs 1 and 2 are revised as follows: A TCS shall be on the project whenever traffic control labor is required or as authorized by the Engineer. The TCS shall assure that all the duties of the TCS are performed during the duration of the contract. During nonwork periods, the TCS shall be able to be on the job site within a 45-minute time period after notification by the Engineer. 65 r 1-10.2(2) Traffic Control Plans Section 1-10.2(2)is supplemented as follows: The Contractor shall be responsible for assuring that traffic control is installed and maintained in conformance to established standards. The Contractor shall continuously evaluate the operation of the traffic control plan and take prompt action to correct any problems that become evident during operation. r 1-10.3 Flagging, Signs, and All Other Traffic Control Devices Section 1-10.3 is supplemented as follows: Except for the limited period closure of SW 34`h Street, at the end of each working day, provisions shall be made for the safe passage of traffic and pedestrians during non-working hours. Barricades shall be reflectorized as specified in Part VI of the MUTCD, and shall be 3M diamond grade or equivalent approved by Engineer. Barricades shall also be equipped with flashers. 1-10.3(3) Construction Signs Section 1-10.3(3)paragraph 4 is supplemented as follows: No separate pay item will be provided in the bid proposal for Class A or Class B construction signs. All costs for the work to provide Class A or Class B construction signs shall be included in the unit • contract price for the various other items of the work in the bid proposal. 1-11 RENTON SURVEYING STANDARDS The following is a new section with new subsections: (******) 1-11.1(1) Responsibility for surveys All surveys and survey reports shall be prepared under the direct supervision of a person registered to practice land surveying under the provisions of Chapter 18.43 RCW. All surveys and survey reports shall be prepared in accordance with the requirements established by the Board of Registration for Professional Engineers and Land Surveyors under the provisions of Chapter 18.43 RCW. 1-11.1(2) Survey Datum and Precision The horizontal component of all surveys shall have as its coordinate base: The North American Datum of 1983/91. so All horizontal control for projects must be referenced to or in conjunction with a minimum of two of the City of Renton's Survey Control Network monuments. The source of the coordinate values used will be shown on the survey drawing per RCW 58.09.070. The horizontal component of all surveys shall meet or exceed the closure requirements of WAC 332-130-060. The control base lines for all surveys shall meet or exceed the requirements for a +r Class A survey revealed in Table 2 of the Minimum Standard Detail Requirements for ALTA/ACSM Land Title Surveys jointly established and adopted by ALTA and ACSM in 1992 �. or comparable classification in future editions of said document. The angular and linear closure and precision ratio of traverses used for survey control shall be revealed on the face of the survey drawing, as shall the method of adjustment. The horizontal component of the control system for surveys using global positioning system methodology shall exhibit at least 1 part in 50,000 precision in line length dependent error analysis at a 95 percent confidence level and performed pursuant to Federal Geodetic Control r 66 Subcommittee Standards for GPS control surveys as defined in Geometric Geodetic Accuracy ' Standards & Specifications for Using GPS Relative Positioning Techniques dated August 1, 1989 or comparable classification in future editions of said document. .. The vertical component of all surveys shall be based on NAVD 1988, the North American Vertical Datum of 1988, and tied to at least one of the City of Renton Survey Control Network benchmarks. If there are two such benchmarks within 3000 feet of the project site a tie to both shall be made. The benchmark(s) used will be shown on the drawing. If a City of Renton .. benchmark does not exist within 3000 feet of a project, one must be set on or near the project in a permanent manner that will remain intact throughout the duration of the project. Source of elevations (benchmark) will be shown on the drawing, as well as a description of any bench marks established. 1-11.1(3) Subdivision Information Those surveys dependent on section subdivision shall reveal the controlling monuments used •, and the subdivision of the applicable quarter section. Those surveys dependent on retracement of a plat or short plat shall reveal the controlling monuments,measurements,and methodology used in that retracement. r 1-11.1(4) Field Notes Field notes shall be kept in conventional format in a standard bound field book with waterproof pages. In cases where an electronic data collector is used field notes must also be kept with a sketch and a record of control and base line traverses describing station occupations and what measurements were made at each point. Every point located or set shall be identified by a number and a description. Point numbers shall be unique within a complete job. The preferred method of point numbering is field notebook, page and point set on that page. Example: The first point set or found on page 16 of field book 348 would be identified as Point No. 348.16.01,the second point would be 348.16.02,etc. a. Upon completion of a City of Renton project, either the field notebook(s) provided by the City or the original field notebook(s) used by the surveyor will be given to the City. For all other work, surveyors will provide a copy of the notes to the City upon request. In those cases where an electronic data collector is used, a hard copy print out in ASCII text format will accompany the field notes. 1-11.1(5) Corners and Monuments OW Corner A point on a land boundary, at the juncture of two or more boundary lines. A monument is usually set at such points to physically reference a corner's location on the ground. Monument Any physical object or structure of record which marks or accurately references: • A corner or other survey point established by or under the supervision of an individual per section 1-11.1(1) and any corner or monument established by the General Land +w Office and its successor the Bureau of Land Management including section subdivision corners down to and including one-sixteenth corners; and • Any permanently monumented boundary, right of way alignment, or horizontal and vertical control points established by any governmental agency or private surveyor including street intersections but excluding dependent interior lot corners. 1-11.1(6) Control or Base Line Survey Control or Base Line Surveys shall be established for all construction projects that will create permanent structures such as roads, sidewalks, bridges, utility lines or appurtenances, signal or light poles, or any non-single family building. Control or Base Line Surveys shall consist of such number of permanent monuments as are required such that every structure may be observed +� for staking or "as-builting" while occupying one such monument and sighting another such monument. A minimum of two of these permanent monuments shall be existing monuments, r 67 recognized and on record with the City of Renton. The Control or Base Line Survey shall occupy each monument in turn, and shall satisfy all applicable requirements of Section 1-11.1 herein. The drawing depicting the survey shall be neat, legible, and drawn to an appropriate scale. to North orientation should be clearly presented and the scale shown graphically as well as noted. The drawing must be of such quality that a reduction thereof to one-half original scale remains legible. to If recording of the survey with the King County Recorder is required, it will be prepared on 18 inch by 24 inch mylar and will comply with all provisions of Chapter 58.09 RCW. A photographic mylar of the drawing will be submitted to the City of Renton and, upon their review and acceptance per the specific requirements of the project,the original will be recorded '� with the King County Recorder. If recording is not required, the survey drawing shall be prepared on 22 inch by 34 inch mylar, rr and the original or a photographic mylar thereof will be submitted to the City of Renton. The survey drawings shall meet or exceed the requirements of WAC 332-130-050 and shall conform to the City of Renton's Drafting Standards. American Public Works Association • symbols shall be used whenever possible, and a legend shall identify all symbols used if each point marked by a symbol is not described at each use. An electronic listing of all principal points shown on the drawing shall be submitted with each drawing. The listing should include the point number designation (corresponding with that in the field notes), a brief description of the point, and northing, easting, and elevation (if applicable)values,all in ASCII format, on IBM PC compatible media. 1-11.10 Precision Levels Vertical Surveys fpr the establishment of bench marks shall satisfy all applicable requirements of section 1-05 and 1-11.1. .� Vertical surveys for the establishment of bench marks shall meet or exceed the standards, specifications and procedures of third order elevation accuracy established by the Federal Geodetic Control Committee. Bench marks must possess both permanence and vertical stability. Descriptions of bench marks must be complete to insure both recoverability and positive identification on recovery. 1-11.1(8) Radial and Station -- Offset Topography Topographic surveys shall satisfy all applicable requirements of section 1-11.1 herein. r All points occupied or back sighted in developing radial topography or establishing baselines for station--offset topography shall meet the requirements of section IA 1.1 herein. The drawing and electronic listing requirements set forth in section 1-11.1 herein shall be observed for all topographic surveys. 1-11.1(9) Radial Topography Elevations for the points occupied or back sighted in a radial topographic survey shall be determined either by 1)spirit leveling with misclosure not to exceed 0.1 feet or Federal Geodetic Control Committee third order elevation accuracy specifications, OR 2) trigonometric leveling with elevation differences determined in at least two directions for each point and with misclosure of the circuit not to exceed 0.1 feet. r r 68 1-11.1(10) Station--Offset Topography Elevations of the baseline and topographic points shall be determined by spirit leveling and shall satisfy Federal Geodetic Control Committee specifications as to the turn points and shall not exceed 0.1 foot's error as to side shots. 1-11.1(11) As-Built Survey All improvements required to be "as-built" (post construction survey)per City of Renton Codes, TITLE 4 Building Regulations and TITLE 9 Public Ways and Property, must be located both horizontally and vertically by a Radial survey or by a Station offset survey. The "as-built" survey must be based on the same base line or control survey used for the construction staking survey for the improvements being "as-built". The "as-built" survey for all subsurface s improvements should occur prior to backfilling. Close cooperation between the installing contractor and the "as-builting" surveyor is therefore required. All "as-built" surveys shall satisfy the requirements of section 1-11.1(1) herein and shall be .. based upon control or base line surveys made in conformance with these Specifications. The field notes for "as-built" shall meet the requirements of section 1-11.1(4) herein and submitted with stamped and signed "as-built" drawings which includes a statement certifying the accuracy of the "as built". The drawing and electronic listing requirements set forth in section 1-11.1(6) herein shall be observed for all "as-built" surveys. 1-11.1(12) Monument Setting and Referencing All property or lot corners, as defined in I-11.1(5), established or reestablished on a plat or other „w recorded survey shall be referenced by a permanent marker at the corner point per 1-11.2(1). In situations where such markers are impractical or in danger of being destroyed, e.g., the front corners of lots, a witness marker shall be set. In most cases, this will be the extension of the lot line to a tack in lead in the curb. The relationship between the witness monuments and their +• respective corners shall be shown or described on the face of the plat or survey of record, e.g., "Tacks in lead on the extension of the lot side lines have been set in the curbs on the extension of said line with the curb." In all other cases the corner shall meet the requirements of section 1- 11.2(1)herein. +rw All non corner monuments, as defined in 1-11.1(5), shall meet the requirements of section 1- 11.2(2)herein. If the monument falls with in a paved portion of a right of way or other area,the monument shall be set below the ground surface and contained within a lidded case kept separate from the monument and flush with the pavement surface,per section 1-11.2(3). In the case of right of way centerline monuments all points of curvature(PC),points of tangency r (PT), street intersections, center points of cul-de-sacs shall be set. If the point of intersection, PI, for the tangents of a curve fall within the paved portion of the right of way, a monument can be set at the PI instead of the PC and PT of the curve. '" For all non corner monuments set while under contract to the City of Renton or as part of a City of Renton approved subdivision of property, a City of Renton Monument Card(furnished by the city) identifying the monument; point of intersection (PI), point of tangency (PT), point of curvature (PC), one-sixteenth corner, Plat monument, street intersection, etc., complete with a description of the monument, a minimum of two reference points and NAD 83/91 coordinates and NAVD 88 elevation shall be filled out and filed with the city. 1-11.2 Materials 1-11.2(1) Property/Lot Corners Corners per 1-11.1(5) shall be marked in a permanent manner such as 1/2 inch diameter rebar 24 inches in length, durable metal plugs or caps, tack in lead, etc. and permanently marked or r 69 tagged with the surveyor's identification number. The specific nature of the marker used can be determined by the surveyor at the time of installation. 1-11.2(2) Monuments Monuments per 1-11.1(5) shall meet the requirements as set forth in City of Renton Standard 40 Plans page H031 and permanently marked or tagged with the surveyor's identification number. 1-11.2(3) Monument Case and Cover Materials shall meet the requirements of section 9-22 and City of Renton Standard Plans page w H031. 2-01 CLEARING, GRUBBING,AND ROADSIDE CLEANUP in 2-01.1 Description Section 2-01.1 is supplemented as follows: rr (ssssss) The limits of clearing and grubbing (construction limits) shall be defined as being the construction limit lines as shown in the Plans. Where, in the opinion of the Engineer, any trees abutting or adjacent to the limits of clearing and grubbing are damaged and require removal,the Contractor shall remove such trees. Any trees flagged by the Engineer to remain within the clearing and grubbing limits shall be left undamaged by the Contractor's operations. Any flagged trees which are damaged shall be replaced in kind at the Contractor's expense. Existing landscaping outside the construction limits, including but not limited to, sod, rockeries, beauty bark, decorative gravel or rock,bushes, and shrubbery shall be protected from damage. ■r Any material deemed by the Engineer or Owner to be salvageable material shall be the property of the Owner and shall,upon removal,be immediately loaded and hauled to a location designated by the Owner and there shall be carefully unloaded and neatly stacked or stored. The Contractor shall receive approval from the Engineer prior to removal. 2-01.2 Disposal of Usable Material and Debris Section 2-01.2 is supplemented as follows: (sssss+) The Contractor shall dispose of all debris by Disposal Method No. 2—Waste Site. ,r 2-02 REMOVAL OF STRUCTURE AND OBSTRUCTIONS Section 2-02.1 Description Section 2-02.1 is supplemented with the following: (******) • This work consists of saw cutting, removal and disposal of various existing improvements including, but not limited to, concrete curb and gutter, culverts, storm drain and sanitary sewer structures, headwalls, miscellaneous traffic items, and other items necessary for the accomplishment of the work. No separate payment is made for removal and disposal of structures and obstructions, and the costs thereof shall be included in other items of the contract. so 2-02.3(3) Removal of Pavement, Sidewalks, and Curbs Section 2-02.3(3)is revised and supplemented as follows: (******) ar Item "1." Is revised as follows: so 70 fe wo a In removing pavement, sidewalks, driveways, and curbs, the Contractor shall haul broken-up pieces to some Contractor obtained lawful off-project site. The section is supplemented as follows: r When an area where pavement, sidewalk, or driveway has been removed is to be opened to traffic before pavement patching has been completed, temporary mix asphalt concrete patch shall be required. Temporary patching shall be placed to a minimum depth of 2 inches immediately after backfilling and compaction are complete, and before the road is opened to "* traffic. MC cold mix or MC hot mix shall be used at the discretion of the Engineer. 2-03 ROADWAY EXCAVATION AND EMBANKMENT 2-03.3 Construction Requirements Section 2-03.3 is supplemented by adding the following: .. Roadway excavation shall include the removal of all materials excavated from within the limits shown on the plans. Suitable excavated material shall be used for embankments, while surplus excavated material or unsuitable material shall be disposed of by the Contractor. Earthwork quantities and changes will be computed, either manually or by means of electronic data processing equipment, by use of the average end area method. Any changes to the proposed work as directed by the Engineer that would alter these quantities shall be calculated by the Engineer and submitted to the Contractor for his review and verification. Any excavation or embankment beyond the limits indicated in the Plans, unless ordered by the Engineer, shall not be paid for. All work and material required to return these areas to their original ..� conditions, as directed by the Engineer,shall be provided by the Contractor at his sole expense. All areas shall be excavated, filled, and/or backfilled as necessary to comply with the grades shown on the Plans. In filled and backfilled areas, fine grading shall begin during the placement and the compaction of the final layer. In cut sections, fine grading shall begin within the final six(6) inches of cut. Final grading shall produce a surface which is smooth and even, without abrupt changes in grade. Excavation for curbs and gutters shall be accomplished by cutting accurately to the cross sections, grades and elevations shown. Care shall be taken not to excavate below the specified grades. The contractor shall maintain all excavations free from detrimental quantities of leaves, brush,sticks,trash and other debris until final acceptance of the Work. Following removal of topsoil or excavation to grade and before placement of fills or base course, the subgrade under the roadway shall be proof-rolled to identify any soft or loose areas which may �.r warrant additional compaction or excavation and replacement. The Contractor shall provide temporary drainage or protection to keep the subgrade free from standing water. Acceptable excavated native soils shall be used for fill in the area requiring fills. Care shall be taken to place excavated material at the optimum moisture content to achieve the specified compaction. Any native material used for fill shall be free of organics and debris and have a maximum particle size of 6 inches. It shall be the responsibility of the Contractor to prevent the native materials from becoming saturated with water. The measures may include sloping to drain, compacting the native materials, and diverting runoff away from the materials. If the Contractor fails to take such preventative measures, any costs or delay related to drying the materials shall be at his own expense. 71 an If the native materials become saturated, it shall be the responsibility of the Contractor to dry the materials, to the optimum moisture content. If sufficient acceptable native soils are not available to '~ complete construction of the roadway embankment, Gravel Borrow shall be used. If subgrade trimmer is not required on the project, all portions of Section 2-03 shall apply as though a subgrade trimmer were specified. If sufficient acceptable native soils, as determined by the Engineer, are not available to complete construction of the roadway embankment, Gravel Borrow meeting the requirements of Section 9- • 03.14 of the Standard Specifications shall be used. 2-03.3(14)C Compacting Earth Embankments Section 2-03.3(14)C is supplemented with the following: Native subgrade soils shall be compacted in accordance with Method B. All fill shall be compacted to 95 percent of the maximum dry density as determined by ASTM D 1557-92,Method C (Modified Proctor)and to a dense and unyielding condition. 2-09 STRUCTURE EXCAVATION a 2-09.1 Description Section 2-09.1 is supplemented by adding the following: The Work of this section shall also include the excavation, hauling and disposal of material to the limits shown on the plans for construction of the box culvert and wing walls. This work also includes the excavation, haul, and disposal of all unsuitable materials such as peat, muck, swampy or unsuitable materials including buried logs and stumps. '!'a 2-09.3(1)A Staking,Cross-Sectioning,and Inspecting Section 2.-09.3(1)A is deleted in its entirety. ~ 2-09.3(1)D Disposal of Excavated Material Section 2-09.3(1)D is revised as follows: a The second paragraph is replaced with: All costs for disposing of excavated material within or external to the project limits shall be included in the unit contract price for Structure Excavation,Class A. • The third paragraph is replaced with: If the contract includes Structure Excavation, Class A or B, the unit contract price shall include all costs for loading and hauling the material the full required distance, otherwise all such disposal costs shall be considered incidental to the work. ar M a' 72 a ow 2-09.3(1)E Backtilling Section 2-09.3(1)E is supplemented with the following: Unless the Engineer directs otherwise, structural backfill material shall be Gravel Backfill •• For Walls per Section 9-03.12(2). Structural fill shall be placed in uniform layers and compacted to a dense and unyielding condition and to at least 95 percent of Modified Proctor maximum dry density per • ASTM D 1557. If large plate compactors attached to a backhoe (i.e., hoe pacs) are used, the thickness of the soil layers shall not exceed 8 inches. If hand-operated mechanical compactors are used,the soil layers shall not exceed 4 inches. r Unless otherwise shown, all disturbed areas to be planted or hydroseeded shall be brought to the design grade with 6-inches of Topsoil type A at the surface. .. 2-09.3(3) Construction Requirements,Structure Excavation Class A 2-09.3(3)D Shoring and Cofferdams Section 2-09.3(3)D is supplemented with the following: The Contractor shall protect the existing pavement from damage due to the Contractor's operations and shall shore excavation adjacent to the existing pavement where necessary. Excavation support shall be designed by Contractor as required by site geotechnical conditions. Excavation Support Plan shall include installation sequencing and temporary support of existing utilities. The Contractor shall submit an excavation/shoring plan designed, signed and stamped by a .. Washington State professional engineer to the Engineer by the preconstruction conference. All cribbing, sheeting and shoring shall meet the requirements of WAC 296-155. The Engineer shall review the submittal to determine if it has been signed and stamped by a professional engineer and shall not review the design for adequacy. The design of any cribbing, sheeting or shoring is the responsibility of the Contractor. 2-12 CONSTRUCTION GEOTEXTILE 2-12.3(5) Geotextile Drainage Matt New Section: Geotextile drainage matt material shall meet the requirements of 9-33 Geotextile drainage matt shall be placed against the back of walls where indicated on the plans. The drainage matt shall fully cover vertical face of the soil side of the wall between footing and 6"below final soil grade. Drainage matt shall be installed in accordance with manufacturer's written .� instructions. Exposed edges of drainage matt shall be sealed to prevent soil from entering the drain area of the composite. 2-13 DEWATERING (NEW SECTION) 2-13.1 Description This work includes lowering the ground water elevation to a point 2-feet below the bottom of excavation, defined as dewatering. This work specifies the responsibilities, design requirements, and execution of dewatering. Dewatering systems include, but are not limited to, any dewatering sumps, �. dewatering wells,well points, vacuum lines, discharge lines, and other equipment, appurtenances,and 73 related earthwork necessary to perform dewatering. Dewatering is required for new culvert installation and trenching for utilities. The Contractor is solely responsible for the proper design, installation, operation, maintenance, performance, failure, or damage resulting from any component of the dewatering system for this Contract. If Contactor's methods do not produce satisfactory results in keeping a suitable subgrade working condition,Contractor shall increase dewatering efforts. Disposal of water is covered in Section 1-07.15. Project geotechnical report is included in Appendix B. 2-13.2 Materials 2-13.2(1) Quality Assurance REFERENCED STANDARDS: This Section incorporates by reference the latest revision of the W following documents. These references are a part of this Section as specified and modified. In case of conflict between the requirements of this Section and that of the listed document,the requirements of this Section shall prevail,provided that all regulatory requirements are met. s Reference Title Chapter 173-160 WAC Minimum Standards for Construction and Maintenance of Wells. Chapter 173-200 WAC Water Quality Standards for Ground Waters of the State of Washington. Chapter 173-154 WAC Protection of Upper Aquifer Zones. Reference Title ASTM D 5092 Standard Practice for Design and Installation of Ground Water Monitoring Wells in Aquifers. r ASTM D 422 Standard Method for Particle Size Analysis of Soils. 2-13.3 Construction Requirements 2-13.3(1) Submittals 1. SYSTEM DESIGN: Supplement requirements of the Temporary Water rt Pollution/Erosion Control Plan (1-07.15 with the following specific information for a dewatering plan: 1. Dewatering methods. 2. Dewatering equipment. 3. Number, location, and depth of proposed dewatering wells, well points, r monitoring wells,and piezometers. 4. Location and dimensions of discharge piping, discharge points, valves, flow meters, settlement tanks, and other dewatering equipment. • 5. Calculations used to design the system. 6. Projected water level drawdown and elevation in all proposed dewatering ,o wells,well points, monitoring wells,and piezometers. 74 „ . 7. Plan view drawing showing the estimated zone of influence and resulting groundwater elevations during dewatering. 8. Estimated dewatering system discharge flow rates. 2-13.3(2) Design Requirements 1. Use an approved Washington State licensed hydrogeologist to design the ., dewatering system. Use accepted and professional design and engineering methods consistent with standard of practice. 2. Reduce the groundwater level in the shallow water table aquifer to the level 2-feet below the line of excavation. 3. Protect and avoid damage to all existing facilities, utilities, roadways, and improvements from dewatering induced land settlement. 4. Comply with Chapter 173-160 WAC for the drilling, installation, construction, and abandonment of all dewatering wells, well points, monitoring wells, and piezometers. 5. Comply with dewatering discharge permit requirements: Section 1-07.15. 2-13.3(3) General 1. Keep excavations free of water during construction. 2. Provide and operate the machinery and equipment necessary to keep excavations free of water. 3. Dewater and dispose of the water so as not to cause injury to public, private, or other op property, or to cause a nuisance or a hazard to the public or the environment. 4. Dispose of all water in a manner that complies with all permitting and regulatory requirements. 5. Provide on site sufficient pumping equipment and machinery in good working condition for emergencies, including power outages and flooding. 6. Provide on site workers needed for the operation of the dewatering system. 7. Maintain electric power service connections to the dewatering system. 8. Do not shut down the dewatering system between shifts, on holidays, on weekends, or +� during work stoppage without written permission from the Owner. 9. Maintain groundwater levels a minimum of two feet below the bottom of all excavations at all times and under all conditions and as necessary to maintain the undisturbed state of natural soil. 10. Control groundwater to prevent the softening of excavation bottoms or the formation of "quick”conditions or"boils." 11. Prevent the removal of native soils during dewatering. 12. Control surface water runoff and prevent the entry or collection of surface water in �' excavations. 13. Do not use sumps for excavations deeper than three feet below the static groundwater level. r 75 2-13.3(4) Dewatering Discharge +� 1. Discharge locations,rates,and quality: Section 1-07.15. 2. Provide in-line flowmeters or approved equal on all discharge pipes. a. Install and operate per manufacturer's specifications. b. Use meters that provide instantaneous flow rate and total flow volume. c. Submit calibration documentation. • 3. Run all dewatering flow through a baffled settlement(Baker)tank prior to discharge. 2-13.3(5) Drilling 1. Mud rotary drilling is not permitted to install dewatering wells or well points. 2-13.3(8) Sumps W 1. Do not use open sumps. 2. Provide slotted or perforated casing with approved filter pack material. 2-13.3(9) Electrical Service 1. Provide electrical service dedicated solely to the operation of the dewatering system on a circuit separate from all other electric uses. 2. Provide a backup electric power supply that can deliver 100 percent of the demand needed for the dewatering system. ur 2-13.3(10) System Protection 1. Take all reasonable and necessary precautions to provide continuous and successful system operation. 2. Clearly mark all wells, pumps, vacuum headers, discharge lines, and other system components to prevent damage from vehicles or equipment. 3. Provide protective measures capable of supporting the heaviest equipment on site where vehicles or equipment cross the dewatering system. 4. Provide valves on headers and discharge lines. ar 2-13.3(11) Soil Protection 1. Operate the system so that fines are not removed from native and engineered foundation in soils during dewatering. 2. Monitor sand content in all dewatering wells,well points, and at all discharge points on a weekly basis, and within 24 hours of the startup of each individual dewatering well or r well point. _ 2-13.3(12) Backup Equipment 1. Maintain on site sufficient backup equipment and materials to provide continuous and effective operation of the dewatering system. Equipment and materials include, but are not limited to, pumps, motors, generators, header pipe, discharge pipe, valves, tees, elbows,tools, and parts or other system hardware needed to immediately repair or modify any part of the system. 2. Provide backup pumps,motors, and generators whose performance capacity is equal to or greater than the primary components. ■r 76 w .. AM 2-13.3(14) System Removal I. WELL ABANDONMENT: Well abandonment shall be in accordance with Chapter 173- 160 WAC. am 5-04 HOT MIX ASPHALT WW 5-04.3(7)A Mix Design Item 2 is deleted and replaced with: w 1. Nonstatistical HMA Evaluation. The contractor shall submit a certification that the mix design submitted meets the requirements of Sections 9-03.8(2) and 9-03.8(6). The contractor must submit the mix design using DOT Form 350-042 EF. Verification of the mix design by the Contracting Agency is not needed. The Project Engineer will determine anti-strip requirements for the HMA. The mix design will be the initial job mix formula (JMF) for the class of mix. Any additional adjustments to the JMF will require the approval of the Project Engineer and may be made per Section 9-03.8(7). 5-04.3(8)A Acceptance Sampling and Testing—HMA Mixture Item 1 is deleted and replaced with: I. General. Acceptance of HMA shall be as provided under nonstatistical or commercial "' evaluation. Nonstatistical evaluation will be used for the acceptance of HMA. .s Commercial evaluation will be used for Commercial HMA and for other classes of HMA in the following applications: sidewalks, road approaches, ditches, slopes, paths, trails, gores, aw prelevel, and pavement repair. Other nonstructural applications as approved by the Project Engineer. Sampling and testing of HMA accepted by commercial evaluation will be at the option of the Engineer. The proposal quantity of HMA that is accepted by commercial evaluation will be excluded from the quantities used in the determination of nonstatistical evaluation. Item 7 is deleted 5-04.5(1)A Price Adjustments for Quality of HMA Section is deleted and replaced with: Statistical analysis of quality of gradation and asphalt content will be performed based on Section 1-06.2 using the following price adjustment factors: Table of Price Adjustment Factors Constituent Factor"f All aggregate passing: 1 '/2", 19% 3/4", •• '/2", 3/8"and No. 4 sieves 2 All aggregate passing No. 8,No 16, 77 No. 30,No. 50,No. 100 3 +� All aggregate passing No.200 sieve 20 Asphalt binder 52 A pay factor will be calculated for sieves listed in Section 9-03.8(7)for the class of HMA and for the asphalt binder. 1. Nonstatistical Evaluation. Each lot of HMA produced under Nonstatistical Evaluation and having all constituents falling within the tolerance limits of the job mix formula shall be accepted at the unit contract price with no further evaluation. When one or more constituents fall outside the nonstatistical acceptance tolerance limits in Section 9-03.8(7), the lot shall be evaluated in accordance with Section 1- 06.2 to determine the appropriate CPF. The nonstatistical tolerance limits will be used in the calculation of the CPF and the maximum CPF shall be 1.00. When less than three sublots exist, backup samples of the existing sublots or samples from the wr street shall be tested to provide a minimum of three sets of results for evaluation. 2. Commercial Evaluation. If sampled and tested, HMA produced under Commercial Evaluation and having all constituents falling within the tolerance limits of the job mix formula shall be accepted at the unit contract price with no further evaluation. When one or more constituents fall outside the commercial acceptance tolerance limits in Section 9-03.8(7), the lot shall be evaluated to determine the appropriate CPF. The commercial tolerance limits will be used in the calculation of the CPF and the maximum CPF shall be 1.00. When less than three sublots exist, backup samples of the existing sublots or samples from the street shall be tested to provide a minimum of three sets of results for evaluation. r For each lot of HMA produced under Nonstatistical or Commercial Evaluation when the calculated CPF is less than 1.00, a Nonconforming Mix factor (NCFM) will be determined. THE NCFM equals the algebraic difference of CPF minus 1.00 multiplied by 60 percent. The Job Mix Compliance Price Adjustment will be calculated as the product of the NCMF,the quantity of HMA in the lot in tons,and the unit contract price per ton of the mix. r If a constituent is not measured in accordance with these Specifications, its individual pay factor will be considered 1.00 in calculating the composite pay factor. 5-04.5(1)A Price Adjustments for Quality of HMA Compaction Section is deleted and replaced with: The maximum CPF of a compaction lot is 1.00 For each compaction lot of HMA when the CPF is less than 1.00, a Nonconforming arr Compaction Factor (NCCF) will be determined. THE NCCF equals the algebraic difference of CPF minus 1.00 multiplied by 40 percent. The Compaction Price Adjustment will be calculated as the product of the NCFF, the quantity of HMA in the lot in tons and the unit contract price per ton of the mix. 6-02 CONCRETE STRUCTURES r Section 6-02 is supplemented with the following: r 78 • aw no (*****) 6-02.1 Description This section includes cast-in-place concrete wing walls and precast four-sided box culvert. Precast ,,. four-sided box culvert designed for the specified loads and constructed to the nominal dimensions shown on the drawings. It is anticipated that the four-sided box culvert will consist of separate bottom and top/sides with a keyed and grouted connection between pieces. The top thickness shall be limited to the dimension shown on the plans to provide the necessary cover to final road grade. Any references to 3-sided box culverts in the Standard Specifications is applicable. 6-02.2 Materials .s. For field cast-in-place concrete provide Class 4000, 6%air entrained concrete in accordance with Section 6-02 of the Standard Specifications unless otherwise noted on the construction drawings. Concrete: concrete shall meet the requirements of 6-02.3(27). Minimum concrete strength shall be 4,000 psi at 28 days. Forms shall not be removed until concrete strength is 3,000 psi as verified by concrete cylinder tests. 6-02.3(28)I Erection Section 6-02.3(28)I is supplemented with the following: Section includes erection of four-sided box culvert. Contractor shall install box culvert sections in accordance with the box culvert manufacturer's instructions. Installation requirements include lifting and accurately placing culvert sections in the location shown on the Drawings. Deck and base slab joints require field welding plate connectors. Following field welding,plate connections shall be coated with a zinc-rich primer, 5 mil minimum thickness. Contractor shall grout deck,wall, and .. footing keyed joints with a proprietary premixed non-shrink grout approved by the box culvert supplier. Grouting procedure shall include vibration of grout to ensure shear keys are completely filled with grout. Footing joint grout shall be sloped to drain away from walls. '~ 6-02.6 Four Sided Box Culvert Manufacturer Qualifications (new Section) (*****) Box culvert manufacturer shall have been in the business of designing and manufacturing similar precast concrete structures a minimum of 5 years and manufactured a minimum of five successful such structures in this time frame. The precast manufacturer shall be certified by one of the organizations specified in Section 6-02.3(28). Preapproved manufacturers: Utility Vault Company,Auburn,WA. Central Pre-Mix Prestress Company, Spokane, WA. 6-02.6 (l) Manufacturer's Quality Control Program Submit the precast manufacturer's quality control procedures associated with manufacture of the box .. culvert. Include items such as concrete mix controls,reinforcement placement,and concrete placement limitations and methods to assure high quality product. 6-02.6 (2) Submittals Submit in accordance with 6-02.3(28)A . Include the following information: I. Product data for proprietary materials and items, including reinforcement and forming accessories, admixtures,patching compounds,grout,joint systems, curing compounds, and other as requested by the engineer. 2. Structural design calculations stamped by a profession engineer registered in the State of Washington. 3. Foundation Loads 79 ar 4. Joint details • 5. Shipping weights 6. Concrete mix design Certificates of compliance and laboratory test reports for concrete materials,reinforcement(fabrication and mill reports),mix design test. 7. Reinforcement shop drawings prepared for fabrication,bending, and placement of concrete reinforcement. Comply with ACI SP-66(88),"ACI Detailing Manual" showing bar schedules, stirrup spacing,diagrams of bent bars,and arrangement of concrete reinforcement. Include special reinforcement required for openings through concrete structures. 8. Concrete placement shop drawings showing locations of all vertical construction joints, locations and dimensions details of blockouts,openings,embedments. 9. Manufacturer's quality control program 10. Box culvert erection and backfill procedures .r 6-02.6 (3) Design Code Box culvert shall be designed in accordance with the 1996 AASHTO Standard Specification for Highway Bridges(Sixteenth Edition). 6-02.6 (4) Box Culvert Load Criteria AASHTO HS25 live load criteria. Specific design loads are shown on the plans. so All culvert sections shall be constructed to the maximum design load condition. 642.6 (5) Construction Requirements 1. Maximum length of precast sections shall be 10 feet,minimum length shall be 5 feet. 2. Concrete finish for all surfaces shall be Class 2 Surface Finish as required in Section 6- 02.3(14)B. 3. Vertical wall,base slab,and horizontal deck joints shall incorporate keyways for grouting which act as shear keys between the separate sections and provide a water tight seal. an Deck and base slab joints shall also include welded steel plate connectors, minimum two per joint for base slab and 6-foot maximum spacing for deck joints. Contractor to provide steel connector plates for such connections. • 4. Minimum concrete cover over reinforcement shall be 1 '/z inch. 5. Base slab joints shall be offset from wall and deck joints a minimum of 1-foot. +r 6. Deck reinforcement shall be epoxy coated. 7. Concrete shall reach a compressive strength of 3000 psi before stripping forms. The Contractor shall not move fabricated precast sections from the casting bed into storage until the concrete reaches a minimum compressive strength of 70 percent of the final design strength specified in the shop drawings and design calculation submittal. 8. The Contractor shall mark the following information using waterproof paint on the inside of a vertical leg of each section of the structure: • Design loads so • Span and rise dimension • 80 �. • Fabrication Date • Manufacturer's name 6-02.6 (6) Construction Tolerances 1. Overall length,f 1/4 inches w 2. End squareness(maximum gap when sections are butted), %inch 3. Surface flatness, '/4 inch in 10 feet 4. Reinforcement placement,f1/4 inch 6-02.6 (7) Quality Assurance The Contractor shall notify the City of Renton at least five working days in advance of beginning fabrication of the structures. Contractor shall allow shop inspection of the fabrication. A precast supplier representative shall make a site visit during off loading and installation of initial precast pieces and provide guidance as necessary to assure proper installation of precast pieces. Contractor shall be responsible for taking concrete cylinder samples during manufacture of the box culvert sections and having cylinders tested by a materials testing laboratory acceptable to the Owner. Contractor shall take a minimum of three sets of four cylinders in accordance with ASTM C 172. Each set of cylinders shall be taken from different concrete batches. Compression tests in accordance with ASTM C 31 shall be broken at 7, 14, and 28 days. Submit test results. a Submit batch tickets for each concrete batch discharged and used in the work. Batch ticket shall indicate project identification, date,mix type,weights of course and fine aggregates, cement,flyash, other pozzolans,and water, and volume of any admixtures. Prior to shipping precast structures submit documentation package including the following information: • Concrete batch tickets. • Concrete cylinder break results • Material Certifications • Copies of all changes from the Plans and Specifications 6-03 STEEL STRUCTURES .. 6-03.3(30) Steel Pipe Handrail for Sidewalk(New Section) Fabricate handrail system to comply with requirements indicated for dimensions,details, finish,and member sizes, including wall thickness of pipe, post spacing, and anchorage shown on the plans Interconnect railing and handrail members by butt-welding all around or welding with internal connectors, at fabricator's option, unless otherwise indicated. At tee and cross intersections,notch ends of intersecting members to fit contour of pipe to which the end is joined and weld all around. Close ends of pipe by welding 3/16-inch thick steel plate in place or by using prefabricated fittings. Locate 3/16-inch diameter weep holes at the invert of each horizontal railing at al low points and at regular intervals not more than 4-feet on center. Locate similar weep holes at the bottom of each hollow vertical member just above any fill or closure. Hot-dip galvanize assemblies after fabrication. 81 ■r 7-01 DRAINS 7-01.2 Materials The second paragraph of Section 7-01.2 is revised as follows: Drain pipes may be concrete, zinc coated (galvanized) corrugated iron with Asphalt Treatment I, aluminum coated (aluminized) corrugated iron with Asphalt Treatment I, zinc coated (galvanized) steel with Asphalt Treatment I, corrugated aluminum alloy, polyvinyl chloride (PVC), or corrugated polyethylene(PE)at the option of the Contractor unless the Plans specify the type to be used. Temporary pipe for creek diversion shall be smooth wall corrugated polyethylene. a 7-01.3 Construction Requirements Section 7-01.3 is revised as follows: r The second paragraph is revised as follows: PVC drain pipe shall be jointed with a bell and spigot joint using a flexible elastomeric seal as described in Section 9-04.8. The bell shall be laid upstream. PE or ABS drain pipe shall be jointed with snap-on, screw-on, or wraparound coupling bands as recommended by the manufacturer of the tubing. The sixth paragraph is revised as follows: 2W PVC underdram pipe shall be jointed using either the flexible elastomeric seal as described in Section 9-04.8 or solvent cement as described in Section 9-04.9, at the option of the Contractor unless otherwise specified in the Plans. The bell shall be laid upstream. PE or ABS drainage tubing underdrain pipe shall be jointed with snap-on, screw-on, or wraparound coupling bands, as ■r recommended by the manufacturer of the tubing. 7-04 STORM SEWERS so 7-04.2 Materials +r The second paragraph of Section 7-04.2 is revised as follows: Where steel or aluminum are referred to in this Section in regard to a kind of storm sewer pipe, it shall be understood that steel is zinc coated(galvanized),Asphalt Treatment I Coated corrugated iron r or steel and aluminum is corrugated aluminum alloy as specified in Sections 9-05.4 and 9-05.5. The Contractor shall require pipe suppliers to furnish certificates signed by their authorized representative, stating the specifications to which the materials or products were manufactured. The Contractor shall provide 2 copies of these certifications to the Engineer for approval. Certificates showing nonconformance with the Contract shall be sufficient evidence for rejection. Approval of certificates shall be considered only as tentative acceptance of the materials and r products, and such action by Engineer will not relieve Contractor of his/her responsibility to perform field tests and to replace or repair faulty materials, equipment, and/or workmanship and Contractor's own expense. 7-05 MANHOLES,INLETS,AND CATCH BASINS 7-05.3 Construction Requirements Section 7-05.3 is supplemented by adding the following: 1r 82 W w .. All sanitary sewer manholes shall conform to City of Renton standard details B-071, B-072, and 13- 073. Sanitary sewer pipe to manhole connections shall be"Kor-n-Seal"boot or approved equal. s Manhole base sections shall be placed on a graded and firmly compacted granular bedding course conforming to the requirements for sewer bedding in the Standard Specifications. The bedding shall be at least 6-inches thick and extend at least 12-inches beyond the limits of the base section all around. The bedding must be graded to ensure uniform contact and support of the manhole in a true vertical position. Manhole channels shall conform to the City's standard details and the construction plans. All manholes shall be installed with locking frame and cover as shown on City of Renton detail BR29. 7-05.3(1) Adjusting Manholes and Catch Basins to Grade Section 7-05.3(1)is replaced with: Where shown in the Plans or where directed by the Engineer, the existing manholes, catch basins, or ar inlets shall be adjusted to the grade as staked or otherwise designated by the Engineer. The existing cast iron ring and cover on manholes and the catch basin frame and grate shall first be removed and thoroughly cleaned for reinstalling at the new elevation. From that point, the existing structure shall be raised or lowered to the required elevation. The Contractor shall construct manholes so as to provide adjustment space for setting cover and casting to a finished grade as shown on the construction plans, Manhole ring and covers shall be adjusted to the finished elevations per standard detail BR29, SP Page 13074, prior to final acceptance of the work. Manholes in unimproved areas shall be adjusted to 6"above grade. In unpaved streets: Manholes, catch basins and similar structures in areas to be surfaced with crushed rock or gravel shall be constructed to a point approximately eight inches below the subgrade and covered with a temporary wood cover. Existing manholes shall be cut off and covered in a similar manner. The contractor shall carefully reference each manhole so that they may be easily found upon completion of the street work. After placing the gravel or crushed stone surfacing, the manholes and manhole castings shall be constructed to the finished grade of the roadway surface. Excavation necessary for bringing manholes to grade shall center about the manhole and be held to the minimum area necessary. At the completion of the manhole adjustment, the void around the manhole shall be ,. backfilled with materials which result in the section required on the typical roadway section, and be thoroughly compacted. In cement concrete pavement: Manholes, catch basins and similar structures shall be constructed and adjusted in the same manner as outlined above except that the final adjustment shall be made and cast iron frame be set after forms have been placed and checked. In placing the concrete pavement, extreme care shall be taken not to alter the position of the casting in any way. In asphalt concrete pavement: Manholes shall not be adjusted until the pavement is completed, at which time the center of each manhole shall be carefully relocated from references previously established by the contractor. The pavement shall be cut in a restricted area and base material be ,. removed to permit removal of the cover. The manhole shall then be brought to proper grade utilizing the same methods of construction as for the manhole itself. The cast iron frame shall be placed on the concrete blocks and wedged up to the desired grade. The asphalt concrete pavement shall be cut and removed to a neat circle, the diameter of which shall be equal to the outside diameter of the cast iron frame plus two feet. The base materials and crushed rock shall be removed and Class 3000 or Commercial Portland Cement Concrete shall be placed so that the entire volume of the excavation is replaced up to within but not to exceed 2 inches of the finished pavement surface. On the day following placement of the concrete, the edge of the asphalt concrete pavement, and the outer edge of the casting shall be painted with hot asphalt cement. Asphalt Class G concrete shall then be placed and compacted with hand tampers and a patching roller. The complete patch shall match the existing 83 • paved surface for texture, density, and uniformity of grade. The joint between the patch and the s existing pavement shall then be carefully painted with hot asphalt cement or asphalt emulsion and shall be immediately covered with dry paving sand before the asphalt cement solidifies. The inside throat of the manhole shall be thoroughly mortared and plastered. Adjustment of inlets: The final alignment and grade of cast iron frames for new and old inlets to be adjusted to ade will be established from the forms or adjacent pavement surf gr aces. The final adjustment of the top of the inlet will be performed in similar manner to the above for manholes. On asphalt concrete paving projects using curb and gutter section,that portion of the cast iron frame not embedded in the gutter section shall be solidly embedded in concrete also.The concrete shall extend a minimum of six inches beyond the edge of the casting and shall be left 2 inches below the top of the frame so that the wearing course of asphalt concrete pavement will butt the cast iron frame. The r existing concrete pavement and edge of the casting shall be painted with hot asphalt cement. Adjustments in the inlet structure shall be constructed in the same manner and of the same material as that required for new inlets.The inside of the inlets shall be mortared and plastered. Monuments and cast iron frame and cover: Monuments and monument castings shall be adjusted to grade in the same manner as for manholes. Valve box castings: Adjustments of valve box castings shall be made in the same manner as for manholes. 7-05.3(2) Abandon Existing Manholes �r Section 7-05.3(2)is revised as follows: Where it is required that an existing manhole be abandoned, the structure shall be broken down to a depth of at least 4 feet below the revised surface elevation, all connections plugged, the manhole base wr shall be fractured to prevent standing water, and the manhole filled with sand and compacted to 90 percent density as specified in Section 2-03.3(14)C. Debris resulting from breaking the upper part of the manhole may be mixed with the sand subject to the approval of the Engineer. The ring and cover shall be salvaged and all other surplus material disposed of. 7-05.3(3) Connections to Existing Manholes Section 7-05.3(3) is supplemented by adding the following: Where shown on the plans, new drain pipes shall be connected to existing line, catch basin, curb inlets and/or manholes. The contractor shall be required to core drill into the structure, shape the new .r pipe to fit and re-grout the opening in a workmanlike manner. Where directed by the engineer or where shown on the plans,additional structure channeling will be required. Connections to existing sanitary sewer manholes shall be core drilled. Couplings shall be equal to "Kor-n-Seal boots. Existing sanitary sewer manholes shall be cleaned. Repaired, and rechanneled as necessary to match the new pipe configuration and as shown on the construction plans. A "connection to existing item will be allowed at any connection of a new line to an existing No structure, or the connection of a new structure to a existing line. No "connection to existing" will be accepted at the location of new installation, relocation and adjustment of line manholes, catch basins or curb inlets. Any damage to existing pipe or structure that is to remain in place resulting from the Contractor's operations shall be repaired or replaced at his own expense. rr All work associated with connections to existing manholes shall be included in the unit bid price of Connection to Existing Sewer and Stormdrain. • r 84 r w .., 7-05.3(5) Manhole Coatings Section 7-05.5 is an added new section: All new sanitary sewer manholes shall be coated as specified below. The following coating system ow specifications shall be used for coating (sealing) all interior concrete surfaces of sanitary sewer manholes. Coating Material: High Solids Urethane .. Surfaces: Concrete Surface Preparation: In accordance with SSPC SP-7 (Sweep of brush off blast) me Application: Shop/Field The drying time between coats shall not exceed 24 hours in any case System Thickness: 6.0 mils dry film Coatings: Primer: One coat of Wasser MC-Aroshield(2.0 mils DFT) " Finish: Two or more coats of Wasser MC-Aroshield(min.4.0 mils DFT) Color: White .. 7-08 GENERAL PIPE INSTALLATION REQUIREMENTS 7-08.3(1)B Shoring Section 7-08.3(1)B is supplemented by the following: .. An excavation/shoring plan shall be submitted for each location where shoring is required. All cribbing, sheeting and shoring shall be designed by a licensed professional Engineer and meet the „+ requirements of WAC 296-155. 7-08.3(1)C Bedding the Pipe Section 7-08.3(1)C is supplemented by adding the following: Pipe bedding for PVC sewer pipe and CPEP storm pipe shall consist of clean, granular pea gravel consistent with section 9-03.12(3). It shall be placed to a depth of 6" over and 6" under the exterior „ walls of the pipe. Hand compaction of the bedding materials under the pipe haunches will be required. Hand compaction shall be accomplished by using a suitable tamping tool to firmly tamp bedding material on under the haunches of the pipe. Care shall be taken to avoid displacement of the pipe during the compaction effort. Compaction shall provide adequate support along the pipe to prevent settling of the pipe. Pipe bedding shall be considered incidental to the pipe and no further compensation shall be made. 7-08.3(1)D Pipe Foundation (New Section) Pipe foundation in poor soil: When soft or unstable material is encountered at the subgrade which, in the opinion of the Engineer, will not uniformly support the pipe, such material shall be excavated to an additional depth as required by the Engineer and backfilled with foundation gravel material placed ■• in maximum 12-inch lifts. Foundation gravel shall be ballast and conform to the requirements of Section 9-03.9(1)of the Standard Specifications. Corrections faulty grade: Excess excavation below the required grade shall be backfilled with foundation gravel as specified above and thoroughly compacted to the required grade line. 85 .s ■r Foundation Material used for sanitary sewers shall be as follows: Ballast Section 9-03.9(1) 7-08.3(2)A Survey Line and Grade Section 7-08.3(2)A is replaced with: Survey line and grade control shall be provided in accordance with Sections 1-05.4in a manner W consistent with accepted practices. The Contractor shall transfer line and grade into the trench where they shall be carried by means of a laser beam using 50 foot minimum intervals for grade staking. Any other procedure shall have the r written approval of the Engineer. The Contractor is required to provide construction staking and shall be responsible for securing the services of a professional land surveyor or qualified engineer who shall provide all survey staking �r needed in conjunction with the project. The Contractor shall assume full responsibility for the accuracy of the staking and shall provide all replacement staking or re-staking needed. The Contractor shall paint the project stationing baselines on the ground at 50 foot intervals. The CONTRACTOR's surveyor shall provide the original field notes and a set of the field notes which shall contain as a minimum the centerline station and offset and cut to each, manhole, side sewer, and all other changes in alignment or grade as may be needed to draw accurate as-constructed records of the project. These notes shall be kept legibly, in a format conforming to good engineering # practice in a hard covered field book. It shall be the CONTRACTOR's responsibility to record the location,by centerline station,offset, and elevation,of all existing utilities uncovered or crossed during his work as covered under this project. ■r It shall be the CONTRACTOR'S responsibility to have his surveyor locate by centerline station, offset, and elevation,each major item of work done under this contract. Major items of work shall be defined to include the following items: Manholes,Catch Basins and Cleanouts Casing end points • Major changes in design grade(s) After completion of the work covered by this contract, the CONTRACTOR'S surveyor shall provide to the Engineer the hard cover field book(s) containing the construction staking and as-built notes, .� and one set of white prints of the construction drawings upon which he has plotted the locations of existing utilities, and one set of white prints of the construction drawings upon which he has plotted the as-built location of the new work as recorded in the field book(s). This drawing shall bear the surveyor's seal and signature certifying its accuracy. 7-08.3(2)B Pipe Laying—General Section 7-08.3(2)B is supplemented by adding the following: Checking of the invert elevation of the pipe may be made by calculations from measurements on the top of the pipe, or by looking for ponding of 1/2" or less, which indicates a satisfactory condition. At manholes, when the downstream pipe(s) is of a larger size, pipe(s) shall be laid by matching the (eight-tenths)flow elevation,unless otherwise approved by the Engineer. All pipe, fittings, etc. shall be carefully handled and protected against damage, impact shocks, and free fall. All pipe handling equipment shall be acceptable to the ENGINEER. Pipe shall not be placed directly on rough ground but shall be supported in a manner which will protect the pipe against r injury whenever stored at the trench site or elsewhere. No pipe shall be installed where the lining or r 86 coating show defects that may be harmful as determined by the ENGINEER. Such damaged lining or coating shall be repaired,or a new undamaged pipe shall be furnished and installed. The CONTRACTOR shall inspect each pipe and fitting prior to installation to insure that there are not +.. damaged portions of the pipe. Any defective, damaged or unsound pipe shall be repaired or replaced. All foreign matter or dirt shall be removed from the interior of the pipe before lowering into position in the trench. Pipe shall be kept clean during and after laying. All openings in the pipe line shall be closed with water tight expandable type sewer plugs at the end of each day's operation or whenever the pipe openings are left unattended. The use of burlap, wood, or other similar temporary plugs will not be permitted. Where necessary to raise or lower the pipe due to unforeseen obstructions or other causes, the ENGINEER may change the alignment and/or the grades. Except for short runs which may be permitted by the ENGINEER, pipes shall be laid uphill on grades exceeding 10 percent. Pipe which is laid on a downhill grade shall be blocked and held in place until sufficient support is furnished by the following pipe to prevent movement. Unless otherwise required, all pipe shall be laid straight between the changes in alignment and at uniform grade between changes in grade. For concrete pipes with elliptical reinforcement, the pipe aw shall be placed with the minor axis of the reinforcement in a vertical position. Immediately after the pipe joints has been made, proper gasket placement shall be checked with a feeler gage as approved by the pipe manufacturer to verify proper gasket placement. "w 7-08.3(2)E Rubber Gasketed Joints Section 7-08.3(2)E is supplemented as follows: Aw Care shall be taken by the CONTRACTOR to avoid over pushing the pipe and damaging the pipe or joint system. Any damaged pipe shall be replaced by the Contractor at his expense. 7-08.3(2)H Sewer Line Connections Section 7-04.3(2)H is supplemented by adding the following: This section shall apply to sewer and storm sewer connections. All connections not occurring at a manhole or catch basin shall be done utilizing pre-manufactured tee connectors or pipe sections " approved by the Engineer. Any other method or materials proposed for use in making connections shall be subject to approval by the Engineer. Unless otherwise approved by the Engineer, all connections of lateral sewers to existing mains shall be made through a cast iron saddle secured to the sewer main with stainless steel bands. When the existing main is constructed of vitrified clay,plain or reinforced concrete, cast or ductile iron pipe,the existing main shall be core drilled. o. Connections*(unless booted connections have been provided for) to existing concrete manholes shall be core-drilled, and shall have an "O" ring rubber gasket meeting ASTM C-478 in a manhole coupling equal to the Johns-Manville Asbestos-Cement collar, or use a conical type flexible seal equal to Kor-N-Seal. PVC pipe connection shall consist of tee, nipple and couplers as approved by the Engineer. aw Section 7-08.3(2)J is an added new section: 7-08.3(2)J Placing PVC and CPEP Pipe In the trench, prepared as specified in Section 7-02.3(1)PVC pipe shall be laid beginning at the lower •m end, with the bell end upgrade. Pea gravel will be used as the bedding material and extend from 6" below the bottom of the pipe to 6" above the top of the pipe. When it is necessary to connect to a structure with a mudded joint a rubber gasketed concrete adapter-collar will be used at the point of connection. ur Section 7-08.3(2)K is an added new section: 87 7-08.3(2)K Connection to Existing Sanitary Sewers and Storm Drains The Contractor shall field locate, verify the size and invert elevation of existing pipes prior to construction. The Contractor shall also provide and install whatever adapter coupling is required to make proper connection in the case of dissimilar pipe. W 7-08.3(3) Backfilling Sanitary Sewer and Storm Drain Trenches Section 7-08.3 is supplemented with the following: to Backfill shall conform to the requirements noted on the plans. Select backfill is required where native material is not suitable as determined by the Engineer. Select backfill shall be per Section 9- 03.12(1)C to the base of the subgrade. The remaining depth shall be restored as noted on the plans. r To the maximum extent available, suitable material obtained from trench excavation shall be used for trench backfill. All material placed as trench backfill shall be free from rocks or stones larger than 8 inches in their greatest dimension,brush, stumps, logs,roots,debris and organic or other deleterious err materials. No stones or rock shall be placed in the upper three feet of trench backfill. Rock or stones within the allowable size limit incorporated in the remainder of fills shall be distributed so that they do not congregate or interfere with proper compaction. Backfill within paved areas shall be compacted to at least 95 percent of maximum dry density as determined by the modified proctor compaction test,ASTM D1557. This includes the foundation, backfill,and base course materials. Maximum lift thickness of backfill shall not exceed 24 inches • between the top of the bedding and 4 feet below grade and 12 inches from 4 feet below grade to the base of the subgrade. The Engineer may be on-site to collect soil samples and to test compaction. The Contractor shall provide site access at all times for compaction testing and sample collection. Areas of the trench which fail to meet the compaction requirements shall be removed and replace and re-compacted at the CONTRACTOR'S expense. The Contractor shall be responsible for any settlement of backfill, sub-base,and pavement which may occur during the period stipulated in the contract conditions. All repairs necessary due to settlement shall be made by the Contractor at his expense. Backfill in unimproved areas shall be compacted to at least 90 percent of maximum dry density as determined by the modified proctor compaction test,ASTM D1557. 7-08.3(5) Trench Restoration and Street Overlay Requirements (New Section) Contractor shall follow the City of Renton Trench Restoration and Street Overlay Requirements. These requirements are provided below: CITY OF RENTON TRENCH RESTORATION AND STREET OVERLAY REQUIREMENTS Amended April 4,2005 by Ordinance 5131 SECTION 1 PURPOSE The purpose of this code section is to establish guidelines for the restoration of City streets disturbed by installation of utilities and other construction activities. Any public or private utilities, general contractors,or others permitted to work in the public right-of-way will adhere to the procedures set forth in this policy. SECTION 2 DEFINITIONS Engineer: The term engineer shall denote the City project manager, inspector and/or plan reviewer, or their designated representative. SECTION 3 HOURS OF OPERATIONS 88 Hours for work within the roadway for asphalt overlays or trench restoration shall be as directed by the Traffic Control Plan requirements and as approved by the Traffic Operations Engineer. SECTION 4 APPLICATION •• 1. The following standards shall be followed when doing trench or excavation work within the paved portion of any City of Renton right-of-way. 2. Modifications or exemptions to these standards may be authorized by the w Planning/Building/Public Works Administrator,or authorized representative, upon written request by the permittee,their contractor or engineer and demonstration of an equivalent alternative. SECTION 5 INSPECTION The Engineer may determine in the field that a full street-width(edge-of-pavement to edge-of- pavement)overlay is required due to changes in the permit conditions such as, but not limited to the following: 1. There has been damage to the existing asphalt surface due to the contractor's equipment. 2. The trench width was increased significantly or the existing pavement is undermined or damaged. 3. Any other construction related activities that require additional pavement restoration. SECTION 6 CITY OF RENTON STANDARDS 1. All materials and workmanship shall be in accordance with the City of Renton Standard ,w and Supplemental Specifications(current adopted version)except where otherwise noted in these Standards. Materials and workmanship are required to be in conformance with standards for the Standard Specifications for Road,Bridge, and Municipal Construction prepared by the Washington State Chapter of the American Public Works Association .. (APWA)and the Washington State Department of Transportation(WSDOT)and shall comply with the most current edition, as modified by the City of Renton Supplemental Specifications. An asphalt paver shall be used in accordance with Section 5-04.3(3)of Standard Specifications.A"Layton Box"or equal may be used in place of the power- propelled paver. Rollers shall be used in accordance with Section 5-04.3(4)of the Standard Specifications. "Plate Compactors"and "Jumping Jacks"SHALL NOT be used in lieu of rollers. 2. Trench backfill and resurfacing shall be as shown in the City of Renton Standard Details, unless modified by the City Permit. Surfacing depths shown in the Standard Details are minimums and may be increased by the Engineer to meet traffic loads or site conditions. SECTION 7 REQUIREMENT FOR PATCHING,OVERLAY,OVERLAY WIDTHS •• All trench and pavement cuts shall be made by sawcut or by grinding. Sawcuts or grinding shall be a minimum of one foot(F)outside the trench width. The top two inches(2")of asphalt shall be ground down to a minimum distance of one foot(1')beyond the actual outside edges of the trench and shall be replaced with two inches(2")of Class B asphalt,per City of Renton Standards. At the discretion of the engineer, a full street width overlay may be required. Lane-width or a full street-width overlay will be determined based upon the location and length of the proposed trench within the roadway cross-section. Changes in field conditions may warrant implementation of additional overlay requirements. 1. Trenches(Road Crossings): a The minimum width of a transverse patch (road crossing)shall be six and one-half feet(6.5'). See City of Renton Standard Plan Drawing#HR—23 (SP Page: H032A). b Any affected lane will be ground down two inches(2")and paved for the entire width of the lane. c Patch shall be a minimum of one foot(1')beyond the excavation and patch length shall be a minimum of an entire traveled lane. 89 d If the outside of the trenching is within three feet(3')of any adjacent lane line,the entire adjacent traveled lane affected will be repaved e An area including the trench and one foot(1')on each side of the trench but not less than six and one half feet(6.5')total for the entire width of the affected traveled lanes will be ground down to a depth of two inches(2").A two-inch(2")overlay of Class i B asphalt will be applied per City standards. 2. Trenches Running Parallel With the Street: a The minimum width of a longitudinal patch shall be four and one-half feet(4.5'). See City of Renton Standard Plan Drawing #HR-05 (SP Page H032). b If the trenching is within a single traveled lane,an entire lane-width overlay will be required. c If the outside of the trenching is within three feet(3')of any adjacent lane line,the entire adjacent traveled lane affected will be overlaid. d If the trenching is greater than, or equal to 30%of lane per block(660-foot maximum block length), or if the total patches exceed 12 per block,then the lanes affected will be overlaid.Minimum overlay shall include all patches within the block section. e The entire traveled lane width for the length of the trench and an additional ten feet (10')at each end of the trench will be ground down to a depth of two inches(2").A two-inch(2")overlay of Class B will be applied per City standards. 3. Potholing: Potholing shall meet the same requirements as trenching and pavement restoration. Potholing shall be a minimum of one foot(1')beyond the excavation. All affected lanes will be ground down to a depth of two inches(2")and paved not less than six and one half feet(6.5')wide for the entire width of the lane. Potholes greater than five feet(5') in length,width or diameter shall be restored to trench restoration standards. In all cases, potholes shall be repaired per Renton Standard Plan#HR05 (SP Page H032). Restoration requirements utilizing vactor equipment will be determined by the engineer. SECTION 8 PAVEMENT REMOVAL IN LIEU OF GRINDING The contractor in all cases can remove the pavement in the replacement area instead of grinding out the specified two inches(2")of asphalt. Full pavement replacement to meet or exceed the existing pavement depth will be required for the area of pavement removal. SECTION 9 TRENCH BACKFILL AND RESTORATION CONSTRUCTION REQUIREMENTS 1. Trench restoration shall be either by a patch or overlay method, as required and indicated on City of Renton Standard Plans#HR-05, HR-23,and HR-22(SP Pages#H032,H032A, and H033). 2. All trench and pavement cuts,which will not be overlaid, shall be made by sawcut or grinding. Sawcuts shall be a minimum of two feet(2')outside the excavated trench width. � 3. All trenching within the top four feet(4')shall be backfilled with crushed surfacing materials conforming to Section 4-04 of the Standard Specifications. Any trenching over four feet(4') in depth may use materials approved by the Engineer or Materials Lab for backfilling below the four-foot(4')depth. If the existing material(or other material)is determined by the Engineer to be suitable for backfill,the contractor may use the native material,except that the top six inches(6") shall be crushed surfacing top course material. The trench shall be compacted to a minimum ninety-five percent(95%) no density,as described in Section 2-03 of the Standard Specifications. In the top six feet (6')of any trench,backfill compaction shall be performed in eight to 12-inch (8-12") lifts. Any trench deeper than six feet(6)may be compacted in 24-inch lifts,up to the top six- foot(6)zone. All compaction shall be performed by mechanical methods. The compaction tests may be performed in maximum four-foot(4')vertical increments. The test results shall be i given to the Engineer for review and approval prior to paving. The number and location of tests required shall be determined by the Engineer. i 90 r w 4. Temporary restoration of trenches for overnight use shall be accomplished by using MC mix(cold mix),Asphalt Treated Base(ATB),or steel plates,as approved by the Engineer. ATB used for temporary restoration may be dumped directly into the trench, bladed out and rolled. After rolling,the trench must be filled flush with asphalt to +� provide a smooth riding surface.If the temporary restoration does not hold up,the Contractor shall repair the patch within eight hours of being notified of the problem by the City. This requirement applies 24 hours per day, seven days a week. In the event that the City determines to repair the temporary patch, the contractor shall reimburse the City in an amount that is double the City's cost in repairing the patch,with the second half of the reimbursement to represent City overhead and hidden costs. 5. Asphalt Concrete Class E or Class B shall be placed to the compacted depth as required and indicated on City of Renton Standard Plans#HR-05,HR-23, and HR-22(SP Pages #H032, H032A, and H033)or as directed by the Engineer. The grade of asphalt shall be AR-4000W. The materials shall be made in conformance with Section 9-02.1(4)of the Standard Specifications. .. 6. Tack coat shall be applied to the existing pavement at edge of saw cuts and shall be emulsified asphalt grade CSS-1, as specified in Section 9-02.1(6)of the Standard Specifications.Tack shall be applied as specified in Section 5-04 of the Standard Specifications. "' 7. Asphalt Concrete Class E or Class B, shall be placed in accordance with Section 5-04 of the Standard Specifications; except those longitudinal joints between successive layers of asphalt concrete shall be displaced laterally a minimum of twelve inches(12"),unless .. otherwise approved by the Engineer. Fine and coarse aggregate shall be in accordance with Section 9-03.8 of the Standard Specifications. All street surfaces,walks or driveways within the street trenching areas shall be feathered .. and shimmed to an extent that provides a smooth-riding connection and expeditious drainage flow for the newly paved surface. Feathering and shimming shall not decrease the minimum vertical curb depth below four inches(4")for storm water flow. The Engineer may require additional grinding to increase the curb depth available for storm water flow in areas that are inadequate. Shimming and feathering, as required by the Engineer, shall be accomplished by raking out the oversized aggregates from the Class B mix as appropriate. Surface smoothness shall be per Section 5-04.3(13)of the Standard Specifications. The paving shall be corrected by removal and repaving of the trench only. Asphalt patch depths will vary based upon the streets being trenched. The actual depths of asphalt and the work to be performed shall be as required and indicated on City of Renton Standard Plans#HR-05,HR-23, and HR-22(SP Pages#H032,H032A, and H033). .. Compaction of all lifts of asphalt shall be a minimum ninety-two percent(92%)of density as determined by WSDOT Test Method 705. The number of tests required shall be determined by the Engineer. Testing shall be performed by an independent testing lab with the results being supplied to the Engineer. Testing is not intended to relieve the contractor from any liability for the trench restoration. It is intended to show the inspector, and the City,that the restoration meets these specifications. 8. All joints shall be sealed using paving asphalt AR-4000W. 9. When trenching within the unpaved roadway shoulder(s),the shoulder shall be restored to its original condition,or better. •� 10. The final patch or overlay shall be completed as soon as possible and shall not exceed fifteen 05)working_days after first opening the trench. This time frame may be adjusted if delays are due to inclement paving weather or other adverse conditions that may exist. However, delaying of final patch or overlay work is subject to the Engineer's approval. The Engineer may deem it necessary to complete the work within the fifteen (15) 91 .w r working day time frame and not allow any time extension. Should this occur,the r Contractor shall perform the necessary work, as directed by the Engineer. 11. A City of Renton temporary Traffic Control Plan(from Renton Transportation Engineering)shall be submitted and approved by the Engineer a minimum of three(3) working days prior to commencement of work. SECTION 10 REMOVAL OF UTILITY LOCATE MARKINGS FROM SIDEWALKS REQUIRED r The Permittee will be required to remove utility locate marks on sidewalks only within the Downtown Core Area. The permittee shall remove the utility locate marks within 14 days of job completion. nr 7-09 WATER MAINS 7-09.1 General Section 7-09.1 is supplemented by the following: "r Contractor shall maintain water flow through the system. The Contractor shall submit the design and location of bypass plan for maintaining water flow 2 days prior to preconstruction conference. 7-09.3(15)A Ductile Iron Pipe The first paragraph of Section 7-09.3(15)A is revised as follows: Long radius(500 feet or more)curves, either horizontal or vert ical,may be laid with standard pipe by deflecting the joints. If the pipe is shown curved in the Plans and no special fittings are shown, the Contractor can assume that the curves can be made by deflecting the joints with standard lengths of pipe. If shorter lengths are required, the Plans will indicate maximum lengths that can be used. The r amount of deflection at each pipe,joint when pipe is laid on a horizontal or vertical curve shall not exceed one half of the manufacturer's printed recommended deflections. 7-09.3(15)B Polyvinyl Chloride(PVC)Pipe(4 inches and Over) Section 7-09.3(15)B is supplemented as follows: Polyvinyl Chloride(PVC)Pipe shall not be used for water mains and appurtenances. The title and text of section 7-09.3(17)has been revised as follows: 7-09.3(17) Laying Ductile Iron Pipe and Fittings with Polyethylene Encasement ., The Contractor shall lay ductile iron pipe with a polyethylene encasement. Pipe and polyethylene encasement shall be installed in accordance with AWWA C 105. The polyethylene encasement shall also be installed on all appurtenances, such as pipe laterals, couplings, fittings, and valves, with 8 mil. polyethylene plastic in accordance with Section 4-5 of ANSI 21.5 orAWWAC105. The polyethylene wrap shall be tube type and black color. Any damage that occurs to the wrap shall be repaired in accordance with ANSI/AWWA C105/A21.5-93. • Installation of the polyethylene encasement shall be considered incidental to the installation of the pipe and no additional payment shall be allowed. r 7-09.3(19)A Connections to Existing Mains Section 7-09.3(19)A is revised and supplemented as follows: The Contractor may be required to perform the connection during times other than normal working hours. The Contractor shall not operate any valves on the existing system . Water system personnel will operate all valves on the existing system for the contractor when required. No work shall be performed on the connections unless a representative of the water department is r present to inspect the work. it 92 «w When not stated otherwise in the special provisions or on the plans all connections to existing water mains will be done by City forces as provided below: City Installed connections: 1. Connections to existing piping and tie-ins are indicated on the drawings. The contractor must verify all existing piping, dimensions, and elevations to assure proper fit. 2. Connections to the existing water main shall not be made without first making the necessary arrangements with the Engineer in advance. A two-week advance notice shall be required for each connection which requires a cutting of the existing water mains or a shut-down of the existing water mains. The City reserves the right to re-schedule the connection if the work area is not ready at the scheduled time for the connection. Work shall not be started until all the materials, equipment and labor necessary to properly complete the work are assembled on site. "' The Contractor shall provide all saw-cutting, removal and disposal of existing surface improvements, excavation, haul and disposal of unsuitable materials, shoring, de-watering, foundation material, at the connection areas before the scheduled time for the connection by ,r, the City. The Contractor shall provide all materials necessary to install all connections as indicated on the construction plans, including but not limited to the required fittings, couplings,pipe spools, shackle materials to complete the connections. The Contractor shall provide and install concrete blocking, polywrap the piping at the connections, backfill and +w surface restoration at the locations shown on the plans for the connections to the existing water mains. The City will cut the existing main and assemble all materials. Section 7-09.3(21)has been supplemented by adding the following: 7-09.3(21) Concrete Thrust Blocking and Dead-Man Block Provide concrete blocking at all hydrants, fittings and horizontal or vertical angle points. Conform to The City of Renton standard details for general blocking, and vertical blocks herein. All fittings to be blocked shall be wrapped with 8-mil polyethylene plastic. Concrete blocking .w shall be properly formed with plywood or other acceptable forming materials and shall not be poured around joints. The forms shall be stripped prior to backfilling. Joint restraint (shackle rods),where required, shall be installed in accordance with section 7-11.3(15). Provide concrete dead-man blocks at locations shown on the plans. The dead-man block shall include reinforcing steels,shackle rods, installation and removal of formwork. Blocking shall be commercial concrete (hand mixed concrete is not allowed) and poured in place. 7-09.3(23) Hydrostatic Pressure Test �. Section 7-09.3(23) is supplemented and revised as follows: A hydrant meter and a back flow prevention device will be used when drawing water from the City system. These may be obtained from the City by completing the required forms and making required security deposits. There will be a charge for the water used. Before applying the specified test pressure, air shall be expelled completely from the pipe, valves and hydrants. If permanent air vents are not located at all high points, the contractor shall install corporation cocks at such points so that the air can be expelled as the line is filled with water. After all the air has been expelled, the corporation cocks shall be closed and the test pressure applied. At the conclusion of the pressure test,the corporation cocks shall be removed and plugged. 93 r r� The quantity of water required to restore the pressure shall be accurately determined by either 1) pumping from an open container of suitable size such that accurate volume measurements can be made by the Owner or,2)by pumping through a positive displacement water meter with a sweep unit pumping through a positive displacement water meter with a sweep unit hand registering • 1 gallon per revolution.The meter shall be approved by the Engineer. Acceptability of the test will be determined by two factors,as follows: r 1. The quantity of water lost from the main shall not exceed the number of gallons per hour as listed in the following table. 2. The loss in pressure shall not exceed 5 psi during the 2 hour test period. r All water used to perform hydrostatic pressure shall be charged a usage fee. Allowable leakage per 1000 ft.of pipeline* in GPH Nominal Pipe Diameter in inches • PSI 6" 8" 10" 12" 16" 20" 24" 450 0.95 1.27 1.59 1.91 2.55 3.18 3.82 400 0.90 1.20 1.50 1.80 2.40 3.00 3.60 • 350 0.84 1.12 1.40 1.69 2.25 2.81 3.37 275 0.75 1.00 1.24 1.49 1.99 2.49 2.99 250 0.71 0.95 1.19 1.42 1.90 2.37 2.85 225 0.68 0.90 1.13 1.35 1.80 2.25 2.70 • 200 0.64 0.85 1.06 1.28 1.70 2.12 2.55 *If the pipeline under test contains sections of various diameters, the allowable leakage will be the sum of the computed leakage for each size For those diameters or pressures not listed, the formula below shall be used: The quantity of water lost from the main shall not exceed the number of gallons per hour as determined by the formula • L=NDNFP 7400 r in which: L= Allowable leakage,gallons/hour N=No.of joints in the length of pipeline tested D= Nominal diameter of the pipe in inches P=Average test pressure during the leakage test,psi The paragraph stating that "There shall not be an appreciable or abrupt loss in pressure during _ the 15 minute test ep riod."Is deleted. Section 7-09.3(24)A shall be revised and supplemented as follows: (******) • 7-09.3(24)A Flushing and "Poly-pigging" Sections of pipe to be disinfected shall first be poly-pigged to remove any solids or contaminated material that may have become lodged in the pipe. If the main cannot be "poly-pigged", then a tap shall be provided large enough to develop a velocity of at least r 2.5 fps in the main. The "Poly-pig" shall be equal to Girard Industries Aqua-Swab-AS, 2lb/cu-ft density foam with 90A durometer urethane rubber coating on the rear of the "Poly-pig" only. The "Poly- pig" shall be cylinder shaped with bullet nose or squared end. The paragraph stating: "Where dry calcium hypochlorite is used for disinfection of the pipe, r flushing shall be done after disinfection." is deleted. r 94 • .. am Dechlorination of all water used for disinfection shall be accomplished in accordance with the City's standard detail. Water containing chlorine residual in excess of that carried in the existing water system, shall not be disposed into the storm drainage system or any water way. 7-09.3(24)D Dry Calcium Hypochlorite Section 7-09.3(24)D has been replaced with: Dry calcium hypochlorite shall not be placed in the pipe as laid. 7-09.3(24)K Retention Period Section 7-09.3(24)K has been revised as follows: Treated water shall be retained in the pipe at least 24 hours but no long than 48 hours.After this period, the chlorine residual at pipe extremities and at other representative points shall •• be at least 25 mg/l. 7-09.3(24)N Final Flushing and Testing Section 7-09.3(24)N has been revised as follows: aw Before placing the lines into service, a satisfactory report shall be received from the local or State health department or an approved testing lab on samples collected from representative points in the new system. Samples will be collected and bacteriological tests obtained by the Engineer. Section 7-09.3(25) is a new additional section: 7-09.3(25) Joint Restraint Systems General: Where shown on the plans or in the specifications or required by the engineer, joint restraint system (shackle rods) shall be used. All joint restraint materials used shall be those manufactured by star national products, 1323 Holly avenue PO box 258, Columbus Ohio 43216, unless an equal alternate is approved in writing by the engineer. Materials: .,� Steel types used shall be: High strength low-alloy steel(cor-ten),ASTM A242,heat-treated, superstar"SST" series. +� High strength low-alloy steel(cor-ten),ASTM A242, superstar"SS" series. Items to be galvanized are to meet the following requirements: "` ASTM A153 for galvanizing iron and steel hardware. ASTM A123 for galvanizing rolled, pressed and forged steel shapes. Joint restrainer system components: Tiebolt: ASTM A242, type 2, zinc plated or hot-dip galvanized. SST 7:5/8" for 2" and 3" mechanical joints, 3/4" for 4" to 12" mechanical joints, ASTM A325, type 3D, except tensile strength of full-body threaded section shall be increased to 40,000 lbs. minimum for 5/8" and 60,000 lbs. minimum for 3/4" by heat treating (quenching and tempering) to manufactures reheat and hardness specifications. SST 753: 3/4" for 14" to 24" mechanical joints. same ASTM specification as SST 7. SST 77: 3/4" same as SST 7, except l" eye for 7/8" rod. same ASTM specification as SST 7. 95 w r .r Tienut: heavy hex nut for each tiebolt: SS8: 5/8" and 3/4",ASTM A563, grade C3, or zinc plated. S8: 5/8" and 3/4",ASTM A563, grade A,zinc plated or hot-dip galvanized Tiecoupling: used to extend continuous threaded rods and are provided with a center stop to r aid installation, zinc plated or hot-dip galvanized. SS10: for 5/8" and 3/4" tierods,ASTM A563, grade C3. S 10: for 5/8" and 3/4"tierods,ASTM A563, grade A. Tierod: continuous threaded rod for cutting to desired lengths, zinc plated or hot-dip " galvanized. SS 12: 5/8" and 3/4" diameter,ASTM A242, type 2;ANSI B 1.1. S12: 5/8" and 3/4" diameter,ASTM A36,A307. Tiewasher: round flat washers, zinc plated or hot-dip galvanized. SS17: ASTM A242, r F436. S17:ANSI B18.22.1. Installation: • Install the joint restraint system in accordance with the manufactures instructions so all joints are mechanically locked together to prevent joint separation. Tiebolts shall be installed to pull against the mechanical joint body and not the MJ follower. Torque nuts at r 75-90 foot pounds for 3/4"nuts. Install tiecouplings with both rods threaded equal distance into tiecouplings. Arrange tierods symmetrically around the pipe. r Pipe Diameter Number of 3/4" Tie Rods Required 4"...........................2 6"...........................2 8"...........................3 10"..........................4 12"..........................6 a. 1411..........................8 16"..........................8 18"..........................8 20 11..........................10 .r 24 11..........................14 30"..........................(16-7/8"rods) 3611..........................(24-7/8"rods) • Where a manufactures mechanical joint valve or fitting is supplied with slots for "T" bolts instead of holes, a flanged valve with a flange by mechanical joint adapter shall be used instead, • so as to provide adequate space for locating the tiebolts. Where a continuous run of pipe is required to be restrained, no run of restrained pipe shall be greater than 60 feet in length between fittings. Insert long body solid sleeves as required on longer runs to keep tierod lengths to the 60 foot maximum. Pipe used in continuously restrained runs shall be mechanical joint pipe and tiebolts shall be installed as rod guides at each joint. Where poly wrapping is required all tiebolts, tienuts, tiecouplings, tierods, and tiewashers, shall • be galvanized. All disturbed sections will be painted, to the inspector's satisfaction, with koppers bitomastic no. 300-m,or approved equal. Where poly wrapping is not required all tiebolts, tienuts, tiecouplings, tierods and tiewashers M may be galvanized as specified in the preceding paragraph or plain and painted in the entirety with koppers bitumastic no. 800-m, or approved equal. Tiebolts, tienuts, tiecouplings, tierods, and tiewashers shall be considered incidental to installation of the pipe and no additional payment shall be made. • 96 r .w 7-12 VALVES FOR WATER MAINS a 7-12.3(1) Installation of Valve Marker Post Section 7-12.3(1)has been revised as follows: Where required, a valve marker post shall be furnished and installed with each valve. Valve marker posts shall be placed at the edge of the right-of-way opposite the valve and be set with 18 inches of the post exposed above grade. The rest of this section is deleted. Section 7-12.3(2)is a new section: 7-12.3(2) Adjust Existing Valve Box to Grade Valve boxes shall be adjusted to grade in the same manner as for manholes, as detailed in Section 7-05.3(1) of the Renton Standards. Valve box adjustments shall include, but not be limited to,the locations shown on the Plans. Existing roadway valve boxes shall be adjusted to conform to final finished grades. The final installation shall be made in accordance with the applicable portions of Section 7-12. Adjustment of existing valve boxes to grade shall be considered incidental. In the event that the existing valve box is plugged or blocked with debris, the Contractor shall use whatever means necessary to remove such debris, leaving the valve installation in a fully operable condition. The valve box shall be set to an elevation tolerance of one-fourth inch (1/4") to one-half inch (1/2")below finished grade. 7-14 HYDRANTS 7-14.3(1) Setting Hydrants Paragraph four and five of Section 7-14.3(1) is revised and the section is supplemented as follows: After all installation and testing is complete, the exposed portion of the hydrant shall be painted with two field coats.The type and color of paint will be designated by the Engineer. Any hydrant not in service shall be identified by covering with a burlap or plastic bag approved by the Engineer. Hydrants shall be installed in accordance with AWWA specifications C600-93, Sections 3.7 and 3.8.1 and the City of Renton standard details. Hydrant and guard posts shall be painted in accordance with the water standard detail. Upon completion of the project, all fire hydrants shall be painted to The City of Renton specifications and guard posts painted with two coats of *r preservative paint NO. 43-655 safety yellow or approved equal. Fire hydrants shall be of such length as to be suitable for installation with connections to 6", 8"AND 10" piping in trenches 3 - 1/2 feet deep unless otherwise specified. The hydrant shall be designed for a 4-1/2 foot burial where 12"and larger pipe is shown unless otherwise noted on the plan. Fire hydrant assembly shall include: cast-iron or ductile iron tee (MJ x FL), 6" gate valve (FL x MJ), 6" DI spool (PE x PE), 5-1/4" MVO fire hydrant (MJ connection), 4" x 5" Stortz adapter, 97 • cast iron valve box and cover, 3/4" shackle rods and accessories, concrete blocks and two • concrete guard posts(only if hydrants are outside right-of-way). Joint restraint(Shackle Rods) shall be installed in accordance with Section 7-11.3(15). 7-14.3(3) Resetting Existing Hydrants Section 7-14.3(3) is supplemented by adding the following: All hydrants shall be rebuilt to the approval of the City (or replaced with a new hydrant). All • rubber gaskets shall be replaced with new gaskets of the type required for a new installation of the same type. • 7-14.3(4) Moving Existing Hydrants Section 7-14.3(4)is supplemented by adding the following: All hydrants shall be rebuilt to the approval of the City(or replaced with a new hydrant). All W rubber gaskets shall be replaced with new gaskets of the type required for a new installation of the same type. • 7-17 SANITARY SEWERS 7-17.1 Description r Section 7-17.1 is supplemented with the following: Contractor shall maintain sewage flow through the system. The Contractor shall submit a bypass plan for maintaining sewage flow 2 days prior to Preconstruction Conference. The Contractor shall .� anticipate peak flows to be in the range of 500— 1,000 gpm. 7-17.2 Materials Section 7-17.2 is supplemented with the following: The Contractor shall submit product data for pipe and fittings for sanitary sewer two weeks prior to r installation. Pipe for sanitary sewer shall be PVC meeting the requirements of specification section 9-05.12(1) (SDR 35). All pipe shall be clearly marked with type, class, and thickness. Lettering shall be legible and permanent under normal conditions of handling and storage. r 7-17.2(1) Steel Casing Pipe(New Section) Steel casing pipe shall be 14-inch outside diameter, 0.375-inch wall thickness. Steel casing pipe shall meet the requirements of ASTM A53. Pipe shall be one piece. Finish shall be hot dip galvanized. 7-17.2(2) Fittings (New Section) 7-17.2(2)A Casing Spacers Casing spacers shall be bolt-on style with a two piece solid shell made from T-304 stainless steel of a minimum 14-gauge thickness. The shell shall have a 0.090-inch thick PVC liner that • overlaps the edges of the shell. Runners shall be of ultra-high molecular weight polymer. Runners shall be sized and positioned to facilitate installation of the pipe within the casing pipe • 98 r and to support the weight of the pipe and its contents. A minimum of three supports shall be equally spaced on each pipe. Casing spacers shall be Cascade Waterworks Model CCS or equivalent as determined by the Engineer. +r 7-17.2(2)B Casing End Seals Steel casing end seals shall be rubber, Cascade Model CCES End Seals or equivalent, as determined by the Engineer. 7-17.3(1) Protection of Existing Sewerage Facilities Section 7-17.3(1)is supplemented by adding the following: When extending an existing sewer, the downstream system shall be protected from construction debris by placing a screen or trap in the first existing manhole downstream of the connection. It shall be the contractor's responsibility to maintain this screen or trap until the new system is �.. placed in service and then to remove it. Any construction debris which enter the existing downstream system, shall be removed by the contractor at his expense, and to the satisfaction of the Engineer. When the first manhole is set, its outlet shall be plugged until acceptance by the Engineer. 7-17.3(2)H Television Inspection Section 7-17.3(2)H is replaced with the following: ~ The Engineer will require that all sanitary sewer lines be inspected by the use of a television camera before final acceptance. The costs incurred in making the initial inspection will be borne by the owner of the sanitary sewer. The Contractor shall bear all costs incurred in correcting ,., any deficiencies found during television inspection including the cost of any additional television inspection that may be required by the Engineer to verify the correction of said deficiency. The Contractor shall be responsible for all costs incurred in any television inspection performed solely for the benefit of the Contractor. The video inspection shall be done after the manholes have been channeled and the line cleaned and flushed. The video inspection shall be done with a minimum flow of water in the pipe and inspected in the direction of the flow unless otherwise directed by the Engineer. The camera shall have rotational capabilities and be used by the operator to view up each side sewer connection and provide best views of any non-conforming items. aw Once the television inspection has been completed the contractor shall submit to the Engineer the written reports of the inspection plus the video tapes. Said video tapes are to be in color and compatible with the City's viewing and recording systems. The City system accepts 1/2" wide •• high density VHS Tapes. The tapes shall be run at standard speed SP (1 5/16 I.P.S.). The Contractor shall use TV inspection report forms as considered industry standard and as approved by the Owner, and provide completed forms and video tapes of the completed TV inspection to the Owner. The costs incurred by the Contractor will be covered by the bid item for such television inspections, and all costs associated with the initial inspection and any requested additional inspections shall be included. 8-01 EROSION CONTROL AND WATER POLLUTION CONTROL 8-01.3(2)B Seeding and Fertilizing •• 8-01.3(2)B is supplemented with the following: a. 99 r Grass seed, of the composition shown on the plans, shall be applied at the rates and locations r shown on the Plans and all areas requiring roadside seeding within the project: 8-02 ROADSIDE RESTORATION r 8-02.1 Description Section 8-02.1 is supplemented by the following: r This work consists of site preparation, including clearing and grubbing; applying herbicide in specified locations; furnishing and incorporating compost; furnishing and placing biodegradable mulch mat and mulch in specified locations; and furnishing and planting container plants, balled and r burlapped plants, and live stakes, in accordance with these Specifications and as shown in the Plans or as directed by the Engineer. All areas within the Planting Area Boundary shown on the Plans shall be hydroseeded unless .� otherwise directed by the Engineer. The seeding may be accomplished by approved hand methods when impractical to do by hydroseeding. The Contractor shall submit the proposed plan for hand seeding to the Engineer for approval five days prior to any seeding. Trees, shrubs, and live stakes, will hereinafter be referred to collectively as "plants" or "plant material." r 8-02.2 Materials Section 8-02.2 is supplemented by the following: r Mulch Mat Mulch mat shall be biodegradable coir material,min. 20"x 20"and min. 0.4"thick. Product shall be rated to last 2 years. Install according to Manufacturer's instructions. Install stakes or staples per ,w manufacturer's instructions to ensure mulch mat stays in place. Place mulch mat so that it is parallel, lengthwise,to the stream. Place panels so that the upstream panel overlaps the downstream panel. r Bark Mulch Bark mulch shall meet the requirements of sections 9-14.4 and 9-14.4(3) r Water The Contractor shall make, at the Contractor's expense, whatever arrangements may be necessary to r ensure an adequate supply of water required for hydroseeding and roadside planting.All costs shall be incidental to and included in the bid items involved and no additional compensation shall be made. The Contractor shall also furnish all necessary hose, equipment, attachments and accessories for the adequate irrigation of planted and seeded areas as may be required to complete the work as specified. 8-02.3 Construction Requirements 8-023(1) Responsibility During Construction r Section 8-02.3(1)is supplemented by the following: Throughout planting operations, the Contractor shall keep the premises clean, free of excess soils, r plants, and other materials, including refuse and debris, resulting from the Contractor's work. At the end of each work day, and as each planting area is completed, premises shall be neatly dressed, and all surrounding walks and paved areas shall be cleaned to the satisfaction of the Engineer.No flushing r 100 err will be allowed.At the conclusion of work, the Contractor shall remove surplus soils, materials, and debris from the construction site and shall leave the project in a condition acceptable to the Engineer. Plant materials shall be transported to their final location with care. Branches shall be tied back if necessary and bark shall be protected with burlap to prevent damage to them from chafing by ropes and wires. Plants shall not be dragged along the ground, but shall be properly placed in a manner that provides complete protection for the roots and branches. Planting of trees shall be accomplished after ,.. all major construction has been completed,during normal periods for such work,as determined by the season,weather,and accepted practice. Plants shall not be pruned before delivery. Trees that have a damaged leader will be rejected. Trees with abrasion of the bark, sunscalds, disfiguring knots, or fresh cuts of limbs over 0.75-inch that have not completely healed or callused, will be rejected. Pruning shall be completed after budding or new growth appears Inspection and acceptance of all stock prior to planting is mandatory and the Engineer reserves the right to reject any or all plant material at any time until final acceptance. The Contractor shall have sole responsibility for the maintenance and appearance of the roadside restoration. 8-023(2) Roadside Work Plan .. Section 8-02.3(2)is supplemented by the following: Before starting any work described in Sections 8-02 and 8-03, the Contractor shall submit a roadside +. work plan for approval by the Engineer. The roadside work plan shall define, in narrative form, the work necessary to provide all contract requirements, including: planting area preparation, seeding, planting,plant replacement,watering, and weed control. The Work Plan shall be submitted to the Engineer at least one week prior to initiating proposed work. The Contractor must submit, as part of the Work Plan, the intent to use chemical herbicides to the Engineer for approval prior to use. 8-02.3(2)A Chemical Pesticides Section 8-02.3(2)A is supplemented by the following: Chemical Pesticide shall be approved for use in aquatic areas. The herbicide must be approved by the Engineer before application and shall be applied according to manufacturer's specifications. ` Within 5 days following clearing and grubbing, herbicide shall be applied to all areas within the Planting Area that are above ELEV. 15'. The Contractor will notify the Engineer 10 calendar days in advance of herbicide application,the type of herbicide and any additives to be used, and ,., the rate of herbicide application. Herbicide will be applied so that it will not drift, or show signs of drift, outside the designated application area. At all times, protect existing plants to remain from herbicide drift. The applicator will avoid spraying during windy conditions; if windy conditions persist,the applicator will use a large droplet size and low tank pressure and will use .. a movable impermeable barrier while spraying to protect against drift. 8-023(3) Planting Area Weed Control Section 8-02.3(3)is supplemented by the following: All Planting Areas, as shown on the Plans, shall be prepared so that they are weed and debris free at r the time of planting and until completion of the project. 101 r .0 8-0230 Planting Area Preparation r Section 8-02.3(5)is supplemented by the following: The costs of removing all excess material and debris shall be considered incidental to and included in the unit contract prices of other items in this contract. After grading, clearing and grubbing, and herbicide application, and prior to planting, the entire planting area above ELEV. 15'shall be covered with compost. The compost shall be Fine Compost as +� described in Section 9-14.4(8). Prior to incorporation of compost, the application and incorporation methods shall be approved by the Engineer. The Contractor shall notify the Engineer a minimum of five working days prior to the start of compost work. Compost shall not be placed when a condition exists, such as frozen soil, that may be detrimental to successful application, incorporation or soil structure. Compost shall be uniformly and evenly placed in all designated areas to a thickness of 3 inches. After placement of compost, the Contractor shall incorporate the layer uniformly into the existing soil to a .. depth of 6 inches. Following incorporation, lightly compact soil and establish a smooth and uniform finished grade that protects against obstruction to surface drainage and ponding. Prepared soil shall be inspected and approved by the Engineer prior to the placement of mulch mat. ,r After incorporation of compost, biodegradable mulch mat shall be installed throughout the planting area above ELEV 15'and on slopes of 2 horizontal to 1 vertical. Following installation of mulch mat, planting area above ELEV. 15'shall be covered in 3 inch depth shredded bark mulch. r 8-023(7) Layout of Planting Section 8-02.3(7)is supplemented by the following: The Contractor is responsible for confirming final quantities of plants to complete the Planting Plan as shown. The Contractor shall coordinate the final location for all plants with the Engineer prior to site delivery. The Contractor shall neither deliver to the site nor install plants until authorized by the Engineer. The Engineer shall reserve the option of selecting and inspecting plant material at the nursery. The Contractor shall provide the Engineer with at least one-week notice prior to preparing plants for shipping. The Engineer shall stake the boundaries of the planting areas. The Contractor shall place plantings starting from the lowest elevation (along the creek bank) and progressing uphill. Any field adjustments for plant layout shall be approved by the Engineer. The Engineer will make the field measurements necessary to calculate and verify quantities for payment. 8-023(8) Planting Section 8-02.3(8)is supplemented by the following: Plants shall be installed no sooner than 14 days after application of herbicide. r Cut center hole in mulch mat to ensure that mulch mat is not in contact with stem(s)or plant. When performing the following work do not injure the root system. Do not overexcavate planting pit depth,however,overexcavation of planting pit width is desirable. .r 102 r Trees shall be handled by the rootball, not by the trunk. Burlap and wire shall remain intact until trees are set in their final positions within each planting pit. Remove all wire,twine and burlap from the top half of the rootball before backfilling. Plant trees and shrubs upright. Hold plant rigidly in position until topsoil has been backfilled and tamped firmly around the ball or roots. r 8-023(10) Fertilizers Section 8-02.3(10)is replaced by the following: w. No fertilizer will be applied. 8-023(11) Bark or Wood Chip Mulch Section 8-02.3(11)is supplemented by the following: Three-inch depth of shredded bark mulch shall be applied on top of Mulch Mat in all areas above ELEV. 15', as shown on the plans.Any contamination of the mulch due to the Contractor's operations shall be corrected to its former condition at the Contractor's expense. Mulch shall be feathered to the base of each plant. Thoroughly water and hose down plants with a fine spray to wash the leaves of the plants immediately after application. All plant crowns and stems shall be free of mulch. Mulch placed to a thickness greater than specified shall be at no additional cost to the Contracting Agency. 8-023(12) Completion of Initial Planting Section 8-02.3(12)is supplemented by the following: When the Contractor feels initial planting is complete, the Contractor shall notify the Engineer and request an inspection, after which, the Engineer will make an inspection and prepare a list of all planting items which remain to be completed. The Contractor shall then complete or correct all items identified by the Engineer within fifteen (15) working days and request another inspection. The Engineer shall then provide the Contractor with written, notification of acceptance of initial planting at which point the plant establishment period shall begin. The Contractor shall continue to maintain all plantings until such notification has been provided. Completion of initial planting includes the following 1. Installation of all required planting materials (trees, stakes, shrubs, and seeded .. areas). 2. Planting area cleanup. ... After the Engineer approves the planting activities, the seed mix shall be hydroseeded throughout the Planting Areas, as shown on the Plans. The seed mix will be as shown on the plans. Hydroseeding shall be according to Section 8-01.3(2)B Seeding and Fertilizing. 8-023(13) Plant Establishment Section 8-02.3(13) is supplemented by the following: It shall be the Contractor's responsibility to maintain all the landscaped area of this contract from the time of installation until the project is completed and accepted by the Engineer as complete throughout the 1-year guarantee period. During this time, all plant material shall be watered, pruned, sprayed, and otherwise maintained and protected to maintain survival during the 1-year guarantee period. Rejected plant materials shall be replaced. Plant material for replacement shall be inspected and approved as equal plant material prior to replacement being made. Acquisition of replacements shall be the responsibility of the Contractor and entirely at its expense, with replacements to be made 103 r normally during the planting season. This shall include, but is not limited to labor and materials r necessary for removal and replacement of any rejected plant material planted under this contract. The contractor shall replace all plants stolen or damaged by the acts of others. All plants shall be guaranteed by the Contractor to remain in a vigorous, healthy condition from the r time of planting until the completion of the 1-year plant establishment period. Loss, deterioration, damage, or disturbance of plant material for any reason, as determined by the Engineer, may be cause for rejection. Such deterioration shall include-but not be limited to-substantial dieback of branches r resulting in a deficiency of foliage or improper balance of branching. Dead plants shall be removed as directed by the Engineer,who shall record plants removed. Plantings Areas shall be properly protected against harm from wind, unusual weather, and the public. r Special planting techniques, defoliating, wilt proofing, or spray misting may be required for unseasonable planting, prolonged periods of drought, etc. No work shall be performed in, over, or adjacent to planting areas without proper protection and safeguards. r 8-023(14) Plant Replacement Section 8-02.3(14) is supplemented by the following: (******) M The Contractor shall be responsible for growing or providing enough plants for replacement of all plant material rejected through first year plant establishment. All rejected plant material shall be replaced at dates approved by the Engineer. All replacement plants shall be of the same species and quality as the plants they replace. Plants may vary in size reflecting one season of growth should the Contractor elect to hold plant material under nursery conditions for an additional year to serve as replacement plants. 8-03 IRRIGATION i 8-03.1 Description Section 8-03.1 is replaced by the following: (******) During the one year plant establishment period, Contractor shall include a watering program for trees and shrubs between May 15 through September 15 for the first year after the installation of the plants. The program will include delivery of two (2) gallons of water per week per each 1 gallon and 2 gallon tree or shrub. Watering shall be accomplished by hand. If weekly rainfall exceeds one-half(0.5) inches in the City of Renton, as measured by the National Weather Service, no water is required for the weeks in which these conditions occur during the watering period. Arrangements necessary to ensure an adequate water supply to meet the needs of this contract shall be made at the Contractor's expense. Contractor shall furnish all labor as well as all necessary equipment, materials, .. accessories for adequate truck or hand watering of the planted areas. Watering shall be incidental to the cost of the plants. r 8-13 MONUMENT CASE 8-13.3 Construction Requirements Paragraph 3 of Section 8-13.3 is revised and supplemented as follows: r 104 r WA When existing monuments will be impacted by a project, the Contractor shall be responsible for assuring that a registered surveyor references the existing monuments prior to construction. After construction is complete, the monuments shall be re-established by the surveyor in accordance with RCW58.09.130. All costs for surveying and resetting existing monuments impacted by construction .� shall be considered incidental to the contract unless specifically called out to be paid as a bid item. 8-14 CEMENT CONCRETE SIDEWALKS w 8-14.3(4) Curing Section 8-14.3(4) is replaced with: The curing materials and procedures outlined in Section 5-05.3(13) of the Standard Specifications shall prevail, except that white pigmented curing compound shall not be used on .• sidewalks. The curing agent shall be applied immediately after brushing and be maintained for a period of 5 days. The Contractor shall have readily available sufficient protective covering, such as waterproof paper or plastic membrane, to cover the pour of an entire day in the event of rain or other unsuitable weather. During the curing period, all traffic, both pedestrian and vehicular, shall be excluded. Vehicular traffic shall be excluded for such additional time as the Engineer may specify. The Contractor shall be responsible for barricading,patrolling, or otherwise protecting the newly placed concrete to prevent damage. Damaged, vandalized, discolored, stained, or unsightly concrete shall be removed and replaced at the expense of the Contractor. 8-17 IMPACT ATTENUATOR SYSTEMS 8-17.5 Payment .. Section 8-17.5 is supplemented by the following: If no pay item is included for temporary impact attenuators then all costs to provide and install shall be considered a part of the pay item for"Traffic Control." r 105 r r 8-20 ILLUMINATION,TRAFFIC SIGNAL SYSTEMS,AND ELECTRICAL 8-20.2(1) Equipment List and Drawings Paragraphs four of Section 8-20.2(1)are revised and supplemented with the following: The Contractor shall submit for approval six sets of shop drawings for each of the following types of standards called for on this project: 1. Light standards with or without pre-approved plans. r 2. Signal standards with or without pre-approved plans. 3. Combination Signal and lighting standards. 4. Metal Strain Poles. r Paragraph five of Section 8-20.2(1) is deleted. Paragraph six of Section 8-20.2(1) is deleted. r Section 8-20.2(1)is supplemented as follows: The Contractor also shall submit either on the signal standard shop drawings or attached to the signal standard shop drawings all dimensions to clearly show the specific mast arm mounting height and signal tenon locations for each signal pole to be installed. 8-22 PAVEMENT MARKING r 8-22.1 Description r.r The following item in Section 8-22.1 is revised as follows: Crosswalk Stripe A SOLID WHITE line, 8 inches wide and 10-feet long, installed parallel to another crosswalk stripe and parallel to the direction of traffic flow and centered in pairs on lane lines and the center of lanes. See detail sheet. Skip Center Line(Replacement) A BROKEN YELLOW line 4 inches wide. The broken or"skip" pattern shall be based on a 24-foot unit consisting of a 9-foot line and a 15-foot gap. Skip center strip is used as center line delineation on two-lane or three-lane,two-way highways. Double Yellow Center Line(Replacement) Two SOLID YELLOW lines, each 4 inches wide, separated by a 4-inch space. Double yellow center stripe is used as center line delineation on multilane,two-way highways and for channelization. Approach Line(New) A SOLID WHITE line, 8 inches wide, used to separate left and right turning movements from through movements,to separate high occupancy vehicle lanes from general purpose lanes,for islands, hash marks, and other applications. Hash mark stripes shall be placed on 45-degree angle and 10 feet apart. Lane Line(Replacement) A BROKEN WHITE line, 4 inches wide, used to delineate adjacent lanes traveling in the same direction.The broken or"skip" pattern shall be based on a 24-foot unit consisting of a 9-foot line and a 15-foot gap. Two Way Left Turn Line(Replacement) A SOLID YELLOW line, 4 inches wide, with a BROKEN YELLOW line, 4 inches wide, separated by a 4-inch space. The broken or"skip" pattern shall be based on a 24-foot unit consisting of a 9-foot r r 106 r line and a 15-foot space.The solid line shall be installed to the right of the broken line in the direction M° of travel. Crosswalk Line(Replacement) .. A SOLID WHITE line, 8 inches wide and 10 feet long, installed parallel to another crosswalk stripe and parallel to the direction of traffic flow and centered in pairs on lane lines and the center of lanes. See detail sheet. Stop Line(Replacement) A SOLID WHITE line 12, 18, or 24 inches wide to match existing. 8-22.3(5) Installation Instructions Section 8-22.3(5) is revised as follows: (******) A manufacturer's technical representative need not be present at the initial material installation aw to approve the installation procedure. 9-03 AGGREGATES 9-03.8(2) HMA Test Requirements Section 9-03.8(2)is supplemented with the following: (******) ESAL's The number of ESAL's for the design and acceptance of the HMA shall be *** $$1$$ *** million. 9-03.8(7) HMA Tolerances and Adjustments Item 1 is deleted and replaced with: 1. Job Mix Formula Tolerances. After the JMF is determined as required in 5-04.3(7)A, the constituents of the mixture at the time of acceptance shall conform to the following tolerances: Nonstatistical Commercial Evaluation Evaluation Aggregate,percent passing 1",3/0", 'h",and 3/8"sieves ±6% ±8% U.S.No. 4 sieve ±6% ±8% U.S.No. 8 sieve ±6% ±8% U.S.No. 16 sieve ±4% ±6% U.S.No. 30 sieve ±4% ±6% r U.S.No. 50 sieve ±4% ±6% U.S.No. 100 sieve ±3% ±5% U.S.No.200 sieve ±2.0% ±3.0% °1 Asphalt Binder ±0.5% ±0.7% VMA 1.5% below minimum value in 9-03.8(2) VIA min. and max. as listed in 9-03.8(2) Va 2.5%minimum and 5.5%maximum +• These tolerance limits constitute the allowable limits as described in Section 1-06.2. The tolerance limit for aggregate shall not exceed the limits of the control points section, except the tolerance limits for sieves designated as 100%passing will be 99-100. i 107 9-03.12(2) Gravel Backfill for Walls �. Section 9-03.12(2)is replaced with the following: Gravel backfill for walls shall consist of free draining granular materials,essentially free from various • types of wood waste or other extraneous or objectionable materials. It shall meet the following requirements for grading and quality when placed in hauling vehicles for delivery to the roadway or during manufacture and placement into a temporary stockpile. The exact point of acceptance will be • determined by the Engineer. nr Sieve Size Percent Passing • 4-Inch Square 100 2-Inch Square 75-100 U.S.No.4 22-66 U.S.No.200 5.0 max. r Dust Ratio: %Passing U.S.No. 200 2/3 max. %Passing U.S.No.40 Sand Equivalent 60 min. All percentages are by weight. • That portion of the materials retained on a U.S.No. 4 square opening shall contain not more than 0.20 .n percent by weight of wood waste. The Contractor shall submit copies of source quality control documentation, including sieve analysis 2 weeks prior to installation. • 9-03.19 Bank Run Gravel for Trench Backfill Section 9-03.19 is supplemented by the following: The Contractor shall submit copies of source quality control documentation, including sieve analysis _ 2 weeks prior to installation. .r r 108 • 9-03.22 Streambed Gravel (New Section) Streambed gravel shall be placed as shown in the Plans. The streambed gravel shall be rounded, uniformly graded material and shall meet the following gradation requirements: Sieve Size Percent Passing 5-Inch Square 100 3-Inch Square 90-95 1 1/2-Inch Square 65-80 1 1/4-Inch Square 46-60 1/4-Inch Square 25-50 U.S.No.200 0-2 All percentages are by weight. The Contractor shall submit certification for streambed gravel stating: conformity with these specifications, source of material, sieve analysis,and identity of testing agency. The submittal shall be made to the Engineer 2 weeks prior to placement. 9-05 DRAINAGE STRUCTURES, CULVERTS, AND CONDUITS 9-05.4 Steel Culvert Pipe and Pipe Arch (RC) Section 9-05.4 is revised as follows: Steel culvert pipe and pipe arch shall meet the requirements of AASHTO M 36, Type I and Type 11. Welded seam aluminum coated (aluminized) corrugated steel pipe and pipe arch with metallized coating applied inside and out following welding is acceptable and shall be asphalt treatment coated. 9-05.7(2) Reinforced Concrete Storm Sewer Pipe(RC) ' Section 9-05.7(2)is replaced by the following: Reinforced Concrete Storm Sewer pipe shall conform to the requirements of ASTM C-76 and shall be Class IV Cement used in the manufacture of reinforced concrete pipe shall be Type II in conformance with ASTM C 150. No admixture shall be used unless otherwise specified. 9-05.7(2)A Basis forAcceptance(RC) ... Section 9-05.7(2)A is supplemented by the following: All pipe shall be subject to (1) a three-edge-bearing strength (D-load) test in accordance with ASTM C76; and (2) a hydrostatic test of rubber gasket joints in accordance with ASTM C361 orAWWA C302 except test pressure shall be 5 psi. 9-05.7(3) Concrete Storm Sewer Pipe Joints (RC) ., Section 9-05.7(3) is replaced by the following: Joint assembly design shall be reinforced concrete bell and spigot type incorporating a fully retained single rubber gasket in accordance with ASTM C361 or AWWA C302. Rubber gasket +r material shall be neoprene. .r 109 r 9-05.7(4) Testing Concrete Storm Sewer Pipe Joints (RC) Section 9-05.7(4) is supplemented by the following: Hydrostatic testing of rubber gasket joints shall be performed in accordance with ASTM C361 or AWWA C302 except test pressure shall be 5 psi. r 9-05.9 Steel Spiral Rib Storm Sewer Pipe (RC) Section 9-05.9 is replaced with: The manufacturer of spiral rib storm sewer pipe shall furnish the Engineer a Manufacturer's Certificate of Compliance stating that the materials furnished comply in all respects with these Specifications. The Engineer may require additional information or tests to be performed by the r Contractor at no expense to the State. Unless otherwise specified, spiral rib storm sewer pipe shall be furnished with pipe ends cut perpendicular to the longitudinal axis of the pipe. Pipe ends shall be cut evenly. Spiral rib pipe shall ., be fabricated either by using a continuous helical lock seam or a continuous helical welded seam paralleling the rib. Steel spiral rib storm sewer pipe shall be manufactured of metallic coated (aluminized or galvanized) corrugated steel and inspected in conformance with Section 9-05.4. The size,coating, and metal shall be as shown in the Plans or in the Specifications. For spiral rib storm sewer pipe, helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be essentially rectangular and shall be 3/4 inch plus two times the wall thickness (2t) plus or minus 1/8 inch (measured outside to outside) and a minimum of 0.95 inch high (measured as the minimum vertical distance from the outside of pipe wall immediately adjacent to the lockseam or stiffener to the top surface of rib). The maximum spacing of the ribs shall be 11.75 inches center to center(measured normal to the direction of the ribs). The radius of bend of the metal at the corners of the ribs shall be a minimum of 0.10 inch and a maximum of 0.17 inch. If the sheet between adjacent ribs does not contain a lockseam, a r stiffener shall be included midway between ribs,having a nominal radius of 0.25 inch and a minimum height of 0.20 inch toward the outside of the pipe. Pipe shall be fabricated with ends that can be effectively jointed with coupling bands. r When required, spiral rib or narrow pitch spiral rib pipe shall be bituminous treated or paved. The bituminous treatment for spiral rib pipe shall conform to the requirements of Sections 9-05.4(3) and 9-05.4(4). .W For narrow pitch spiral rib sewer pipe, the helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be .375 inch+ 1/8 inch wide (measured outside to outside) and a minimum of .4375 inch high (measured as the minimum vertical distance of ribs shall be 4.80 inches center to center(measured normal to the direction of the ribs). The radius of bend of the metal at the corners of the ribs shall be 0.0625 inch with an allowable tolerance of+ 10 percent. r Section 9-05.12(3) is a new additional section: 9-05.12(3) CPEP Sewer Pipe CPEP - Smooth interior pipe and fittings shall be manufactured from high density polyethylene resin which shall meet or exceed the requirements of Type 111, Category 4 or 5, Grade P33 or P34, Class C per ASTM D1248. In addition,the pipe shall comply with all material and stiffness requirements of AASHTO M294. Section 9-05.14 is deleted (******) 9-05.14 ABS Composite Sewer Pipe r 110 9-05.17 Aluminum Spiral Rib Storm Sewer Pipe Section 9-05.17 is replaced with: Unless otherwise specified, spiral rib storm sewer pipe shall be furnished with pipe ends cut �.. perpendicular to the longitudinal axis of the pipe. Pipe ends shall be cut evenly. Spiral rib pipe shall be fabricated by using a continuous helical lock seam with a seam gasket. For spiral rib storm sewer pipe, helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be 3/4 inch wide by 3/4 inch deep with a nominal spacing of 7-1/2 inches center to center. Pipe shall be fabricated with ends that can be effectively jointed with coupling bands. For narrow pitch spiral rib storm sewer pipe,helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be 0.375 inch + 1/8 inch wide (measured outside to outside) and a minimum spacing of ribs shall be 4.80 inches center to .. center(measured normal to the direction of the ribs). The radius of bend of the metal at the corners of the ribs shall be 0.0625 inch with an allowable tolerance of+ 10 percent. For wide pitch spiral rib storm sewer pipe, helical ribs shall project outwardly from the smooth pipe wall and shall be fabricated from a single thickness of material. The ribs shall be 3/4 inch + 1/8 inch wide (measured outside to outside) and a minimum of 0.95 inch high (measured as the minimum vertical distance from the outside of pipe wall to top surface of the rib). The maximum spacing of ribs shall be 11.75 inches center to center(measured normal to the direction of the ribs). The radius of bend of the metal at the corners of the ribs shall be 0.0625 inch with an allowable tolerance of+ 10 percent. M r 9-08 PAINTS 9-08.8 Manhole Coating System Products Section 9-08.8 is a new section and subsections: 9-08.8(1) Coating Systems Specification A. High Solids Urethane Coating System: C1 Coating Material: High Solids Urethane r Surfaces: Concrete Surface In accordance with SSPC Preparation: SP-7(Sweep or brush off blast) " Application: Shop/Field The drying time between coats shall not exceed 24hours in r any case System Thickness: 6.0 mils dry film Coatings: Primer: One coat of Wasser MC-Aroshield • high solids urethane(2.0 DFT)Finish:Two or more coats of Wasser MC-Aroshield(min. 4.0 r DFT) Color: White ri 9-14 EROSION CONTROL AND ROADSIDE PLANTING 9-14.1(1) Topsoil Type A .. Section 9-14.1(1)is supplemented with the following: Topsoil Type A shall be friable surface soil from the A horizon consisting of sandy clay loam, sandy loam, loam,clay loam, silty clay loam, or silt loam soil as determined by the U.S.Department of Agricultural Soil Conservation Service's soil survey. These textural classes shall be restricted by the following maximum percentage compositions based on material passing the U.S.No. 10 sieve: sand, maximum percentage fifty(50)percent,and clay maximum percentage thirty(30)percent. Topsoil r shall be free from material toxic to plant growth and free of excessive rock or other debris. One hundred(100)percent of the topsoil shall pass through a two and one-half(2-1/2) inch sieve. The maximum percentage on a one-quarter(1/4)inch sieve shall not exceed twenty(20)percent by volume. Total organic matter shall be determined by the Walkley-Black sulfuric acid dechromate digestion process. Maximum electrical conductivity shall be a two(2.0)milliohms and maximum exchangeable sodium percentage shall be ten(10)percent. The pH shall be 5.5 to 7.5. All topsoil r shall contain levels of nitrogen, phosphorus,and potassium necessary for vigorous plant growth without the use of commercial fertilizers. The Contractor shall provide soil tests from a certified soil testing laboratory to confirm compliance with plant nutrient and pH requirements. r 112 rrl 9-23 CONCRETE CURING MATERIALS AND ADMIXTURES 9-23.9 Fly Ash (RC) Section 9-23.9 is revised as follows: Fly ash shall not be used around water lines. 9-30 WATER DISTRIBUTION MATERIALS 9-30.1(1) Ductile Iron Pipe(RC) Section 9-30.1(1) is revised as follows: r 1. Ductile iron pipe shall be centrifugally cast and meet the requirements of AWWA C 151. Ductile iron pipe shall have a cement-mortar lining meeting the requirements of AWWA C104. . All other ductile iron pipe shall be Standard Thickness Class 52 or the thickness class as shown in the Plans. 9-30.2(6)A Restrained Joint Pipe and Fittings(New Section) r Restrained joint (RJ) ductile iron pipe shall employ a means of restraint that utilizes a retaining gland, which bears against a metal ring, welded to the exterior of the pipe. Maximum allowable deflection after assembly of the restrained joint shall be 3 degrees. Restrained joint ductile iron •. pipe shall be U.S. Pipe TR-Flex, Griffin Snap-Lok, Pacific States Perma-Lock Joint, or approved equal. Restrained joint pipe for water main shall be ductile iron, Special Thickness Class 52. Restrained joint fittings shall be ductile iron, pressure class 350. Restrained joint pipe that applies points loads to the exterior of the pipe with teeth, grippers, .. claws, or other mechanical apparatuses such as Griffin Field-Lok, U.S. Pipe Gripper Gland, Mega-Lug, etc.,are not approved and shall not be used. 9-30.2(6)B Restrained Joint Pipe and Fittings forConnections to Existing Piping r (New Section) Restrained Joint (RJ) ductile iron pipe for connections to existing water mains shall employ a means of mechanical restraint that provides a bolted connection that allows for shackle rods r installation. The Contractor shall field verify the types and exact location of the existing fittings on the water and sewer pipelines inside the receiving structure and shall provide the required piping, fittings and adapters to provide a compatible joint-restrain system to the existing r pipes and fittings. 9-30.1(6)C Casing Spacers (New Section) Pipe casing spacers shall be installed per the manufacturer's written recommendations. Casing spacers shall be mechanically clamped to the pipes. The cushion between the pipe and insulator shall be lined with heavy-duty rubber or PVC. The insulator band shall be minimum 14" gauge stainless steel. Runner skids shall be polyethylene, phenolic. Casing spacers shall be r manufactured by Cascade Waterworks Mfg. Co., or by Calpico Inc.,or approved equal. 9-30.2(1) Ductile Iron Fittings Section 9-30.2(1) is supplemented with the following: r 113 All fittings for water mains shall be ductile iron, pressure class 350. Steel fittings will not be accepted. Ductile iron fittings for water shall be cement-lined, and for the pressure class of piping noted. Type of ends shall be specified as restrained joint(RJ),mechanical joint(MJ),or flanged(FL). r 9-30.3(1) Gate Valves (3inches to 12 inches) Section 9-30.3(1)is replaced with: Valves shall be designed for a minimum water operating pressure of 200 PSI. Gate valves shall be Iowa List 14,Mueller Company No.A2380, Kennedy,or M&H. Approval of valves other than models specified shall be obtained prior to bid opening. All gate valves less than 12" in diameter shall include an 8" x 24" cast iron gate valve box and extensions,as required. All 12" diameter and larger gate valves shall be installed in a vault. See Water Standard Detail for 12" gate valve assembly vault and V bypass installation. Gate valves shall conform to AWWA C500 and shall be iron body, bronze-mounted, double disc with bronze wedging device and O-ring stuffing box. Resilient Seated Gate Valves: Resilient seated gate valves shall be manufactured to meet or exceed the requirements of AWWA Standard C509 latest revisions. All external and internal ferrous metal surfaces of the gate valve shall be coated for corrosion protection with fusion bonded epoxy. The epoxy coating shall be factory applied to all valve parts prior to valve assembly and shall meet or exceed the requirements of AWWA Standard C- 550 latest revision. Valves shall be provided with two (2) internal O-ring stems seals. The valves shall be equipped with one (1) anti-friction washer. The resilient gate valve shall have ■r rubber sealing surfaces to permit bi-directional flow. The stem shall be independent of the stem nut or integrally cast. Manufacturers of Resilient Seated gate Valves shall provide the City on request that the valve '+ materials meet the City specifications. Valves shall be designed for a minimum water operating pressure of 200 psi. r End connections shall be mechanical joints, flanged joints or mechanical by flanged joints as shown on the project plans. w Resilient Seated Gate Valves shall be U.S. Metroseal 250, Clow, M&H Style 3067, Mueller Series 2370,Kennedy. Approval of valves other than model specified shall be obtained prior to bid opening. All gate valves less than 12 inches in diameter shall include an 8"x24" cast iron gate valve box and extensions, as required. All 12 inch diameter and larger resilient seated gate valves shall have a 1 inch by-pass assembly and shall be installed in a concrete vault per City of Renton Standard Details, latest revision. 9-30.3(3) Butterfly Valves it Section 9-30.3(3) is supplemented by adding the following: Butterfly valves shall be Dresser 450 or Pratt Groundhog. 114 9-30.3(5) Valve Marker Posts Section 9-30.3(5)has been deleted and replaced with the following: The valve markers shall be fabricated and installed in conformance with the Standard Drawings. Valve markers shall be carsonite composite utility marker .375"x 6'-0" or approved equal with blue label "water." 9-30.3(8) Tapping Sleeve and Valve Assembly Section 9-30.3(8)is revised as follows: Tapping sleeves shall be cast iron,ductile iron epoxy-coated steel, or other approved material. 9-30.5 Hydrants Section 9-30.5 is supplemented by adding the following: Fire hydrants shall be Iowa,Corey Type(opening with the pressure)or approved equal conforming to AWWA C-502-85. Approval must be obtained prior to bid opening. Compression type fire hydrants (opening against pressure) shall be Clow Medallion, M&H 929, Mueller Super Centurion 200, conforming to AWWA C-502-85. 9-30.5(1) End Connections (RC) Section 9-30.5(1) is supplemented by adding the following: Hydrants shall be constructed with mechanical joint connection unless otherwise specified in bid proposal description. •• 9-30.5(2) Hydrant Dimensions Section 9-30.5(2)is replaced with the following: Fire hydrants shall be Corey type (opening with the pressure) or compression type (opening against pressure) conforming to AWWA C-502-85 with a 6 inch mechanical joint inlet and a main valve opening (M.V.O.) of 5 1/4 inches, two 2 1/2 inch hose nozzles with National Standard Threads 7 1/2 threads per inch and one 4 inch pumper nozzles with the new Seattle Pattern 6 threads per inch, 60 degrees V. Threads, outside diameter of male tread 4.875 and root diameter 4.6263. Hydrants shall have a 1-1/4" pentagon operating nut opened by turning counter clockwise(left). The two 2-1/2" hose nozzles shall be fitted with cast iron threaded caps with operating nut of the same design and proportions as the hydrant stem nut. Caps shall be fitted with suitable neoprene gaskets for positive water tightness under test pressures. The 4" pumper nozzle shall be fitted with a Stortz adapter, 4" Seattle Thread x 5" Stortz. Stortz adapter shall be forged and/or extruded 6061-T6 aluminum alloy, hardcoat anodized. Threaded end portion shall have no lugs and 2 set screws 180 degrees apart. Stortz face to be metal, no gasket to weather. Stortz cap to have synthetic molded rubber gasket, and shall be attached to hydrant adapter with 1/8" coated stainless steel aircraft cable. Fire hydrants shall be installed per City of Renton Standard Detail for fire hydrants, latest revisions. 115 9-30.6(3)B Polyethylene Pipe Section 9-30.6(3)B has been modified as follows: Polyethylene pipe shall not be used. r 9-30.6(4) Service Fittings Section 9-30.6(4)has been revised as follows: Fittings used for copper tubing shall be compression type with gripper ring. °1 9-30.6(5) Meter Setters Section 9-30.6(5)has been supplemented as follows: Meter setters shall be installed per the City of Renton Standard Details for water meters, latest revision r 9-30.7 Casings (New Section) 9-30.7(1) Polyethylene Encasement of Ductile Iron Pipe and Fittings The Contractor shall provide and install 8-mil polyethylene encasement around all buried ductile iron pipe and fittings per ANSI/AWWA C105-77 Standards. Polyethylene encasement shall be tube type, and black in color. 9-30.7(2) Steel Casing for 12" Ductile Iron Water Main (New Section) Steel casing shall be 22-inch outside diameter, 0.250 -inch wall thickness and shall conform to ASTM A53, Grade B Type E or S, Fy>_35 Ksi. Casing pipe shall be one piece. Casing pipe ,. shall be smooth and bare. Casing pipe shall be coated in accordance with Standard Specifications section 6-07.3(1),Method A. Color shall be flat black. 9-30.7(3) Casing End Seals (New Section) r Casing end seals shall be rubber, Cascade Model CCES End Seals or equivalent, as determined by the Engineer. Casing spacers shall be"Center Positioning"type. 9-33 CONSTRUCTION GEOTEXTILE 9-33.5 Geotextile Drainage Matt(New Section) Geocomposite consisting of an 14DPE drainage net with a geotextile filter fabric heat bonded to one side. Mirafi Miradrain G100W or approved equal. r r r r r 116 rll WSDOT AMENDMENTS 1 INTRODUCTION 2 The following Amendments and Special Provisions shall be used in conjunction with the 3 2006 Standard Specifications for Road, Bridge, and Municipal Construction. 4 5 AMENDMENTS TO THE STANDARD SPECIFICATIONS 6 7 The following Amendments to the Standard Specifications are made a part of this contract 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 INTRODUCTION 16 The following Amendments and Special Provisions shall be used in conjunction with the 17 2006 Standard Specifications for Road, Bridge, and Municipal Construction. 18 19 This project is designed in metric units. Among the Special Provisions contained in this 20 project are revisions to sections within Divisions 1, 6, 7 and 9 that provide conversion 21 methods and charts needed to administer this project utilizing the 2004 Standard 22 Specifications. 23 24 AMENDMENTS TO THE STANDARD SPECIFICATIONS 25 26 The following Amendments to the Standard Specifications are made a part of this contract 27 and supersede any conflicting provisions of the Standard Specifications. For informational 28 purposes, the date following each Amendment title indicates the implementation date of the 29 Amendment or the latest date of revision. 30 31 Each Amendment contains all current revisions to the applicable section of the Standard 32 Specifications and may include references which do not apply to this particular project. 33 34 SECTION 1-04, SCOPE OF THE WORK 35 April 3, 2006 ' 36 1-04.6 Variation in Estimated Quantities 37 The third paragraph beginning with "If the adjusted final quantity of any items", is revised to 38 read: 39 40 If the adjusted final quantity of any item does not vary from the quantity shown in the 41 proposal by more than 25%, then the Contractor and the Contracting Agency agree that 42 all work under that item will be performed at the original contract unit price. 43 44 SECTION 1-06, CONTROL OF MATERIAL 45 April 3, 2006 46 1-06.1 Approval of Materials Prior To Use 47 The second sentence in the first paragraph is revised to read: TEST2 1 1 2 The Contractor shall use the Qualified Product List (QPL), the Aggregate Source 3 Approval (ASA) Database, or the Request for Approval of Material (RAM) form. 4 5 Number 1 under the second paragraph is revised to read: 6 7 1. Shall be new, unless the Special Provisions or Standard Specifications permit 8 otherwise; 9 10 1-06.1(1) Qualified Products List (QPL) 11 This section is supplemented with the following: 12 13 The current QPL can be accessed on-line at www.wsdot.wa.gov/biz/mats/QPL/QPL.cfm 14 15 The following new sub-section is inserted to follow 1-06.1(2). 16 17 1-06.1(3) Aggregate Source Approval(ASA) Database 18 The ASA is a database containing the results of WSDOT preliminary testing of 19 aggregate sources. This database is used by the Contracting Agency to indicate the 20 approval status of these aggregate sources for applications that require preliminary 21 testing as defined in the contract. The ASA `Aggregate Source Approval Report' 22 identifies the currently approved applications for each aggregate source listed. The 23 acceptance and use of these aggregates is contingent upon additional job sampling 24 and/or documentation. 25 26 Aggregates approved for applications on the ASA `Aggregate Source Approval Report' 27 not conforming to the specifications, not fulfilling the acceptance requirements, or 28 improperly handled or installed, shall be replaced at the Contractor's expense. 29 30 For questions regarding the approval status of an aggregate source, contact the 31 WSDOT Regional Materials Engineer for the Region the source is located in. The 32 Contracting Agency reserves the right to make revisions to the ASA database at 33 anytime. 34 35 If there is a conflict between the ASA database and the contract, then the contract shall 36 take precedence over the ASA database in accordance with Section 1-04.2. The ASA 37 database can be accessed on-line at www.wsdot.wa.gov/biz/mats/ASA 38 TEST2 2 1 1-06.2(2)D Quality Level Analysis 2 Item 9 under the first paragraph is revised to read: 3 - 4 9. Determine the Composite Pay Factor (CPF) for each lot. 5 6 7 CPF = f1(PF1) + f2(PF2) +.••+ fi(PFi) 8 If ' 9 i = 1toj 10 11 where: fi = price adjustment factor listed in these 12 Specifications for the applicable material 13 14 j = number of constituents being evaluated 15 16 SECTION 1-07, LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC 17 August 7, 2006 18 1-07.9(1) General 19 The fifth paragraph is revised to read: 20 21 If employing labor in a class not listed in the contract provisions on state funded projects 22 only, the Contractor shall request a determination of the correct wage and benefits rate 23 for that class and locality from the Industrial Statistician, Washington State Department 24 of Labor and Industries (State L&I), and provide a copy of those determinations to the 25 Engineer. 26 27 The fifth paragraph is supplemented with the following new paragraph: 28 29 If employing labor in a class not listed in the contract provisions on federally funded 30 projects, the Contractor shall request a determination of the correct wage and benefits 31 for that class and locality from the U. S. Secretary of Labor through the project 32 engineer's office. Generally, the contractor initiates the request by preparing standard 33 form 1444 and submitting it to the project engineers' office for further action. 34 35 1-07.10 Worker's Benefits 36 The fourth paragraph is revised to read: 37 38 The Public Works Contract Division of the Washington State Department of Labor and 39 Industries will provide the Contractor with applicable industrial insurance and medical 40 aid classification and premium rates. After receipt of Revenue Re/ease from the 41 Washington State Department of Revenue, the contracting agency will verify through the 42 Department of Labor and Industries that the Contractor is current with respect to the 43 payments of industrial insurance and medical aid premiums. 44 45 1-07.15 Temporary Water Pollution/Erosion Control 46 The first paragraph is revised to read: 47 TEST2 3 1 In an effort to prevent, control, and stop water pollution and erosion within the project, 2 thereby protecting the work, nearby land, streams, and other bodies of water, the 3 Contractor shall perform all work in strict accordance with all Federal, State, and local 4 laws and regulations governing waters of the State, as well as permits acquired for the 5 project. 6 7 SECTION 1-08, PROSECUTION AND PROGRESS 8 December 4, 2006 9 1-08.1 Subcontracting 10 The eighth paragraph (beginning with - On all projects funded with both Contracting Agency 11 funds and Federal assistance ...) is supplemented with the following: 12 13 The Contractor has the option of submitting actual MBE/WBE or DBE payment data, on 14 Federally assisted, Federally assisted and Contracting agency funded, and Contracting 15 Agency funded only contracts to the contracting agency on a monthly basis using the 16 Contract Monitoring and Tracking System (CMATS) through the BizWeb application 17 located at http://www.omwbe.wa.gov/bizwebatwashington. Use of CMATS will become a 18 requirement for all contractors effective January 7, 2008. 19 20 1-08.3 Progress Schedule 21 Section 1-08.3 and all subsections are deleted in their entirety and replaced with the 22 following: 23 24 1-08.3 Progress Schedule 25 1-08.3(1) General Requirements 26 The Contractor shall submit Type A or Type B Progress Schedules and Schedule 27 Updates to the Engineer for approval. Schedules shall show work that complies 28 with all time and order of work requirements in the contract. Scheduling terms and 29 practices shall conform to the standards established in Construction Planning and 30 Scheduling, Second Edition, published by the Associated General Contractors of 31 America. Except for Weekly Look-Ahead Schedules, all schedules shall meet 32 these General Requirements, and provide the following information: 33 34 1. Include all activities necessary to physically complete the project. 35 36 2. Show the planned order of work activities in a logical sequence. 37 38 3. Show durations of work activities in working days as defined in Section 1- u 39 08.5. 40 41 4. Show activities in durations that are reasonable for the intended work. 42 43 5. Define activity durations in sufficient detail to evaluate the progress of 44 individual activities on a daily basis. 45 46 6. Show the physical completion of all work within the authorized contract 47 time. 48 49 The Contracting Agency allocates its resources to a contract based on the total 50 time allowed in the contract. The Contracting Agency may accept a Progress 51 Schedule indicating an early physical completion date but cannot guarantee the TEST2 4 1 Contracting Agency's resources will be available to meet an accelerated schedule. 2 No additional compensation will be allowed if the Contractor is not able to meet 3 their accelerated schedule due to the unavailability of Contracting Agency's 4 resources or for other reasons beyond the Contracting Agency's control. 5 6 If the Engineer determines that the Progress Schedule or any necessary Schedule 7 Update does not provide the required information, then the schedule will be 8 returned to the Contractor for correction and resubmittal. 9 10 The Engineer's approval of any schedule shall not transfer any of the Contractor's 11 responsibilities to the Contracting Agency. The Contractor alone shall remain 12 responsible for adjusting forces, equipment, and work schedules to ensure 13 completion of the work within the time(s) specified in the contract. 14 15 1-08.3(2) Progress Schedule Types 16 Type A Progress Schedules are required on all projects that do not contain the bid 17 item for Type B Progress Schedule. Type B Progress Schedules are required on all 18 projects that contain the bid item for Type B Progress Schedule. Weekly Look- 19 Ahead Schedules and Schedule Updates are required on all projects. 20 21 1-08.3(2)A Type A Progress Schedule 22 The Contractor shall submit five copies of a Type A Progress Schedule no later 23 than 10 days after the date the contract is executed, or some other mutually 24 agreed upon submittal time. The schedule may be a critical path method 25 (CPM) schedule, bar chart, or other standard schedule format. Regardless of 26 which format used, the schedule shall identify the critical path. The Engineer 27 will evaluate the Type A Progress Schedule and approve or return the schedule 28 for corrections within 15 calendar days of receiving the submittal. 29 30 1-08.3(2)B Type B Progress Schedule 31 The Contractor shall submit a preliminary Type B Progress Schedule no later 32 than five calendar days after the date the contract is executed. The ♦ 33 preliminary Type B Progress Schedule shall comply with all of these 34 requirements and the requirements of Section 1-08.3(1), except that it may be 35 limited to only those activities occurring within the first 60 working days of the 36 project. 37 38 The Contractor shall submit five copies of a Type B Progress Schedule no later 39 than 30 calendar days after the date the contract is executed. The schedule 40 shall be a critical path method (CPM) schedule developed by the Precedence 41 Diagramming Method (PDM). Restraints may be utilized, but may not serve to 42 change the logic of the network or the critical path. The schedule shall display 43 at least the following information: 44 45 Contract Number and Title 46 Construction Start Date 47 Critical Path 48 Activity Description 49 Milestone Description 50 Activity Duration 51 Predecessor Activities 52 Successor Activities TEST2 5 1 Early Start (ES) and Early Finish (EF) for each activity 2 Late Start (LS) and Late Finish (LF) for each activity 3 Total Float (TF) and Free Float (FF) for each activity 4 Physical Completion Date 5 Data Date 6 7 The Engineer will evaluate the Type B Progress Schedule and approve or 8 return the schedule for corrections within 15 calendar days of receiving the 9 submittal. 10 11 1-08.3(2)C Vacant 12 13 1-08.3(2)D Weekly Look-Ahead Schedule 14 Each week that work will be performed, the Contractor shall submit a Weekly 15 Look-Ahead Schedule showing the Contractor's and all subcontractors' 16 proposed work activities for the next two weeks. The Weekly Look-Ahead 17 Schedule shall include the description, duration and sequence of work, along 18 with the planned hours of work. This schedule may be a network schedule, 19 bar chart, or other standard schedule format. The Weekly Look-Ahead 20 Schedule shall be submitted to the Engineer by the midpoint of the week 21 preceding the scheduled work or some other mutually agreed upon submittal 22 time. 23 24 1-08.3(3) Schedule Updates 25 The Engineer may request a Schedule Update when any of the following events 26 occur: 27 28 1. The project has experienced a change that affects the critical path. 29 30 2. The sequence of work is changed from that in the approved schedule. 31 32 3. The project is significantly delayed. 33 34 4. Upon receiving an extension of contract time. 35 36 The Contractor shall submit five copies of a Type A or Type B Schedule Update 37 within 15 calendar days of receiving a written request, or when an update is 38 required by any other provision of the contract. A "significant" delay in time is 39 defined as 10 working days or 10 percent of the original contract time, whichever is 40 greater. 41 42 In addition to the other requirements of this Section, Schedule Updates shall reflect 43 the following information: 44 45 1. The actual duration and sequence of as-constructed work activities, 46 including changed work. 47 48 2. Approved time extensions. 49 50 3. Any construction delays or other conditions that affect the progress of the 51 work. 52 TEST2 6 1 4. Any modifications to the as-planned sequence or duration of remaining 2 activities. 3 4 5. The physical completion of all remaining work in the remaining contract 5 time. 6 7 Unresolved requests for time extensions shall be reflected in the Schedule Update 8 by assuming no time extension will be granted, and by showing the effects to 9 follow-on activities necessary to physically complete the project within the currently 10 authorized time for completion. 11 12 1-08.3(4) Measurement 13 No specific unit of measurement shall apply to the lump sum item for Type B 14 Progress Schedule. 15 16 1-08.3(5) Payment 17 Payment will be made in accordance with Section 1-04.1, for the following bid item 18 when it is included in the proposal: 19 20 "Type B Progress Schedule", lump sum. 21 22 The Lump Sum price shall be full pay for all costs for furnishing the Type B 23 Progress Schedule and preliminary Type B Progress Schedule. 24 25 Payment of 80 percent of the lump sum price will be made upon approval of the 26 Progress Schedule. 27 28 Payment will be increased to 100 percent of the lump sum price upon completion of 29 80 percent of the original total contract award amount. 30 31 All costs for providing Type A Progress Schedules and Weekly Look-Ahead 32 Schedules are considered incidental to other items of work in the contract. 33 34 No payment will be made for Schedule Updates that are required due to the 35 Contractors operations. Schedule Updates required by events that are attributed to 36 the actions of the Contracting Agency will be paid for in accordance with Section 1- 37 09.4. 38 39 1-08.4 Prosecution of Work 40 The first sentence is revised to read: 41 42 The Contractor shall begin work within 21 calendar days from the date of execution of 43 the contract by the Contracting Agency, unless otherwise approved in writing. 44 45 1-08.5 Time for Completion 46 This section is revised to read: 47 48 The Contractor shall complete all physical contract work within the number of "working 49 days" stated in the Contract Provisions or as extended by the Engineer in accordance 50 with Section 1-08.8. Every day will be counted as a "working day" unless it is a 51 nonworking day or an Engineer determined unworkable day. A nonworking day is 52 defined as a Saturday, a Sunday, a whole or half day on which the contract specifically TEST2 7 A 1 prohibits work on the critical path of the Contractor's approved progress schedule, or 2 one of these holidays: January 1, the third Monday of January, the third Monday of 3 February, Memorial Day, July 4, Labor Day, November 11, Thanksgiving Day, the day 4 after Thanksgiving, and Christmas Day. When any of these holidays fall on a Sunday, 5 the following Monday shall be counted a nonworking day. When the holiday falls on a 6 Saturday, the preceding Friday shall be counted a nonworking day. The days between 7 December 25 and January 1 will be classified as nonworking days. 8 9 An unworkable day is defined as a half or whole day the Engineer declares to be 10 unworkable because of weather or conditions caused by the weather that prevents 11 satisfactory and timely performance of the work shown on the critical path of the 12 Contractor's approved progress schedule. Other conditions beyond the control of the 13 Contractor may qualify for an extension of time in accordance with Section 1-08.8. 14 15 Contract time shall begin on the first working day following the 21st calendar day after 16 the date the Contracting Agency executes the contract. If the Contractor starts work on 17 the project at an earlier date, then contract time shall begin on the first working day 18 when onsite work begins. The contract provisions may specify another starting date for 19 contract time, in which case, time will begin on the starting date specified. 20 21 Each working day shall be charged to the contract as it occurs, until the contract work is 22 physically complete. If substantial completion has been granted and all the authorized 23 working days have been used, charging of working days will cease. Each week the 24 Engineer will provide the Contractor a statement that shows the number of working 25 days: (1) charged to the contract the week before; (2) specified for the physical - 26 completion of the contract; and (3) remaining for the physical completion of the contract. 27 The statement will also show the nonworking days and any half or whole day the 28 Engineer declares as unworkable. Within 10 calendar days after the date of each 29 statement, the Contractor shall file a written protest of any alleged discrepancies in it. 30 To be considered by the Engineer, the protest shall be in sufficient detail to enable the 31 Engineer to ascertain the basis and amount of time disputed. By not filing such detailed r 32 protest in that period, the Contractor shall be deemed as having accepted the statement 33 as correct. 34 35 The Engineer will give the Contractor written notice of the physical completion date for 36 all work the contract requires. That date shall constitute the physical completion date of 37 the contract, but shall not imply the Secretary's acceptance of the work or the contract. 38 39 The Engineer will give the Contractor written notice of the completion date of the 40 contract after all the Contractor's obligations under the contract have been performed by 41 the Contractor. The following events must occur before the Completion Date can be 42 established: 43 44 1. The physical work on the project must be complete; and 45 46 2. The Contractor must furnish all documentation required by the contract and 47 required by law, to allow the Contracting Agency to process final acceptance of 48 the contract. The following documents must be received by the Project 49 Engineer prior to establishing a completion date: 50 51 a. Certified Payrolls (Federal-aid Projects) 52 b. Material Acceptance Certification Documents TEST2 8 1 c. Annual Report of Amounts Paid as MBE/WBE Participants or 2 Quarterly Report of Amounts Credited as DBE Participation, as 3 required by the Contract Provisions. 4 d. FHWA 47 (Federal-aid Projects) 5 e. Final Contract Voucher Certification 6 7 1-08.8 Extensions of Time 8 Section 1-08.8 is revised to read: 9 10 The Contractor shall submit any requests for time extensions to the Engineer in writing 11 no later than 10 working days after the delay occurs. The requests for time extension 12 shall be limited to the affect on the critical path of the Contractor's approved schedule 13 attributable to the change or event giving rise to the request. - 14 15 To be considered by the Engineer, the request shall be in sufficient detail (as determined 16 by the Engineer) to enable the Engineer to ascertain the basis and amount of the time 17 requested. The request shall include an updated schedule that supports the request 18 and demonstrates that the change or event: (1) had a specific impact on the critical 19 path, and except in cases of concurrent delay, was the sole cause of such impact, and 20 (2) could not have been avoided by resequencing of the work or by using other 21 reasonable alternatives. If a request combined with previous extension requests, 22 equals 20 percent or more of the original contract time then the Contractor's letter of 23 request must bear consent of Surety. In evaluating any request, the Engineer will 24 consider how well the Contractor used the time from contract execution up to the point 25 of the delay and the effect the delay has on any completion times included in the special 26 provisions. The Engineer will evaluate and respond within 15 calendar days of 27 receiving the request. 28 29 The authorized time for physical completion will be extended for a period equal to the 30 time the Engineer determines the work was delayed because of: 31 32 1. Adverse weather causing the time requested to be unworkable, provided that 33 the Engineer had not already declared the time to be unworkable and the 34 Contractor has filed a written protest according to Section 1-08.5. 35 36 2. Any action, neglect, or default of the Contracting Agency, its officers, or 37 employees, or of any other contractor employed by the Contracting Agency. 38 39 3. Fire or other casualty for which the Contractor is not responsible. 40 41 4. Strikes. 42 43 5. Any other conditions for which these Specifications permit time extensions 44 such as: 45 46 a. In Section 1-04.4 if a change increases the time to do any of the work 47 including unchanged work. 48 49 b. In Section 1-04.5 if increased time is part of a protest that is 50 found to be a valid protest. 51 TEST2 9 1 c. In Section 1-04.7 if a changed condition is determined to exist that 2 caused a delay in completing the contract. 3 4 d. In Section 1-05.3 if the Contracting Agency does not approve properly 5 prepared and acceptable drawings within 30 calendar days. 6 7 e. In Section 1-07.13 if the performance of the work is delayed as a 8 result of damage by others. 9 10 f. In Section 1-07.17 if the removal or the relocation of any utility by 11 forces other than the Contractor caused a delay. 12 13 g. In Section 1-07.24 if a delay results from all the right of way 14 necessary for the construction not being purchased and the special 15 provisions does not make specific provisions regarding unpurchased 16 right of way. 17 18 h. In Section 1-08.6 if the performance of the work is suspended, 19 delayed, or interrupted for an unreasonable period of time that proves 20 to be the responsibility of the Contracting Agency. 21 22 i. In Section 1-09.11 if a dispute or claim also involves a delay in 23 completing the contract and the dispute or claim proves to be valid. 24 25 j. In Section 1-09.6 for work performed on a force account basis. 26 27 6. If the actual quantity of work performed for a bid item was more than the 28 original plan quantity and increased the duration of a critical activity. 29 Extensions of time will be limited to only that quantity exceeding the original 30 plan quantity. 31 32 7. Exceptional causes not specifically identified in items 1 through 6, provided the 33 request letter proves the Contractor had no control over the cause of the delay 34 and could have done nothing to avoid or shorten it. 35 36 Working days added to the contract by time extensions, when time has overran, shall 37 only apply to days on which liquidated damages or direct engineering have been 38 charged, such as the following: 39 40 If substantial completion has been granted prior to all of the authorized working 41 days being used, then the number of days in the time extension will eliminate an 42 equal number of days on which direct engineering charges have accrued. If the 43 substantial completion date is established after all of the authorized working days 44 have been used, then the number of days in the time extension will eliminate an 45 equal number of days on which liquidated damages or direct engineering charges 46 have accrued. 47 The Engineer will not allow a time extension for any cause listed above if it resulted 48 from the Contractor's default, collusion, action or inaction, or failure to comply with 49 the contract. 50 The Contracting Agency considers the time specified in the special provisions as 51 sufficient to do all the work. For this reason, the Contracting Agency will not grant a 52 time extension for: TEST2 10 - 1 2 • Failure to obtain all materials and workers unless the failure was the result of 3 exceptional causes as provided above in subsection 7; 4 5 0 Changes, protests, increased quantities, or changed conditions (Section 1-04) 6 that do not delay the completion of the contract or prove to be an invalid or 7 inappropriate time extension request; 8 9 0 Delays caused by nonapproval of drawings or plans as provided in Section w 10 1-05.3; 11 12 0 Rejection of faulty or inappropriate equipment as provided in Section 1-05.9; 13 14 0 Correction of thickness deficiency as provided in Section 5-05.5(1)6. 15 16 The Engineer will determine whether the time extension should be granted, the reasons 17 for the extension, and the duration of the extension, if any. Such determination will be 18 final as provided in Section 1-05.1. 19 - 20 SECTION 1-09, MEASUREMENT AND PAYMENT 21 December 4, 2006 22 1-09.6 Force Account 23 The last paragraph under "3. For Equipment" is revised to read: 24 25 Copies of the AGCMSDOT Equipment Rental Agreement will be maintained on the 26 Contracting Agency's web site at www.wsdot.wa.gov. 27 28 1-09.9(1) Retainage 29 The fourth paragraph is revised to read: 30 31 Release of the retainage will be made 60 days following the Completion Date (pursuant 32 to RCW 39.12, and RCW 60.28) provided the following conditions are met: 33 34 1. On contracts totaling more than $20,000, a release has been obtained from the 35 Washington State Department of Revenue. 36 37 2. Affidavits of Wages Paid for the Contractor and all Subcontractors are on file 38 with the Contracting Agency (RCW 39.12.040). 39 40 3. A certificate of Payment of Contributions Penalties and Interest on Public 41 Works Contract is received from the Washington State Employment Security 42 Department. 43 44 4. Washington State Department of Labor and Industries (per section 1-07.10) 45 shows the Contractor is current with payments of industrial insurance and 46 medical aid premiums. 47 48 5. All claims, as provided by law, filed against the retainage have been resolved. 49 In the event claims are filed and provided the conditions of 1, 2, 3 and 4 are 50 met, the Contractor will be paid such retained percentage less an amount 51 sufficient to pay any such claims together with a sum determined by the TEST2 11 1 Contracting Agency sufficient to pay the cost of foreclosing on claims and to 2 cover attorney's fees. 3 4 SECTION 2-03, ROADWAY EXCAVATION AND EMBANKMENT 5 August 7, 2006 6 2-03.3(2) Rock Cuts 7 This section is revised to read: 8 9 1. Preserving Rock Below Subgrade. The Contractor shall take care not to break 10 down, loosen, or damage the rock under the subgrade line, except as provided by 11 Section 2-03.3(3). Normally cuts will be made from the top, lift by lift, to protect the 12 rock bench that will remain. The Contractor shall be responsible for methods used 13 and for any damage caused to the roadbed, regardless of any previous approvals 14 by the Engineer. 15 16 2. Scaling and Dressing. To leave rock cuts in a safe, stable condition, the 17 Contractor shall scale and dress them, removing all loose fragments and rocks not 18 firmly fastened to the rock slope. The Contractor shall also remove any 19 overhanging rock the Engineer sees as a hazard to roadway users. 20 21 If the Engineer requires it, the Contractor shall remove loose fragments and rocks 22 lying outside the slope stakes. Payment for such extra work shall be by force 23 account as provided in Section 1-09.6. The Contracting Agency will pay for loading 24 and hauling these materials at the unit contract prices that apply or as provided in 25 Section 1-04.4. 26 27 3. Drilling and Blasting. Not less than two weeks prior to commencing drilling and 28 blasting operations or at any time the Contractor proposes to change the drilling 29 and blasting methods, the Contractor shall submit a blasting plan to the Engineer 30 for review. The blasting plan shall contain the full details of the drilling and blasting 31 patterns and controls the Contractor proposes to use for both the controlled and 32 production blasting. The blasting plan submittal is required for all blasting 33 operations and shall contain the following minimum information: 34 35 a) Station limits of proposed shot. 36 37 b) Plan and section views of proposed drill pattern including free face, 38 burden, blast hole spacing, blast hole diameter, blast hole angles, lift 39 height, and subdrill depth. 40 41 c) Loading diagram showing type and amount of explosives, primers, 42 initiators, and location and depth of stemming. 43 44 d) Initiation sequence of blast holes including delay times and delay system. 45 46 e) Manufacturer's data sheets for all explosives, primers, and initiators to be 47 employed. 48 49 Review of the blasting plan by the Engineer shall not relieve the Contractor of the 50 responsibility for the accuracy and adequacy of the plan when implemented in the 51 field. TEST2 12 ,t 1 2 When blasting to establish slopes '12 to 1 or steeper, and more than 10 feet high, 3 the Contractor shall use controlled blasting. The Engineer may require the 4 Contractor to use controlled blasting to form the faces of other slopes, even if the 5 slopes could be formed by nonblasting methods. 6 7 Controlled blasting refers to the controlled use of explosives and blasting 8 accessories in carefully spaced and aligned drill holes to provide a free surface or 9 shear plane in the rock along the specified backslope. Controlled blasting 10 techniques covered by this specification include presplitting and cushion blasting. 11 12 In addition to the blasting plan submittal, when using controlled blasting the 13 Contractor shall: 14 15 a) Prior to commencing full-scale blasting operations, the Contractor shall 16 demonstrate the adequacy of the proposed blast plan by drilling, blasting, 17 and excavating short test sections, up to 100 feet in length, to determine 18 which combination of method, hole spacing, and charge works best. 19 When field conditions warrant, the Contractor may be ordered to use test 20 section lengths less than 100 feet. 21 22 Unless otherwise approved by the Engineer, the Contractor shall begin the 23 tests with the controlled blast holes spaced 30-inches apart, then adjust if 24 needed, until the Engineer approves the spacing to be used for full-scale 25 blasting operations. 26 27 b) The Contractor shall completely remove all overburden soil and loose or 28 decomposed rock along the top of the excavation for a distance of at least 29 30 feet beyond the end of the production hole drilling limits, or to the end 30 of the cut, before drilling the presplitting holes. 31 32 c) The controlled blast holes shall be not less than 21/2 inches nor more than 33 3 inches in diameter. 34 35 d) The Contractor shall control drilling operations by the use of the proper 36 equipment and technique to ensure that no hole shall deviate from the 37 plane of the planned slope by more than 9 inches either parallel or normal 38 to the slope. Drill holes exceeding these limits shall not be paid for unless 39 satisfactory slopes are being obtained. 40 41 e) Controlled blast holes shall extend a minimum of 30 feet beyond the limits 42 of the production holes to be detonated, or to the end of the cut as 43 applicable. 44 45 f) The length of controlled blast holes for any individual lift shall not exceed 46 20 feet unless the Contractor can demonstrate to the Engineer the ability 47 to stay within the above tolerances and produce a uniform slope. If 48 greater than 5 percent of the presplit holes are misaligned in any one lift, 49 the Contractor shall reduce the height of the lifts until the 9-inch alignment 50 tolerance is met. Upon satisfactory demonstration, the length of holes 51 may be increased to a maximum of 60 feet with written approval of the 52 Engineer. TEST2 13 i 1 2 g) When the cut height requires more than one lift, a maximum 2-foot offset 3 between lifts will be permitted to allow for drill equipment clearances. The 4 Contractor shall begin the control blast hole drilling at a point that will 5 allow for necessary offsets and shall adjust, at the start of lower lifts, to 6 compensate for any drift that may have occurred in the upper lifts. 7 8 h) Before placing charges, the Contractor shall determine that the hole is free 9 of obstructions for its entire depth. All necessary precautions shall be 10 exercised so that the placing of the charges will not cause caving of 11 material from the walls of the holes. 12 13 i) The maximum diameter of explosives used in presplit holes shall not be 14 greater than 1/2 the diameter of the presplit hole. 15 16 j) Only standard explosives manufactured especially for controlled blasting 17 shall be used in controlled blast holes, unless otherwise approved by the 18 Engineer. Bulk ammonium nitrate and fuel oil (ANFO) shall not be allowed 19 to be loaded in the presplit holes. 20 21 k) If fractional portions of standard explosive cartridges are used, they shall 22 be firmly affixed to the detonating cord in a manner that the cartridges will 23 not slip down the detonating cord nor bridge across the hole. Spacing of 24 fractional cartridges along the length of the detonating cord shall not 25 exceed 30 inches center to center and shall be adjusted to give the 26 desired results. 27 28 1) Continuous column cartridge type of explosives used with detonating cord 29 shall be assembled and affixed to the detonating cord in accordance with 30 the explosive manufacturer's instructions, a copy of which shall be 31 furnished to the Engineer. 32 33 m) The bottom charge of a presplit hole may be larger than the line charges 34 but shall not be large enough to cause overbreak. The top charge of the 35 presplitting hole shall be placed far enough below the collar, and reduced 36 sufficiently, to avoid overbreaking and heaving. 37 38 n) The upper portion of all presplit holes, from the top most charge to the 39 hole collar, shall be stemmed. Stemming materials shall be sand or other 40 dry angular material, all of which passes a 3/8-inch sieve. 41 42 o) If presplitting is specified, the detonation of these holes shall be fired first. 43 44 p) If cushion blasting is specified, the detonation of these holes shall be fired 45 last on an instantaneous delay after all other blasting has taken place in 46 the excavation. 47 48 q) Production blast holes shall not be drilled closer than 6 feet to the 49 controlled blast line, unless approved by the Engineer. The bottom of the 50 production holes shall not be lower than the bottom of the controlled blast 51 holes. Production holes shall not exceed 6 inches in diameter, unless TEST2 14 1 approved by the Engineer. Detonation of production holes shall be on a 2 delay sequence toward a free face. 3 4 r) The use of horizontal blast holes for either production or controlled 5 blasting is prohibited. 6 7 SECTION 2-09, STRUCTURE EXCAVATION 8 January 3, 2006 w 9 2-09.3(1)E Backfilling 10 Item 1 of the first paragraph under Compaction is revised to read: 11 12 1. Backfill supporting roadbed, roadway embankments, or structures, including backfill 13 providing lateral support for noise barrier wall foundations, luminaire poles, traffic 14 signal standards, and roadside and overhead sign structure foundations — placed 15 in horizontal layers no more than 6 inches thick with each layer compacted to 16 95 percent of the maximum density determined by the Compaction Control Test, 17 Section 2-03.3(14)D. 18 19 SECTION 2-12 CONSTRUCTION GEOTEXTILE 20 August 7, 2006 21 The section title is revised to read: 22 23 CONSTRUCTION GEOSYNTHETIC 24 25 2-12 CONSTRUCTION GEOTEXTILE 26 This heading is revised to read: 27 28 2-12 CONSTRUCTION GEOSYNTHETIC 29 30 2-12.1 Description 31 The word geotextile is revised to geosynthetic. 32 33 2-12.2 Materials 34 In the first and second paragraphs geotextile is revised to geosynthetic. 35 36 2-12.3 Construction Requirements 37 In the first, second, and third paragraphs geotextile is revised to geosynthetic. 38 39 SECTION 3-01, PRODUCTION FROM QUARRY AND PIT SITES 40 August 7, 2006 41 3-01.4(1) Acquisition and Development 42 The first paragraph is revised to read: 43 44 If, under the terms of the Contract, the Contractor is required to provide a source of 45 materials, or if the Contractor elects to use materials from sources other than those 46 provided by the Contracting Agency, the Contractor shall, at no expense to the 47 Contracting Agency, make all necessary arrangements for obtaining the material and TEST2 15 1 shall ensure the quantity of suitable material is available. Preliminary samples shall be 2 taken by or in the presence of the Engineer or a designated representative unless the 3 Engineer permits otherwise. Approval of the source does not relieve the Contractor 4 from meeting these specification requirements, nor does it guarantee that the material 5 will meet these requirements without additional or proper processing. The Engineer 6 may require additional preliminary samples at any time. 7 _. 8 SECTION 5-01, CEMENT CONCRETE PAVEMENT REHABILITATION 9 December 4, 2006 10 5-01.3(2)B Portland Cement Concrete 11 The third paragraph beginning with "Acceptance testing" is supplemented with the following: 12 13 The Contractor shall provide cure boxes in accordance with Section 6-02.3(5)H, and 14 protect concrete cylinders in cure boxes from excessive vibration and shock waves 15 during the curing period in accordance with Section 6-02.3(6)D. Payment for cure 16 boxes shall be in accordance with Section 6-02.5. 17 18 5-01.3(4) Replace Portland Cement Concrete Panel 19 The third paragraph is revised to read: 20 21 When new concrete pavement is to be placed against existing cement concrete 22 pavement, epoxy coated tie bars and epoxy coated dowel bars shall be drilled and 23 grouted into the existing pavement with either Type I or IV epoxy resin as specified in 24 Section 9-26. Tie bars are not required for panel replacement less than a full panel. 25 26 5-01.3(6) Dowel Bar Retrofit 27 The fourth and fifth sentences in the second paragraph are revised to read: 28 29 When gang saws are used, slots that are not used shall be cleaned and sealed with 30 either Type I or IV epoxy resin as specified in Section 9-26. 31 32 The sixth paragraph is revised to read: 33 34 All slot surfaces shall be cleaned to bare concrete by sand blasting. The cleaning shall 35 remove all slurry, parting compound, and other foreign materials prior to installation of 36 the dowel. Any damage to the concrete shall be repaired by the Contractor at no cost to 37 the Contracting Agency. Traffic shall not be allowed on slots where concrete has been 38 removed. 39 40 5-01.3(10) Pavement Smoothness 41 This section is revised to read: 42 43 Perform the work described in Section 5-05.3(12), and the following: 44 45 Where the pavement is ground, calculation of the profile index shall exclude dips 46 and depressions in the existing roadway. The profilograph generated reports shall 47 be provided to the Engineer prior to payment. 48 49 5-01.5 Payment 50 This section is revised to read: 51 TEST2 16 1 In the 15th paragraph for Sealing Transverse and Longitudinal Joints, delete "Cement 2 Concrete Pavement Grinding", per square yard. 3 4 At the top of the 16th paragraph add "Cement Concrete Pavement Grinding", per 5 square yard. 6 7 The second sentence in the 16th paragraph is revised to read: 8 9 The costs of any additional pavement grinding and profiling required to complete 10 the work as specified is also included in this payment. 11 12 The 18th paragraph for Replace Uncompactable Material is supplemented with the 13 following: 14 15 All costs associated with the containment, collection and disposal of concrete slurry 16 and grinding residue shall be included in the applicable concrete grinding or cutting 17 items of work. 18 19 SECTION 5-05, CEMENT CONCRETE PAVEMENT 20 December 4, 2006 21 5-05.3(4)A Acceptance of Portland Cement Concrete Pavement 22 The ninth paragraph beginning with "Acceptance testing for compliance" is supplemented 23 with the following: 24 25 The Contractor shall provide cure boxes in accordance with Section 6-02.3(5)H, and 26 protect concrete cylinders in cure boxes from excessive vibration and shock waves 27 during the curing period in accordance with Section 6-02.3(6)D. Payment for cure 28 boxes shall be in accordance with Section 6-02.5. 29 30 5-05.3(7) Placing, Spreading, and Compacting Concrete 31 The second paragraph is revised to read: 32 33 The average density of the cores shall be at least 97 percent of the approved mix 34 design density or the actual concrete density when determined by the Contractor using 35 AASHTO T 121 with no cores having a density of less than 96 percent. 36 37 5-05.3(10) Tie Bars and Dowel Bars 38 The second sentence in the seventh paragraph is revised to read: 39 40 The epoxy-bonding agent shall be either Type I or IV epoxy resin as specified in Section 41 9-26. 42 43 5-05.3(12) Surface Smoothness 44 The first sentence in the first paragraph is revised to read: 45 46 The pavement smoothness will be checked with equipment furnished and operated by 47 the Contractor, under supervision of the Engineer, within 48 hours following placement 48 of concrete. 49 TEST2 17 1 SECTION 6-02, CONCRETE STRUCTURES 2 December 4, 2006 3 6-02.3(2) Proportioning Materials 4 The third paragraph is revised to read: 5 6 The use of fly ash is required for Class 4000D and 4000P concrete, except that ground 7 granulated blast furnace slag may be substituted for fly ash at a 1:1 ratio. The use of fly 8 ash and ground granulated blast furnace slag is optional for all other classes of 9 concrete. 10 11 6-02.3(2)A Contractor Mix Design 12 The first paragraph is revised to read: 13 14 The Contractor shall provide a mix design in writing to the Engineer for all classes of 15 concrete specified in the Plans except for those accepted based on a Certificate of 16 Compliance. No concrete shall be placed until the Engineer has reviewed the mix 17 design. The required average 28 day compressive strength shall be selected per ACI 18 318, Chapter 5, Section 5.3.2. ACI 211.1 and ACI 318 shall be used to determine 19 proportions. The proposed mix for Class 4000P shall provide a minimum fly ash or 20 ground granulated blast furnace slag content per cubic yard of 100 pounds, and a 21 minimum cement content per cubic yard of 600 pounds. The proposed mix for Class 22 4000D shall provide a minimum fly ash or ground granulated blast furnace slag content 23 per cubic yard of 75 pounds, and a minimum cement content per cubic yard of 660 24 pounds. All other concrete mix designs, except those for lean concrete and commercial 25 concrete, shall have a minimum cementitious material content of 564 pounds per cubic 26 yard of concrete. 27 28 The following new sentence is inserted after the first sentence in the fourth paragraph. 29 30 An alternate combined aggregate gradation conforming to Section 9-03.1(5) may also 31 be used. 32 33 6-02.3(4)A Qualification of Concrete Suppliers 34 The first paragraph and the entire second paragraph (1 through 4) are deleted and replaced 35 with the following: 36 37 Batch Plant Prequalification may be obtained through one of the following methods: 38 39 1. Certification by the National Ready Mix Concrete Association (NRMCA). 40 Information concerning NRMCA certification may be obtained from the NRMCA 41 at 900 Spring Street, Silver Springs, MD 20910 or online at www.nrmca.org. 42 The NRMCA certification shall be good for a two year period. When this 43 method of certification is used the following documentation shall be submitted 44 to the project engineer. 45 46 a. A copy of the current NRMCA Certificate of Conformance, the 47 concrete mix design(s) (WSDOT Form 350-040), along with copies of 48 the truck list, batch plant scale certification, admixture dispensing 49 certification, and volumetric water batching devices (including water 50 meters) verification. 51 TEST2 18 1 2. Independent evaluation certified by a Professional Engineer using NRMCA 2 checklist. The Professional Engineer shall be licensed under title 18 RCW, 3 state of Washington, qualified in civil engineering. The independent certification 4 using the NRMCA checklist shall be good for a two year period. When this 5 method of certification is used the following documentation shall be submitted 6 to the engineer. 7 8 a. A copy of the Professional Engineer's stamped and sealed NRMCA 9 Verification of Inspection and Application for Certificate page from the 10 NRMCA checklist, the concrete mix design(s) (WSDOT Form 350- 11 040), along with copies of the truck list, batch plant scale certification, 12 admixture dispensing certification, and volumetric water batching 13 devices (including water meters) verification. 14 15 3. Inspection conducted by the Plant Manager, defined as the person directly 16 responsible for the daily plant operation, using the NRMCA Plant Certification 17 checklist. The Plant Manager certification shall be done prior to the start of a 18 project, and every six months throughout the life of the project, and meet the 19 following requirements: 20 21 a. The Agreement to Regularly Check Scales and Volumetric Batching 22 Dispensers page in the NRMCA Plant Certification checklist shall be 23 signed by the Plant Manager and notarized. 24 25 b. The signed and notarized Agreement to Regularly Check Scales and 26 Volumetric Batching Dispensers page and a copy of the NRMCA 27 Plant Certification checklist cover page showing the plant designation, 28 address and Company operating plant shall all be submitted to the 29 Project Engineer with the concrete mix design (WSDOT Form 350- �"` 30 040), along with copies of the truck list, batch plant scale certification, 31 admixture dispensing certification, and volumetric water batching 32 devices (including water meters) verification. 33 34 c. The NRMCA Plant Certification checklists shall be maintained by the 35 Plant Manager and are subject to review at any time by the 36 Contracting Agency. 37 38 e. Volumetric water batching devices (including water meters) shall be 39 verified every 90 days. 40 41 6-02.3(5)C Conformance to Mix Design 42 Item 2 under the first paragraph is revised to read: 4W 43 44 2. Fly ash and ground granulated blast furnace slag weight plus or minus 5 percent of 45 that specified in the mix design. 46 47 6-02.3(5)H Sampling and Testing for Compressive Strength 48 This section including title is revised to read: 49 TEST2 19 1 6-02.3(5)H Sampling and Testing for Compressive Strength and Initial 2 Curing 3 Acceptance testing for compressive strength shall be conducted at the same frequency 4 as the acceptance tests for temperature, consistency, and air content. 5 6 The Contractor shall provide, and maintain cure boxes for curing concrete cylinders. 7 The Contractor shall also provide, maintain and operate all necessary power sources 8 and connections needed to operate the curing box. Concrete cylinders shall be cured in 9 a cure box in accordance with WSDOT FOP for AASHTO T 23. The cure boxes shall 10 maintain a temperature between 60°F and 80°F for concrete with specified strengths 11 less than 6000 psi and between 68°F and 78°F for concrete with specified strengths of 12 6000 psi and higher. A minimum/maximum thermometer shall be installed to measure 13 the internal temperature of the cure box. The thermometer shall be readable from 14 outside of the box and be capable of recording the high and low temperatures in a 24- 15 hour period. The cure boxes shall create an environment that prevents moisture loss 16 from the concrete specimens. The top shall have a working lock and the interior shall be 17 rustproof.A moisture-proof seal shall be provided between the lid and the box. The cure 18 box shall be the appropriate size to accommodate the number of concrete acceptance 19 cylinders necessary or the Contractor shall provide additional cure boxes. Once 20 concrete cylinders are placed in the cure box, the cure box shall not be moved until the 21 cylinders have been cured in accordance with these specifications. When concrete is 22 placed at more than one location simultaneously, multiple cure boxes shall be provided. 23 24 The Contractor shall protect concrete cylinders in cure boxes from excessive vibration 25 and shock waves during the curing period in accordance with Section 6-02.3(6)D. 26 27 6-02.3(6)D Protection Against Vibration 28 The last sentence in the second paragraph is revised to read: 29 30 See the Shaft Special Provision, and Section 6-16 respectively for shaft installation, and 31 soldier pile shaft installation operations. 32 33 The first sentence in number 3 under Prescriptive Safe Distance Method is revised to read: 34 35 (3) Equipment Class H (High Vibration) shall include pile drivers, machine operated 36 impact tools, pavement breakers, and other large pieces of equipment. 37 38 6-02.3(11) Curing Concrete 39 The second paragraph is supplemented with the following: 40 41 Runoff water shall be collected and disposed of in accordance with all applicable 42 regulations. In no case shall runoff water be allowed to enter any lakes, streams, or 43 other surface waters. 44 45 6-02.3(16) Plans for Falsework and Formwork 46 The address for FEDEX delivery following the fourth paragraph is revised to read: 47 48 Washington State Department of Transportation 49 Bridge and Structures Engineer 50 7345 Linderson Way SW 51 Tumwater, WA 98501-6504 52 TEST2 20 1 6-02.3(16)A Nonpreapproved Falsework and Formwork Plans 2 The address for FEDEX delivery following the first paragraph is revised to read: 3 so 4 Washington State Department of Transportation 5 Bridge and Structures Engineer 6 7345 Linderson Way SW 7 Tumwater, WA 98501-6504 8 9 6-02.3(16)B Preapproved Formwork Plans 10 The address for FEDEX delivery following the second paragraph is revised to read: 11 12 Washington State Department of Transportation 13 Bridge and Structures Engineer 14 7345 Linderson Way SW 15 Tumwater, WA 98501-6504 16 17 6-02.3(24)C Placing and Fastening 18 The 14th paragraph is revised to read: 19 20 Clearances shall be at least: 21 22 4-inches between: Main bars and the top of any concrete masonry 23 exposed to the action of salt or alkaline water. 24 `- 25 3-inches between: Main bars and the top of any concrete deposited 26 against earth without intervening forms. 27 28 21/2-inches between: Adjacent bars in a layer. Roadway slab bars and the 29 top of the roadway slab. 30 31 2-inches between: Adjacent layers. Main bars and the surface of concrete 32 exposed to earth or weather (except in roadway slabs). I ' 33 Reinforcing bars and the faces of forms for exposed 34 aggregate finish. 35 36 11/2-inches between: Main bars and the surface of concrete not exposed to 37 earth or weather. Slab bars and the top of the slab 38 (except roadway slabs). Barrier and curb bars and the 39 surface of the concrete. Stirrups and ties and the 40 surface of the concrete exposed to earth or weather. 41 42 1-inch between: Slab bars and the bottom of the slab. Stirrups and ties 43 and the surface of the concrete not exposed to earth or 44 weather. ® 45 46 6-02.3(26)A Shop Drawings 47 The address for FEDEX delivery under Item 1 in the first paragraph is revised to read: 48 49 Washington State Department of Transportation 50 Bridge and Structures Engineer 51 7345 Linderson Way SW 52 Tumwater, WA 98501-6504 TEST2 21 1 1 2 6-02.3(28)A Shop Drawings 3 The first paragraph is revised to read: 4 5 Before casting the structural elements, the Contractor shall submit: 6 7 1. Seven sets of shop drawings for approval by the Department of Transportation 8 Bridge and Structures Engineer, Construction Support, addressed as follows: 9 10 US Postal Service 11 P. O. Box 47340 12 Olympia, WA 98504-7340 13 14 FedEx 15 7345 Linderson Way SW 16 Tumwater, WA 98501-6504; and 17 18 2. Two sets of shop drawings to the Project Engineer. 19 20 6-02.4 Measurement 21 This section is supplemented with the following: 22 23 No specific unit of measure will apply to the lump sum item for cure box. 24 25 6-02.5 Payment 26 This section is supplemented with the following: 27 28 "Cure Box", lump sum. 29 The lump sum contract price for "Cure Box" shall be full pay for all costs for providing, 30 operating, maintaining, moving and removing the cure boxes and providing, maintaining 31 and operating all necessary power sources and connections needed to operate the 32 curing boxes. 33 34 SECTION 6-03, STEEL STRUCTURES 35 December 4, 2006 36 6-03.3(7) Shop Plans 37 The first two sentences in the first paragraph are revised to read: 38 39 The Contractor shall submit for approval all shop detail plans for fabricating the steel. 40 These shall be sent to the Department of Transportation Bridge and Structures 41 Engineer, Construction Support, addressed as follows: 42 43 US Postal Service 44 P. O. Box 47340 45 Olympia, WA 98504-7340 46 47 FedEx 48 7345 Linderson Way SW 49 Tumwater, WA 98501-6504 50 TEST2 22 1 6-03.3(21)A Web Plates 2 This section is revised to read- 3 4 If web plates are spliced, gaps between plate ends shall be set at shop assembly to 5 measure 1/4-inch, and shall not exceed 3/8-inch. 6 7 6-03.3(33) Bolted Connections 8 The first sentence in the second paragraph is revised to read: 9 10 All bolted connections are slip critical. 11 12 SECTION 6-05, PILING - 13 August 7, 2006 14 6-05.3(11)H Pile Driving From or Near Adjacent Structures 15 The second paragraph is revised to read: 16 17 Freshly placed concrete in the vicinity of the pile driving operation shall be protected 18 against vibration in accordance with Section 6-02.3(6)D. 19 20 The third paragraph is deleted. 21 K 22 6-05.5 Payment 23 The paragraph following "Furnishing St. Piling", per linear foot is revised to read: 24 25 The unit contract price per linear foot for "Furnishing (type) Piling (_)" shall be full 26 pay for furnishing the piling specified, including fabricating and installing the steel 27 reinforcing bar cage, and casting and curing the concrete, as required for concrete 28 piling. Such price shall also be full pay, when measurement includes, for piling length 29 ordered but not driven. 30 31 SECTION 6-07, PAINTING - 32 August 7, 2006 33 6-07.2 Materials 34 The first sentence in the second paragraph is revised to read: 35 36 Material used for field abrasive blasting shall meet Military Specification MIL-A- 37 22262B(SH) as listed on QPL-22262-28 as maintained by the Department of the Navy. 38 39 6-07.3(2)A Bridge Cleaning 40 In the third paragraph under Pressure Flushing, the US Sieve size for Apparent opening 41 size (ASTM D4751) is revised to read: 42 43 #100 US Sieve 44 45 SECTION 6-09, MODIFIED CONCRETE OVERLAYS 46 December 4, 2006 47 6-09.3(6)C Placing Deck Repair Concrete 48 This section is revised to read: TEST2 23 1 2 Deck repair concrete for modified concrete overlays shall be either modified concrete or 3 concrete Class M. 4 5 Before placing any deck repair concrete, the Contractor shall flush the existing concrete 6 in the repair area with water and make sure that the existing concrete is well saturated. 7 The Contractor shall remove any freestanding water prior to placing the deck repair 8 concrete. The Contractor shall place the deck repair concrete onto the existing concrete 9 while it is wet. 10 11 All deck repairs with exposed bottom layer steel reinforcing bars, all full depth deck 12 repairs, and all deck repairs of an area greater than ten square feet (measured at the 13 top layer of steel reinforcement) shall be repaired, and wet cured for 42 hours in 14 accordance with Section 6-09.3(13), prior to placing the concrete overlay. During the 15 curing period, all vehicular and foot traffic shall be prohibited on the repair area. 16 17 Small deck repairs, defined as those of an area equal to or less than ten square feet 18 (measured at the top layer of steel reinforcement), shall be filled with concrete overlay 19 material during the placement of the concrete overlay. 20 21 SECTION 6-10, CONCRETE BARRIER 22 December 4, 2006 23 6-10.2 Materials 24 The fourth paragraph is revised to read: 25 26 Connecting pins, drift pins and steel pins for type 3 anchors shall conform to Section 9- 27 06.5(4) and be galvanized in accordance with AASHTO M 232. All other hardware shall 28 conform to Section 9-06.5(1) and be galvanized in accordance with AASHTO M 232. 29 30 SECTION 6-11, PRECAST CONCRETE RETAINING WALL STEMS 31 January 3, 2006 32 This section including title is revised to read: 33 34 SECTION 6-11, REINFORCED CONCRETE WALLS 35 6-11.1 Description 36 This work consists of constructing reinforced concrete retaining walls, including those 37 shown in the Standard Plans, L walls, and counterfort walls. 38 39 6-11.2 Materials 40 Materials shall meet the requirements of the following sections: 41 42 Cement 9-01 43 Aggregates for Portland Cement Concrete 9-03.1 44 Gravel Backfill 9-03.12 45 Premolded Joint Filler 9-04.1(2) 46 Steel Reinforcing Bar 9-07.2 47 Epoxy-Coated Steel Reinforcing Bar 9-07.3 48 Concrete Curing Materials and Admixtures 9-23 49 Fly Ash 9-23.9 TEST2 24 1 Water 9-25 2 3 Other materials required shall be as specified in the Special Provisions. 4 5 6-11.3 Construction Requirements 6 7 6-11.3(1) Submittals 8 The Contractor shall submit all excavation shoring plans to the Engineer for approval in 9 accordance with Section 2-09.3(3)D. M 10 11 The Contractor shall submit all falsework and formwork plans to the Engineer for 12 approval in accordance with Sections 6-02.3(16) and 6-02.3(17). 13 14 If the Contractor elects to fabricate and erect precast concrete wall stem panels, the 15 following information shall be submitted to the Engineer for approval in accordance with 16 Sections 6-01.9 and 6-02.3(28)A: 17 18 1. Working drawings for fabrication of the wall stem panels, showing dimensions, 19 steel reinforcing bars, joint and joint filler details, surface finish details, lifting 20 devices with the manufacturer's recommended safe working capacity, and 21 material specifications. 22 23 2. Working drawings and design calculations for the erection of the wall stem 24 panels showing dimensions, support points, support footing sizes, erection 25 blockouts, member sizes, connections, and material specifications. 26 27 3. Design calculations for the precast wall stem panels, the connection between 28 the precast panels and the cast-in-place footing, and all modifications to the 29 cast-in-place footing details as shown in the Plans or Standard Plans. 30 31 The Contractor shall not begin excavation and construction operations for the retaining 32 walls until receiving the Engineer's approval of the above submittals. 33 34 6-11.3(2) Excavation and Foundation Preparation 35 Excavation shall conform to Section 2-09.3(3), and to the limits and construction stages 36 shown in the Plans. Foundation soils found to be unsuitable shall be removed and 37 replaced in accordance with Section 2-09.3(1)C. 38 39 6-11.3(3) Precast Concrete Wall Stem Panels 40 The Contractor may fabricate precast concrete wall stem panels for construction of 41 Standard Plan Retaining Wall Types 1 through 6 and 1SW through 6SW. Precast 42 concrete wall stem panels may be used for construction of non-Standard Plan retaining 43 walls if allowed by the Plans or Special Provisions. Precast concrete wall stem panels 44 shall conform to Section 6-02.3(28), and shall be cast with Class 4000 concrete. 45 46 The precast concrete wall stem panels shall be designed in accordance with the 47 requirements for Load Factor Design in the following codes: 48 49 1. For all loads except as otherwise noted -AASHTO Standard Specifications for 50 Highway Bridges, latest edition and current interims. The seismic design shall 51 use the acceleration coefficient and soil profile type as specified in the Plans. 52 TEST2 25 1 2. For all wind loads - AASHTO Guide Specifications for Structural Design of 2 Sound Barriers, latest edition and current interims. 3 4 The precast concrete wall stem panels shall be fabricated in accordance with the 5 dimensions and details shown in the Plans, except as modified in the shop drawings as 6 approved by the Engineer. 7 8 The precast concrete wall stem panels shall be fabricated full height, and shall be 9 fabricated in widths of 8 feet, 16 feet, and 24 feet. 10 11 The construction tolerances for the precast concrete wall stem panels shall be as 12 follows: 13 14 Height ±1/4 inch 15 Width ±1/4 inch 16 Thickness ±1/4 inch 17 -1/8 inch 18 Concrete cover for steel reinforcing bar ±3/8 inch 19 -1/8 inch 20 Width of precast concrete wall stem panel joints ±1/4 inch 21 Offset of precast concrete wall stem panels ±1/4 inch 22 (Deviation from a straight line extending 5 feet on each side of the panel joint) 23 24 The precast concrete wall stem panels shall be constructed with a mating shear key 25 between adjacent panels. The shear key shall have beveled corners and shall be 1-1/2 26 inches in thickness. The width of the shear key shall be 3-1/2 inches minimum and 5- 27 1/2 inches maximum. The shear key shall be continuous and shall be of uniform width 28 over the entire height of the wall stem. 29 30 The Contractor shall provide the specified surface finish as noted, and to the limits 31 shown, in the Plans to the exterior concrete surfaces. Special surface finishes achieved 32 with form liners shall conform to Sections 6-02.2 and 6-02.3(14) as supplemented in the 33 Special Provisions. Rolled on textured finished shall not be used. Precast concrete wall 34 stem panels shall be cast in a vertical position if the Plans call for a form liner texture on 35 both sides of the wall stem panel. 36 37 The precast concrete wall stem panel shall be rigidly held in place during placement and 38 curing of the footing concrete. 39 40 The precast concrete wall stem panels shall be placed a minimum of one inch into the 41 footing to provide a shear key. The base of the precast concrete wall stem panel shall 42 be sloped '/2 inch per foot to facilitate proper concrete placement. 43 44 To ensure an even flow of concrete under and against the base of the wall panel, a form 45 shall be placed parallel to the precast concrete wall stem panel, above the footing, tc 46 allow a minimum one foot head to develop in the concrete during concrete placement. 47 48 The steel reinforcing bars shall be shifted to clear the erection blockouts in the precast 49 concrete wall stem panel by 1-1/2 inches minimum. 50 51 All precast concrete wall stem panel joints shall be constructed with joint filler installed 52 on the rear (backfill) side of the wall. The joint filler material shall extend from two feet TEST2 26 1 below the final ground level in front of the wall to the top of the wall. The joint filler shall 2 be a nonorganic flexible material and shall be installed to create a waterproof seal at 3 panel joints. 4 5 The soil bearing pressure beneath the falsework supports for the precast concrete wall 6 stem panels shall not exceed the maximum design soil pressure shown in the Plans for 7 the retaining wall. 8 9 6-11.3(4) Cast-In-Place Concrete Construction 10 Cast-in-place concrete for concrete retaining walls shall be formed, reinforced, cast, 11 cured, and finished in accordance with Section 6-02, and the details shown in the Plans 12 and Standard Plans. All cast-in-place concrete shall be Class 4000. 13 14 The Contractor shall provide the specified surface finish as noted, and to the limits 15 shown, in the Plans to the exterior concrete surfaces. Special surface finishes achieved 16 with formliners shall conform to Sections 6-02.2 and 6-02.3(14) as supplemented in the 17 Special Provisions. 18 19 Cast-in-place concrete for adjacent wall stem sections (between vertical expansion 20 joints) shall be formed and placed separately, with a minimum 12 hour time period 21 between concrete placement operations. 22 23 Premolded joint filler, 1/2" thick, shall be placed full height of all vertical wall stem 24 expansion joints in accordance with Section 6-01.14. 25 26 6-11.3(5) Backfill, Weepholes and Gutters 27 Unless the Plans specify otherwise, backfill and weepholes shall be placed in 28 accordance with Standard Plan D-4 and Section 6-02.3(22). Gravel backfill for drain 29 shall be compacted in accordance with Section 2-09.3(1)E. Backfill within the zone 30 defined as bridge approach embankment in Section 1-01.3 shall be compacted in 31 accordance with Method C of Section 2-03.3(14)C. All other backfill shall be compacted 32 in accordance with Method B of Section 2-03.3(14)C, unless otherwise specified. 33 34 Cement concrete gutter shall be constructed as shown in the Standard Plans. 35 36 6-11.3(6) Traffic Barrier and Pedestrian Barrier 37 When shown in the Plans, traffic barrier and pedestrian barrier shall be constructed in 38 accordance with Sections 6-02.3(11)A and 6-10.3(2), and the details shown in the Plans 39 and Standard Plans. 40 41 6-11.4 Measurement 42 Concrete Class 4000 for retaining wall will be measured as specified in Section 6-02.4. 43 44 Steel reinforcing bar for retaining wall and epoxy-coated steel reinforcing bar for 45 retaining wall will be measured as specified in Section 6-02.4. 46 47 Traffic barrier and pedestrian barrier will be measured as specified in Section 6-10.4 for 48 cast-in-place concrete barrier. 49 50 6-11.5 Payment 51 Payment will be made in accordance with Section 1-04.1 for each of the following bid 52 items when they are included in the proposal: TEST2 27 1 2 "Conc. Class 4000 For Retaining Wall", per cubic yard. 3 All costs in connection with furnishing and installing weep holes and premolded 4 joint filler shall be included in the unit contract price per cubic yard for "Conc. Class 5 4000 for Retaining Wall". 6 7 "St. Reinf. Bar For Retaining Wall", per pound. 8 "Epoxy-Coated St. Reinf. Bar For Retaining Wall", per pound. 9 10 "Traffic Barrie", per linear foot. 11 "Pedestrian Barrier", per linear foot. 12 The unit contract price per linear foot for "_ Barrier" shall be full pay for 13 constructing the barrier on top of the retaining wall, except that when these bid 14 items are not included in the proposal, all costs in connection with performing the 15 work as specified shall be included in the unit contract price per cubic yard for 16 "Conc. Class 4000 For Retaining Wall", and the unit contract price per pound for 17 "_ Bar For Retaining Wall". 18 19 SECTION 6-12, NOISE BARRIER WALLS 20 January 3, 2006 21 6-12.3(6) Precast Concrete Panel Fabrication and Erection 22 Item 5 following the first paragraph of Section 6-12.3(6) is renumbered to item 6. 23 24 The below new item 5 is inserted ahead of renumbered item 6: 25 26 5. Precast concrete panels shall not be erected until the foundations for the panels 27 have attained a minimum compressive strength of 3,400 psi. 28 29 SECTION 6-13, STRUCTURAL EARTH WALLS 30 December 4, 2006 31 6-13.3(2) Submittals 32 The fifth paragraph is revised to read: 33 34 The design calculation and working drawing submittal shall include detailed design 35 calculations and all details, dimensions, quantities, and cross-sections necessary to 36 construct the wall. The calculations shall include a detailed explanation of any symbols, 37 design input, material property values, and computer programs used in the design of the 38 walls. All computer output submitted shall be accompanied by supporting hand 39 calculations detailing the calculation process. If MSEW 3.0, or a later version, is used 40 for the wall design, hand calculations supporting MSEW are not required. 41 42 6-13.3(6) Welded Wire Faced Structural Earth Wall Erection 43 This section is supplemented with the following: 44 45 Geosynthetic reinforcing, when used, shall be placed in accordance with Sections 2- 46 12.3 and 6-13.3(5). 47 48 6-13.3(7) Backfill 49 Under number 4 in the fifth paragraph, the words "light mechanical tampers" are revised to 50 "a plate compactor". TEST2 28 1 2 6-13.3(9) SEW Traffic Barrier and SEW Pedestrian Barrier 3 This Section is revised to read: 4 5 The Contractor, in conjunction with the structural earth wall manufacturer, shall design 6 and detail the SEW traffic barrier and SEW pedestrian barrier in accordance with 7 Section 6-13.3(2) and the above ground geometry details shown in the Plans. The 8 barrier working drawings and supporting calculations shall include, but not be limited to, 9 the following: 10 11 1. Complete details of barrier cross section geometry, including the portion below 12 ground, and accommodations necessary for bridge approach slabs, PCCP, 13 drainage facilities, underground utilities, and sign support, luminaire pole, 14 traffic signal standard, and other barrier attachments. 15 16 2. Details of the steel reinforcement of the barrier, including a bar list and bending 17 diagram in accordance with Section 6-02.3(24), and including additional 18 reinforcement required at sign support, luminaire pole, traffic signal standard, 19 and other barrier attachment locations. 20 21 3. Details of the interface of, and the interaction between, the barrier and the top 22 layers of structural earth wall reinforcement and facing. 23 24 4. When the Plans specify placement of conduit pipes through the barrier, details 25 of conduit pipe and junction box placement. 26 27 SEW traffic barrier and SEW pedestrian barrier shall be constructed in accordance with 28 Sections 6-02.3(11)A and 6-10.3(2), and the details in the Plans and in the structural 29 earth wall working drawings as approved by the Engineer. 30 31 SECTION 6-14, GEOSYNTHETIC RETAINING WALLS 32 December 4, 2006 33 6-14.3(2) Submittals 34 Item 2 is revised to read: 35 36 2. The Contractor's proposed wall construction method, including proposed forming 37 systems, types of equipment to be used, proposed erection sequence and details 38 of how the backfill will be retained during each stage of construction. 39 40 6-14.3(4) Erection and Backfill 41 The first sentence in the eighth paragraph is revised to read: 42 43 The Contractor shall place and compact the wall backfill in accordance with the wall 44 construction sequence detailed in the Plans and Method C of Section 2-03.3(14)C, 45 except as follows: 46 47 Under number 5 in the eighth paragraph, the words "light mechanical tempers" are revised 48 to "a plate compactor". 49 50 6-14.4 Measurement 51 The first three paragraphs are revised to read: TEST2 29 1 2 Permanent geosynthetic retaining wall and temporary geosynthetic retaining wall will be 3 measured by the square foot of face of completed wall. Corner wrap area and 4 extensions of the geosynthetic wall beyond the area of wall face shown in the Plans or 5 staked by the Engineer are considered incidental to the wall construction and will not be 6 included in the measurement of the square foot of face of completed geosynthetic 7 retaining wall. 8 9 Gravel borrow for geosynthetic retaining wall backfill will be measured as specified in 10 Section 2-03.4. 11 12 Shotcrete facing and concrete fascia panel will be measured by the square foot surface 13 area of the completed facing or fascia panel, measured to the neat lines of the facing or 14 panel as shown in the Plans. When a footing is required, the measurement of the fascia 15 panel area will include the footing. 16 17 6-14.5 Payment 18 The bid item "Borrow for Geosynthetic Wall Incl. Haul' and subsequent paragraph are 19 revised to read: 20 21 "Gravel Borrow for Geosynthetic Ret. Wall Incl. Haul", per ton or per cubic yard. 22 All costs in connection with furnishing and placing backfill material for temporary or 23 permanent geosynthetic retaining walls as specified shall be included in the unit contract 24 price per ton or per cubic yard for"Gravel Borrow for Geosynthetic Ret. Wall Incl. Haul". 25 26 SECTION 6-15, SOIL NAIL WALLS 27 August 7, 2006 28 6-15.3(8) Soil Nail Testing and Acceptance 29 The first sentence in the fourth paragraph is revised to read: 30 31 The pressure gauge shall be graduated in increments of either 100 psi or two percent of 32 the maximum test load, whichever is less. 33 34 SECTION 6-16, SOLDIER PILE AND SOLDIER PILE TIEBACK WALLS 35 August 7, 2006 36 6-16.3(5) Backfilling Shaft 37 The first and second paragraphs are revised to read: 38 39 The excavated shaft shall be backfilled with either controlled density fill (CDF), or 40 pumpable lean concrete, as shown in the Plans and subject to the following 41 requirements: 42 43 1. Dry shaft excavations shall be backfilled with CDF. 44 45 2. Wet shaft excavations shall be backfilled with pumpable lean concrete. 46 47 3. Pumpable lean concrete shall be a Contractor designed mix providing a 48 minimum 28 day compressive strength of 100 psi. Acceptance of pumpable 49 lean concrete will conform to the acceptance requirements specified in Section 50 2-09.3(1) for CDF. TEST2 30 1 2 4. A wet shaft is defined as a shaft where water is entering the excavation and 3 remains present to a depth of six inches or more. 4 5 5. When the Plans or test hole boring logs identify the presence of a water table 6 at or above the elevation of the bottom of soldier pile shaft, the excavation 7 shall be considered as wet, except as otherwise noted. Such a shaft may be 8 considered a dry shaft provided the Contractor furnishes and installs casing 9 that is sufficiently sealed into competent soils such that water cannot enter the 10 excavation. 11 12 Placement of the shaft backfill shall commence immediately after completing the shaft 13 excavation and receiving the Engineer's approval of the excavation. CDF or pumpable 14 lean concrete shall be placed in one continuous operation to the top of the shaft. 15 Vibration of shaft backfill is not required. 16 17 6-16.3(6) Installing Timber Lagging and Permanent Ground Anchors 18 The first paragraph is revised to read: 19 20 The excavation and removal of CDF and pumpable lean concrete for the lagging 21 installation shall proceed in advance of the lagging, and shall not begin until the CDF 22 and pumpable lean concrete are of sufficient strength that the material remains in 23 placed during excavation and lagging installation. If the CDF or pumpable lean concrete 24 separates from the soldier pile, or caves or spalls from around the pile, the Contractor 25 shall discontinue excavation and timber lagging installation operations until the CDF and 26 pumpable lean concrete is completely set. The bottom of the excavation in front of the 27 wall shall be level. Excavation shall conform to Section 2-03. 28 29 SECTION 6-17, PERMANENT GROUND ANCHORS 30 August 7, 2006 31 6-17.3(8) Testing and Stressing 32 The first sentence in the third paragraph is revised to read: 33 34 The pressure gauge shall be graduated in increments of either 100 psi or two percent of 35 the maximum test load, whichever is less. 36 37 SECTION 7-01, DRAINS 38 August 7, 2006 39 7-01.3 Construction Requirements 40 This section is revised to read: 41 42 A trench of the dimensions shown in the Plans or as specified by the Engineer shall be 43 excavated to the grade and line given by the Engineer. 44 45 Section 7-01.3 is supplemented with the following new sub-sections: 46 47 7-01.3(1) Drain Pipe 48 Drain pipe shall be laid in conformity with the line and grades as shown in the Plans. 49 The drain pipe shall be laid with soiltight joints unless otherwise specified. Concrete 50 drain pipe shall be laid with the bell or larger end upstream. PVC drain pipe shall be TEST2 31 1 jointed with a bell and spigot joint using a flexible elastomeric seal as described in 2 Section 9-04.8. The bell shall be laid upstream. PE drain pipe shall be jointed with 3 snap-on, screw-on, bell and spigot, or wraparound coupling bands as recommended by 4 the manufacturer of the tubing. 5 6 7-01.3(2) Underdrain Pipe 7 When underdrain pipe is being installed as a means of intercepting ground or surface 8 water, the trench shall be fine-graded in the existing soil 3 inches below the grade of the 9 pipe as shown in the Plans. Gravel backfill shall be used under the pipe. Gravel backfill 10 shall be placed to the depth shown in the Plans or as designated by the Engineer. All 11 backfill shall be placed in 12-inch maximum layers and be thoroughly compacted with 12 three passes of a vibratory compactor for each layer. The Contractor shall use care in 13 placing the gravel backfill material to prevent its contamination. 14 15 Class 2 perforations shall be used unless otherwise specified. When Class 1 16 perforations are specified the perforated pipe shall be laid with the perforations down. 17 Upon final acceptance of the work, all drain pipes shall be open, clean, and free 18 draining. Perforated pipe does not require a watertight joint. PVC underdrain pipe shall 19 be jointed using either the flexible elastomeric seal as described in Section 9-04.8 or 20 solvent cement as described in Section 9-04.9, at the option of the Contractor unless 21 otherwise specified in the Plans. The bell shall be laid upstream. PE drainage tubing 22 underdrain pipe shall be jointed with snap-on, screw-on, bell and spigot, or wraparound 23 coupling bands, as recommended by the manufacturer of the tubing. 24 25 SECTION 7-02, CULVERTS 26 January 3, 2006 27 7-02.2 Materials 28 The fifth and seventh paragraphs are deleted: 29 30 SECTION 7-04, STORM SEWERS 31 January 3, 2006 32 7-04.2 Materials 33 The fourth and sixth paragraphs are deleted: 34 35 SECTION 8-01, EROSION CONTROL AND WATER POLLUTION CONTROL 36 December 4, 2006 37 8-01.3(1) General 38 The eighth paragraph, beginning with "In western Washington, erodible soil', is deleted and 39 replaced with the following: 40 41 Erodible soil not being worked, whether at final grade or not, shall be covered within the 42 following time period, using an approved soil covering practice, unless authorized 43 otherwise by the Engineer: 44 45 In western Washington (west of the Cascade Mountain crest): 46 47 October 1 through April 30 2 days maximum 48 May 1 to September 30 7 days maximum TEST2 32 1 2 In eastern Washington (east of the Cascade Mountain crest.): 3 4 October 1 through June 30 5 days maximum 5 July 1 through September 30 10 days maximum 6 7 8-01.3(1)B Erosion and Sediment Control (ESC) Lead 8 This section is revised to read: 9 10 The Contractor shall identify the ESC Lead at the preconstruction discussions and in the 11 TESC plan. The ESC Lead shall have, for the life of the contract, a current Certificate of 12 Training in Construction Site Erosion and Sediment Control from a course approved by 13 the Washington State Department of Ecology. The ESC Lead shall be listed on the 14 Emergency Contact List required under Section 1-05.13(1). 15 16 The ESC Lead shall implement the Temporary Erosion and Sediment Control (TESC) 17 plan. Implementation shall include, but is not limited to: 18 19 1. Installing and maintaining all temporary erosion and sediment control Best 20 Management Practices (BMPs) included in the TESC plan to assure continued 21 performance of their intended function. Damaged or inadequate TESC BMPs 22 shall be corrected immediately. 23 24 2. Updating the TESC plan to reflect current field conditions. 25 26 When a TESC plan is included in the contract plans, the Contractor shall inspect all on- 27 site erosion and sediment control BMPs at least once every calendar week and within 28 24 hours of runoff events in which stormwater discharges from the site. Inspections of 29 temporarily stabilized, inactive sites may be reduced to once every calendar month. 30 The Erosion and Sediment Control Inspection Form (Form Number 220-030 EF) shall 31 be completed for each inspection and a copy shall be submitted to the Engineer no later 32 than the end of the next working day following the inspection. 33 34 8-01.3(2)E Tacking Agent and Soil Binders 35 The third paragraph, (PAM) is revised to read: 36 37 Soil Binding Using Polyacrylamide (PAM) 38 The PAM shall be applied on bare soil completely dissolved and mixed in water or 39 applied as a dry powder. Dissolved PAM shall be applied at a rate of not more than 2/3 40 pound per 1,000 gallons of water per acre. A minimum of 200 pounds per acre of 41 cellulose fiber mulch treated with a non-toxic dye shall be applied with the dissolved 42 PAM. Dry powder applications may be at a rate of 5 pounds per acre using a hand-held 43 fertilizer spreader or a tractor-mounted spreader. 44 45 8-01.3(2)F Dates for Application of Final Seed, Fertilizer, and Mulch 46 The second paragraph under East of the summit of the Cascade Range, beginning with "The 47 Contractor will be responsible", is deleted. 48 49 8-01.3(9)A Silt Fence 50 The fifth paragraph is revised to read: 51 TEST2 33 1 Posts shall be either wood or steel. Wood posts shall have minimum dimensions of 1 2 1/4 inches by 1 1/4 inches by the minimum length shown in the Plans. Steel posts shall 3 have a minimum weight of 0.90 Ibs/ft 4 5 8-01.4 Measurement 6 This section is supplemented with the following: 7 8 Coir log will be measured by the linear foot along the ground line of the completed 9 installation. 10 11 8-01.5 Payment 12 The following bid item is inserted after"Compost Sock", per linear foot: 13 14 "Coir Log", per linear foot 15 16 This section is supplemented with the following: 17 18 "Mowing", per acre. 19 20 SECTION 8-02, ROADSIDE RESTORATION 21 April 3, 2006 22 8-02.3(8) Planting 23 The seventh and eighth paragraphs are deleted and replaced with the following: 24 25 All burlap, baskets, string, wire and other such materials shall be removed from the hole 26 when planting balled and burlapped plants. The plant material shall be handled in such 27 a manner that the root systems are kept covered and damp at all times. The root 28 systems of all bare root plant material shall be dipped in a slurry of silt and water 29 immediately prior to planting. The root systems of container plant material shall be 30 moist at the time of planting. In their final position, all plants shall have their top true root 31 (not adventitious root) no more than 1" below the soil surface, no matter where that root 32 was located in the original root ball or container. After planting, the backfill material and 33 root ball shall be thoroughly watered in within 24 hours. 34 35 8-02.3(9) Pruning, Staking, Guying, and Wrapping 36 The first paragraph is revised to read: 37 38 Plants shall be pruned at the time of planting, only to remove minor broken or damaged 39 twigs, branches or roots. Pruning shall be done with a sharp tool and shall be done in 40 such a manner as to retain or to encourage natural growth characteristics of the plants. 41 All other pruning shall be performed only after the plants have been in the ground at 42 least one year. 43 44 SECTION 8-04, CURBS, GUTTERS, AND SPILLWAYS 45 December 4, 2006 46 8-04.3(2) Extruded Asphalt Concrete Curbs, and Gutters 47 The first paragraph is supplemented with the following: 48 TEST2 34 1 Just prior to placing the curb, a tack coat of asphalt shall be applied to the existing 2 pavement surface at the rate ordered by the Engineer. 3 4 8-04.4 Measurement 5 The first paragraph is revised to read- 6 7 All curbs, gutters, and spillways will be measured by the linear foot along the line and 8 slope of the completed curbs, gutters, or spillways, including bends. Measurement of 9 cement concrete curb and cement concrete curb and gutter, when constructed across 10 driveways or sidewalk ramps, will include the width of the driveway or sidewalk ramp. 11 12 SECTION 8-08, RUMBLE STRIPS 13 April 3, 2006 14 8-08.1 Description 15 The first sentence is revised to read: 16 17 This work consists of constructing centerline and shoulder rumble strips by grinding hot 18 mix asphalt. 19 20 8-08.3 Construction Requirements 21 The first sentence in the first paragraph is revised to read: 22 23 The equipment shall have a rotary type cutting head or series of cutting heads capable 24 of grinding one or more recesses in the hot mix asphalt as detailed in the Standard 25 Plans. 26 27 The third sentence in the third paragraph is revised to read: 28 29 All cuttings and other debris shall become the property of the Contractor and be 30 disposed of outside the project limits. 31 32 SECTION 8-09, RAISED PAVEMENT MARKERS 33 April 3, 2006 34 8-09.3(5) Recessed Pavement Marker 35 This section is revised to read: 36 37 Construct recesses for pavement markers by grinding the pavement in accordance with 38 the dimensions shown in the Standard Plans. This work shall include cleanup and 39 disposal of cuttings and other resultant debris. Prepare the surface in accordance with 40 Section 8-09.3(1). Install Type 2 markers in the recess in accordance with the Standard 41 Plans and Section 8-09.3(4). 42 43 SECTION 8-11, GUARDRAIL 44 April 3, 2006 45 8-11.3(4) Removing Guardrail 46 This section including title is revised to read: 47 TEST2 35 1 8-11.3(4) Removing Guardrail and Guardrail Anchor 2 Removal of the various types of guardrail shall include removal of the rail, cable 3 elements, hardware, and posts, including transition sections, expansion sections and 4 terminal sections . Removal of the various types of guardrail anchors shall include 5 removal of the anchor assembly in its entirety, including concrete bases, rebar, and steel 6 tubes and any other appurtenances in the anchor assembly. All holes resulting from the 7 removal of the guardrail posts and anchors shall be backfilled with granular material in 8 layers no more than 6-inches thick and compacted to a density similar to that of the 9 adjacent material. The removed guardrail items shall become the property of the 10 Contractor. 11 12 SECTION 8-16, CONCRETE SLOPE PROTECTION 13 August 7, 2006 14 8-16.2 Materials 15 The material "Concrete Class 3000" and referenced section "6-02" are revised to read: 16 17 Commercial Concrete 6-02.3(2)B 18 19 8-16.3(3) Poured in Place Cement Concrete 20 In the second paragraph, the words "Class 3000 cement' are revised to read "commercial". 21 22 SECTION 8-20, ILLUMINATION, TRAFFIC SIGNAL SYSTEMS, AND 23 ELECTRICAL 24 December 4, 2006 25 8-20.3(2) Excavating and Backfilling 26 The third paragraph is revised to read: 27 28 The excavations shall be backfilled in conformance with the requirements of Section 2- 29 09.3(1)E, Structure Excavation. 30 31 8-20.3(4) Foundations 32 The second paragraph is revised to read: 33 34 The bottom of concrete foundations shall rest on firm ground. If the portion of the 35 foundation beneath the existing ground line is formed or cased instead of being cast 36 against the existing soil forming the sides of the excavation, then all gaps between the 37 existing soil and the completed foundation shall be backfilled and compacted in 38 accordance with Section 2-09.3(1)E. , 39 40 The thirteenth paragraph is revised to read: 41 42 Both forms and ground which will be in contact with the concrete shall be thoroughly 43 moistened before placing concrete; however, excess water in the foundation excavation 44 will not be permitted. Foundations shall have set at least 72 hours prior to the removal 45 of the forms. All forms shall be removed, except when the Plans or Special Provisions 46 specifically allow or require the forms or casing to remain. 47 48 8-20.3(9) Bonding, Grounding 49 The first, second, and fourth paragraphs are revised to read: TEST2 36 1 2 All metallic appurtenances containing electrical conductors (luminaires, light standards, 3 cabinets, metallic conduit, etc.) shall be made mechanically and electrically secure to w 4 form continuous systems, that shall be effectively grounded. 5 6 Where conduit is installed, the installation shall include an equipment ground conductor, 7 in addition to the conductors noted in the contract. Bonding jumpers and equipment 8 grounding conductors shall be installed in accordance with Section 9-29.3 and NEC. 9 Where existing conduits are used for the installation of new circuits, an equipment- 10 grounding conductor shall be installed unless an existing equipment ground conductor, 11 which is appropriate for the largest circuit, is already present in the existing raceway. 12 The equipment ground conductor between the isolation switch and the sign lighter 13 fixtures shall be a minimum of a 14 AWG stranded copper conductor. Where parallel 14 circuits are enclosed in a common conduit, the equipment-grounding conductor shall be 15 sized by the largest overcurrent device serving any circuit contained within the conduit. 16 17 Supplemental grounding shall be provided at light standards, signal standards, 18 cantilever and sign bridge structures. Steel sign posts which support signs with sign 19 lighting or flashing beacons shall also have supplemental grounding. The supplemental 20 ground conductor shall be connected to the foundation rebar (all rebar crossings shall 21 be wire tied) by means of a grounding connector listed for use in concrete, and lead up 22 directly adjacent to a conduit installed within the foundation. The free end of the 23 conductor shall be terminated to the ground terminal, with an approved clamp, within 24 the pole. If no ground terminal is provided, bond to standard or post. Three feet of 25 slack shall be provided inside the standard. Where a concrete and rebar foundation is 26 not used the supplemental ground shall be a grounding electrode placed in the hole 27 next to the post prior to back fill. For light standards, signal standards, cantilever and 28 sign bridge structures the supplemental grounding conductor shall be a non-insulated 4 29 AWG stranded copper conductor. For steel sign posts which support signs with sign 30 lighting or flashing beacons the supplemental grounding conductor shall be a non- 31 insulated 6 AWG stranded copper conductor. 32 33 8-20.3(14)E Signal Standards 34 The second paragraph is revised to read: 35 36 Signal standards shall not be erected on concrete foundations until the foundations 37 have attained 2400 psi or 14 days after concrete placement. Signal standards without 38 mast arms may be erected after 72 hours. Type IV and V strain pole standards may be 39 erected but the messenger cable (span wire) shall not be placed until the foundation has 40 attained 2400 psi or 14 days after concrete placement. 41 42 SECTION 8-21, PERMANENT SIGNING 43 January 3, 2006 44 8-21.3(9)F Bases 45 The second paragraph is revised to read: 46 47 The excavation and backfill shall be in conformance with the requirements of Section 2- 48 09.3(1)E. 49 50 The fifth paragraph is revised to read: 51 TEST2 37 1 The bottom of concrete foundations shall rest on firm ground. If the portion of the 2 foundation beneath the existing ground line is formed or cased instead of being cast 3 against the existing soil forming the sides of the excavation, then all gaps between the 4 existing soil and the completed foundation shall be backfilled and compacted in 5 accordance with Section 2-09.3(1)E. 6 ,7 The fourteenth paragraph is revised to read: 8 9 Both forms and ground which will be in contact with the concrete shall be thoroughly 10 moistened before placing concrete; however, excess water in the foundation excavation 11 will not be permitted. Forms shall not be removed until the concrete has set at least 12 three days. All forms shall be removed, except when the Plans or Special Provisions 13 specifically allow or require the forms or casing to remain. 14 15 SECTION 8-22, PAVEMENT MARKING 16 December 4, 2006 17 8-22.3(2) Preparation of Roadway Surfaces 18 The following new sentence is inserted after the first sentence in the second paragraph: 19 20 The temperature requirement may be superseded by the material manufacturers written 21 installation instructions. 22 23 The last sentence in the third paragraph is revised to read: 24 25 These cure periods may be reduced if the manufacturer performs a successful bond 26 test and approves the reduction of the pavement cure period. 27 28 8-22.3(3) Marking Application 29 The following is inserted preceding the first paragraph: 30 31 Flat Lines — Pavement marking lines with a flat surface. 32 33 Profiled Marking —A profiled pavement marking is a marking that consists of a base line 34 thickness and a profiled thickness which is a portion of the pavement marking line that is 35 applied at a greater thickness than the base line thickness. Profiles shall be applied 36 using the extruded method in the same application as the base line. The profiles may 37 be slightly rounded provided the minimum profile thickness is provided for the length of 38 the profile. See the Standard Plans for the construction details. 39 40 Embossed Plastic Line — Embossed plastic lines consist of a flat line with transverse 41 grooves. An embossed plastic line may also have profiles. See the Standard Plans for 42 the construction details. 43 44 Inset Line — Aline constructed by grinding or saw cutting a groove into the pavement 45 surface and spraying, extruding or gluing pavement marking material into the groove. 46 The groove depth is dependent upon the material used, the pavement surface and 47 location. 48 49 The second paragraph is revised to read: 50 TEST2 38 1 Centerlines on two lane highways with skip patterns, paint or plastic, shall be applied in 2 the increasing mile post direction so they are in cycle with existing skip pattern lines at 3 the beginning of the project. Skip patterns applied to multi-lane or divided roadways 4 shall be applied in cycle in the direction of travel. 5 6 Where paint is applied on centerline on two-way roads with bituminous surface 7 treatment or centerline rumble strips, the second paint application shall be applied in the 8 opposite (decreasing mile post) direction as the first application (increasing mile post) 9 direction. This will require minor skip pattern corrections for curves on the second 10 application. 11 12 The fourth paragraph, beginning with "Lines with skip patterns", is deleted. 13 14 The fifth paragraph, beginning with "Glass beads", is deleted. 15 16 The first sentence in the sixth paragraph is revised to read: 17 18 Pavement markings shall be applied at the following base line thickness measured 19 above the pavement surface or above the slot bottom for inset markings in thousandths 20 of an inch (mils): 21 22 In the sixth paragraph, the chart Marking Material Application is revised to read: 23 Marking Material Application HMA PCC BST Paint-first coat spray 10 10 10 Paint-second coat spray 15 15 15 Type A-flat/transverse & symbols extruded 125 125 125 Type A-flat/long line & symbols spray 90 90 120 Type A-with profiles extruded 90 90 120 Type A-embossed extruded 160 160 160 Type A-embossed with profiles extruded 160 160 160 Type B -flat/transverse & symbols heat fused 125 125 125 Type C -flat/transverse & adhesive 90 90 NA symbols Type C-1 - inset/long line adhesive 60 60 NA Type D -flat/transverse & spray 120 120 120 symbols Type D -flat/transverse & extruded 120 120 120 symbols Type D -flat/long line spray 90 90 120 Type D -flat/long line extruded 90 90 120 Type D - profiled/long line extruded 90 90 120 Type D—inset/long line spray 40 40 40 Type D—inset/long line extruded 230 230 230 24 TEST2 39 1 In the seventh paragraph, the chart for Liquid pavement marking material yield per gallon is 2 revised to read: 3 Mils thickness Feet of 4" line/gallon Square feet/gallon 10 483 161 15 322 108 30 161 54 40 125 42 45 107 36 60 81 27 90 54 18 90 with profiles 30 10 120 40 13 120 with profiles 26 9 230 21 7 4 5 In the eighth paragraph, the final line in the chart for Solid pavement marking material (Type 6 A) yield is revised to read: 7 8 230 —flat inset 47 15 9 10 The ninth and tenth paragraphs are deleted. 11 12 The eleventh paragraph is revised to read: 13 14 All inset plastic lines shall be applied into a groove cut or ground into the pavement. For 15 Type A or D material the groove shall be cut or ground with equipment to produce a 16 smooth square groove 4-inches wide. For Type C-1 material the groove shall be cut 17 with equipment to produce a smooth square groove with a width in accordance with the 18 material manufacturer's recommendation. The groove depth for Type C-1 material shall 19 be 100 mils, plus or minus 10 mils. The groove depth for Type A or D material shall be 20 as shown in the Plans. 21 22 Section 8-22.3 is supplemented with the following new sub-section. 23 24 8-22.3(3)A Glass beads 25 Top dress glass beads shall be applied to all spray and extruded pavement marking 26 material. Glass beads shall be applied by a bead dispenser immediately following the 27 pavement marking material application. Glass bead dispensers shall apply the glass 28 beads in a manner such that the beads appear uniform on the entire pavement marking 29 surface with 50 to 60% embedment. Hand casting of beads will not be allowed. 30 31 Glass beads shall be applied to 10 or 15 mil thick paint at a minimum application rate of 32 7 pounds per gallon of paint. For plastic pavement markings, glass beads shall be 33 applied at the rate recommended by the marking material manufacturer. 34 35 When two or more spray applications are required to meet thickness requirements for 36 Type A and Type D materials, top dressing with glass beads is only allowed on the last 37 application. The cure period between successive applications shall be in accordance 38 with the manufacturer's recommendations. Any loose beads, dirt or other debris shall TEST2 40 1 be swept or blown off the line prior to application of each successive application. 2 Successive applications shall be applied squarely on top of the preceding application. 3 4 8-22.3(5) Installation Instructions 5 This section including title is revised to read: 6 7 8-22.3(5) Plastic Installation Instructions 8 Installation instructions for plastic markings shall be provided for the Engineer. All 9 materials including glass beads shall be installed according to the manufacturer's 10 recommendations. A manufacturer's technical representative shall be present at the 11 initial installation of plastic material to approve the installation procedure or the material 12 manufacturer shall certify that the Contractor will install the plastic material in 13 accordance with their recommended procedure. 14 15 8-22.4 Measurement 16 The following is inserted after the fifth paragraph: 17 18 Diagonal and chevron-shaped lines used to delineate medians, gore areas, and parking 19 stalls are constructed of painted or plastic 4 inch and 8 inch wide lines in the color and 20 pattern shown in the Standard Plans. These lines will be measured as painted or plastic 21 line or wide line by the linear foot of line installed. Crosswalk line will be measured by 22 the square foot of marking installed. 23 24 Traffic arrows, traffic letters, access parking space symbols, HOV symbols, railroad 25 crossing symbols, drainage markings, bicycle lane symbols, aerial surveillance full, and 26 1/2 markers, yield line symbols, yield ahead symbols, and speed bump symbols will be 27 measured per each. Type 1 through 6 traffic arrows will be measured as one unit each, 28 regardless of the number of arrow heads. 29 30 The last paragraph is revised to read: 31 32 Removal of traffic arrows, traffic letters, access parking space symbol, HOV lane 33 symbol, railroad crossing symbol, bicycle lane symbols, drainage markings, aerial 34 surveillance full and 1/2 markers, yield line symbol, yield ahead symbol, and speed 35 bump symbol will be measured per each. Removal of crosswalk lines will be measured 36 by the square foot of lines removed. 37 38 8-22.5 Payment 39 The following items are deleted: 40 41 "Painted HOV Lane Symbol Type " 42 "Plastic HOV Lane Symbol Type " 43 44 SECTION 9-00, DEFINITIONS AND TESTS 45 January 3, 2006 46 9-00.8 Sand Equivalent 47 The second paragraph is revised to read: 48 49 For acceptance, there must be a clear line of demarcation. If no clear line of 50 demarcation has formed at the end of a 30 minute sedimentation period, the material 51 will be considered as failing to meet the minimum specified sand equivalent. TEST2 41 1 2 SECTION 9-02, BITUMINOUS MATERIALS 3 January 3, 2006 4 9-02.1(4) Asphalt Binders 5 This section including title is revised to read: 6 7 9-02.1(4) Performance Graded Asphalt Binder(PGAB) 8 PGAB meeting the requirements of AASHTO M 320 Table 1 of the grades specified in the 9 contract shall be used in the production of HMA. The Direct Tension Test (AASHTO T 10 314) of M 320 is not a specification requirement. 11 12 9-02.1(4)A Performance Graded Asphalt Binder 13 This section including title is revised to read: 14 15 9-02.1(4)A Quality Control Plan 16 The Asphalt Supplier of PGAB shall have a Quality Control Plan (QCP) in accordance 17 with WSDOT QC 2 "Standard Practice for Asphalt Suppliers That Certify Performance 18 Graded Asphalts". The Asphalt Supplier's QCP shall be submitted and approved by the 19 WSDOT State Materials Laboratory. Any change to the QCP will require a new QCP to 20 be submitted. The Asphalt Supplier of PGAB shall certify through the Bill of Lading that 21 PGAB meets the specification requirements of the contract. 22 23 9-02.1(6)A Polymerized Cationic Emulsified Asphalt CRS-2P 24 This section is revised to read: 25 26 The asphalt CRS-2P shall be a polymerized cationic emulsified asphalt. The polymer 27 shall be milled into the asphalt or emulsion during the manufacturing of the emulsion. 28 The asphalt CRS-2P shall meet the following specifications: 29 AASHTO Test Specifications Method Minimum Maximum Viscosity @1220F, SFS T 59 100 400 Storage Stability 1 day % T 59 --- 1 Demulsibility 35 ml. 0.8% Dioctyl T 59 40 --- Sodium Sulfosuccinate Particle Charge T 59 positive --- Sieve Test % T 59 --- 0.30 Distillation Oil distillate by vol. of emulsion % T 59note 1 0 3 Residue T 59 note 1 65 --- Test on the Residue From Distillation ' Penetration @770F T 49 100 250 Torsional Recovery % note 2 18 --- TEST2 42 ' or Toughness/Tenacity in-lbs note 3 50/25 --- 1 2 note 1Distillation modified to use 300 grams of emulsion heated to 350°F ± 9°F and 3 maintained for 20 minutes. 4 5 note 2The Torsional Recovery test shall be conducted according to the California 6 Department of Transportation Test Method No. 332. The residue material for this 7 test shall come from California Department of Transportation Test Method No. 331. 8 9 note 3Benson method of toughness and tenacity; Scott tester, inch-pounds at 77°F, 10 20 in. per minute pull. Tension head 7/8 in. diameter. 11 12 At the option of the supplier the Benson Toughness/Tenacity test can be used in lieu of 13 Torsional Recovery based on type of modifier used. If the Benson Toughness/Tenacity 14 method is used for acceptance the supplier must supply all test data verifying 15 specification conformance. 16 17 SECTION 9-05, DRAINAGE STRUCTURES, CULVERTS, AND CONDUITS 18 December 4, 2006 19 9-05.1(6) Corrugated Polyethylene Drainage Tubing Drain Pipe 20 This section including title is revised to read: 21 22 9-05.1(6) Corrugated Polyethylene Drain Pipe (up to 10-inch) 23 Corrugated polyethylene drain pipe shall meet the requirements of AASHTO M 252 type 24 C (corrugated both inside and outside) or type S (corrugated outer wall and smooth 25 inner liner). The maximum size pipe shall be 10 inches in diameter. 26 27 9-05.1(7) Corrugated Polyethylene Drain Pipe 28 This section including title is revised to read: 29 30 9-05.1(7) Corrugated Polyethylene Drain Pipe (12-inch through 60-inch) 31 Corrugated polyethylene drain pipe, 12-inch through 60-inch -diameter maximum, shall 32 meet the minimum requirements of AASHTO M 294 Type S or 12-inch through 24 inch 33 diameter maximum shall meet the minimum requirements of AASHTO M 294 Type C. 34 35 9-05.2(7) Perforated Corrugated Polyethylene Drainage Tubing Underdrain 36 Pipe 37 This section including title is revised to read: 38 39 9-05.2(7) Perforated Corrugated Polyethylene Underdrain Pipe (Up to 10- 40 inch) 41 Perforated corrugated polyethylene underdrain pipe shall meet the requirements of 42 AASHTO M252, Type CP or Type SP. Type CP shall be Type C pipe with Class 2 43 perforations and Type SP shall be Type S pipe with either Class 1 or Class 2 44 perforations. Additionally, Class 2 perforations shall be uniformly spaced along the 45 length and circumference of the pipe. The maximum size pipe shall be 10-inch diameter. 46 TEST2 43 1 9-05.2(8) Perforated Corrugated Polyethylene Underdrain Pipe 2 This section including title is revised to read- 3 4 9-05.2(8) Perforated Corrugated Polyethylene Underdrain Pipe (12-inch 5 through 60-inch) 6 Perforated corrugated polyethylene underdrain pipe, 12-inch through 60-inch diameter 7 maximum, shall meet the requirements of AASHTO M 294 Type CP or Type SP. Type 8 CP shall be Type C pipe with Class 2 perforations and Type SP shall be Type S pipe 9 with either Class 1 or Class 2 perforations. Additionally, Class 2 perforations shall be 10 uniformly spaced along the length and circumference of the pipe. 11 12 9-05.4(3) Protective Treatment 13 In Treatment 1 and 2, the reference to 9-05.4(6) is revised to read 9-05.4(5). 14 15 9-05.15 Metal Castings 16 This section is revised to read: 17 18 For all metal castings the producing foundry shall provide certification stating the 19 country of origin, the material meets the required ASTM or AASHTO specification noted 20 in the subsections below. The producing foundry shall detail all test results from 21 physical testing to determine compliance to the specifications. The test reports shall 22 include physical properties of the material from each heat and shall include tensile, 23 yield, and elongation as specified in the appropriate ASTM or AASHTO specification. 24 For AASHTO M 306, Section 8, Certification is deleted and replaced with the above 25 certification and testing requirements. 26 27 Metal castings for drainage structures shall not be dipped, painted, welded, plugged, or 28 repaired. Porosity in metal castings for drainage structures shall be considered a 29 workmanship defect subject to rejection by the Engineer. Metal castings made from 30 gray iron or ductile iron shall conform to the requirements of AASHTO M 306, and metal 31 castings made from cast steel shall conform to the requirements of Section 9-06.8. All 32 metal castings shall meet the proof load testing requirements of AASHTO M 306. 33 34 9-05.15(1) Manhole Ring and Cover 35 This section is revised to read: 36 37 Castings for manhole rings shall be gray iron or ductile iron and covers shall be ductile 38 iron. 39 40 All covers shall be interchangeable within the dimensions shown in the Standard Plans. 41 All mating surfaces shall be machine finished to ensure a nonrocking fit. 42 43 The inside vertical recessed face of the ring and the vertical outside edge of the cover 44 shall be machined or manufactured to the following tolerances: 45 46 Ring +3/32 inch to -3/32 inch 47 Cover +3/32 inch to -3/32 inch 48 49 All manhole rings and covers shall be identified by the name or symbol of the producing 50 foundry and country of casting origin. This identification shall be in a plainly visible 51 location when the ring and cover are installed. Ductile iron shall be identified by the 52 following, "DUC" or "DI." The producing foundry and material identification shall be TEST2 44 1 adjacent to each other and shall be minimum 1/2 inch to maximum 1 inch high letters, 2 recessed to be flush with the adjacent surfaces. 3 4 9-05.15(2) Metal Frame, Grate and Solid Metal Cover for Catch Basins or Inlets 5 The first and second paragraphs are revised to read: 6 7 Castings for metal frames for catch basins and inlets shall be cast steel, gray iron, or 8 ductile iron, and as shown in the Standard Plans. 9 10 Castings for grates and solid metal covers for catch basins and inlets shall be cast steel 11 or ductile iron and as shown in the Standard Plans. Additionally, leveling pads are 12 allowed on grates and solid metal covers with a height not to exceed 1/8 inch. The 13 producing foundry's name and material designation shall be embossed on the top of the 14 grate. The material shall be identified by the following: "CS" for cast steel or "DUC" or 15 "DI" for ductile iron and shall be located near the producing foundry's name. 16 17 9-05.15(3) Cast Metal Inlets 18 The first sentence is revised to read: 19 20 The castings for cast metal inlets shall be cast steel or ductile iron, and as shown in the 21 Standard Plans. 22 23 9-05.19 Corrugated Polyethylene Culvert Pipe 24 The first paragraph is revised to read: 25 26 Corrugated polyethylene culvert pipe shall meet the requirements of AASHTO M 294 27 Type S or D for pipe 12-inch to 60-inch diameter with silt-tight joints. 28 29 SECTION 9-06, STRUCTURAL STEEL AND RELATED MATERIALS 30 December 4, 2006 31 9-06.5(4) Anchor Bolts 32 The first and second paragraphs are revised to read: 33 34 Anchor bolts shall meet the requirements of ASTM F 1554 and, unless otherwise 35 specified, shall be Grade 105 and shall conform to Supplemental Requirements S2, S3, 36 and S4. 37 38 Nuts for ASTM F 1554 Grade 105 black anchor bolts shall conform to AASHTO M 291, 39 Grade D or DH. Nuts for ASTM F 1554 Grade 105 galvanized bolts shall conform to 40 AASHTO M 291, Grade DH and shall conform to the lubrication requirements in Section 41 9-06.5(3). Nuts for ASTM F 1554 Grade 36 or 55 black or galvanized anchor bolts shall 42 conform to AASHTO M 291, Grade A. Washers shall conform to ASTM F 436. 43 44 9-06.9 Gray Iron Castings 45 The AASHTO requirement is revised to read "AASHTO M 306". 46 TEST2 45 1 SECTION 9-07, REINFORCING STEEL 2 December 4, 2006 3 9-07.2 Deformed Steel Bars 4 The first sentence in the first paragraph is revised to read: 5 6 Deformed steel bars for concrete reinforcement shall conform to either AASHTO M 31 7 Grade 60, or ASTM A 706, except as otherwise noted. Steel reinforcing bar for the cast- 8 in-place components of bridge structures (excluding sidewalks and barriers but including 9 shafts and concrete piles), and for precast substructure components of bridge 10 structures, shall conform to ASTM A 706 only. 11 12 SECTION 9-09, TIMBER AND LUMBER 13 August 7, 2006 14 9-09.2(3) Inspection ' 15 This section is revised to read: 16 17 Timber and lumber requiring a grade stamp shall be marked with a certified lumber 18 grade stamp provided by one of the following agencies: 19 20 West Coast Lumber Inspection Bureau (WCLIB) 21 Western Wood Products Association (WWPA) 22 Pacific Lumber Inspection Bureau (PLIB) 23 Any lumber grading bureau certified by the American Lumber Standards Committee 24 25 Timber and Lumber requiring a grading certificate shall have a certificate that was 26 issued by either the grading bureau whose stamp is shown on the material, or by the 27 lumber mill, which must be under the supervision of one of the grading bureaus listed 28 above. The certificate shall include the following: 29 30 Name of the mill performing the grading 31 The grading rules being used 32 Name of the person doing the grading with current certification 33 Signature of a responsible mill official 34 Date the lumber was graded at the mill 35 Grade, dimensions, and quantity of the timber or lumber 36 37 For Structures: 38 All material delivered to the project shall bear a grade stamp and have a grading 39 certificate. The grade stamp and grading certificate shall not constitute final acceptance 40 of the material. The Engineer may reject any or all of the timber or lumber that does not 41 comply with the specifications or has been damaged during shipping or upon delivery. 42 43 For Guardrail Posts and Blocks, Sign Posts, Mileposts, Sawed Fence Posts, and - 44 Mailbox Posts: 45 Material delivered to the project shall either bear a grade stamp on each piece or have a 46 grading certificate. The grade stamp or grading certificate shall not constitute final 47 acceptance of the material. The Engineer may reject any or all of the timber or lumber 48 that does not comply with the specifications or has been damaged during shipping or 49 upon delivery. 50 TEST2 46 1 9-09.3(1) General Requirements 2 The last sentence in the first paragraph is revised to read: 3 4 Unless otherwise specified in the contract, all timber and lumber shall be treated in 5 accordance with Sections U1 and T1 of the latest edition of the AWPA standards. 6 7 SECTION 9-10, PILING 8 December 4, 2006 9 9-10.2(2) Reinforcement 10 This section is revised to read: 11 12 Reinforcement shall meet the requirements of Section 9-07. 13 14 SECTION 9-12, MASONRY UNITS 15 August 7, 2006 16 9-12.7 Precast Concrete Drywells 17 The third sentence is revised to read: 18 19 Each seepage port shall provide a minimum of 1 square inch and a maximum of 7 20 square inches for round openings and 15 square inches for rectangular openings. 21 22 SECTION 9-13, RIPRAP, QUARRY SPALLS, SLOPE PROTECTION, AND ROCK 23 WALLS 24 August 7, 2006 25 9-13.5(2) Poured Portland Cement Concrete Slope Protection 26 The first paragraph is revised to read: 27 28 Cement concrete for poured concrete slope protection shall be commercial concrete in 29 conformance with Section 6-02.3(2)6. 30 31 SECTION 9-14, EROSION CONTROL AND ROADSIDE PLANTING 32 August 7, 2006 33 9-14.2 Seed 34 This section is revised to read: 35 36 Grasses, legumes, or cover crop seed of the type specified shall conform to the 37 standards for "Certified" grade seed or better as outlined by the State of Washington 38 Department of Agriculture "Rules for Seed Certification," latest edition. Seed shall be 39 furnished in standard containers on which shall be shown the following information: 40 41 (1) Common and botanical names of seed, 42 (2) Lot number, 43 (3) Net weight, 44 (4) Pure live seed 45 46 All seed installers and vendors must have a business license issued by the Washington 47 State Department of Licensing with a "seed dealer" endorsement. Upon request, the TEST2 47 1 contractor shall furnish the Engineer with copies of the applicable licenses and 2 endorsements. 3 4 Upon request, the Contractor shall furnish to the Engineer duplicate copies of a 5 statement signed by the vendor certifying that each lot of seed has been tested by a 6 recognized seed testing laboratory within six months before the date of delivery on the 7 project. Seed which has become wet, moldy, or otherwise damaged in transit or storage 8 will not be accepted. 9 10 9-14.4(1) Straw 11 This section is revised to read: 12 13 All straw material shall be in an air dried condition free of noxious weeds and other 14 materials detrimental to plant life. Straw mulch so provided shall be suitable for 15 spreading with mulch blower equipment. 16 17 9-14.4(3) Bark or Wood Chips 18 This section is supplemented with the following: 19 20 Sawdust shall not be used as mulch. 21 22 9-14.4(4) Sawdust 23 This section including title is revised to read: 24 25 9-14.4(4) Vacant 26 27 9-14.4(8) Compost 28 This section is revised to read: 29 30 Compost products shall be the result of the biological degradation and transformation of 31 plant-derived materials under controlled conditions designed to promote aerobic 32 decomposition. Compost shall be stable with regard to oxygen consumption and carbon 33 dioxide generation. Compost shall be mature with regard to its suitability for serving as 34 a soil amendment or an erosion control BMP as defined below. The compost shall have 35 a moisture content that has no visible free water or dust produced when handling the 36 material. 37 38 Compost production and quality shall comply with Chapter 173-350 WAC. 39 40 Compost products shall meet the following physical criteria: 41 42 1. Compost material shall be tested in accordance with Testing Methods for the 43 Examination of Compost and Composting (TMECC) Test Method 02.02-13, 44 "Sample Sieving for Aggregate Size Classification". 45 46 Fine Compost shall meet the following: 47 48 Min. Max. 49 Percent passing 2" 100% 50 Percent passing 1" 99% 100% 51 Percent passing 1/2" 90% 100% TEST2 48 1 Percent passing W 75% 100% 2 Maximum particle length of 6 inches 3 4 Coarse Compost shall meet the following- 5 Min. Max. 6 Percent passing 3" 100% 7 Percent passing 1" 90% 100% 8 Percent passing W 70% 100% 9 Percent passing W 40% 60% 10 Maximum particle length of 6 inches 11 12 2. The pH shall be between 6.0 and 8.5 when tested in accordance with TMECC 13 04.11-A, 1:5 Slurry pH". 14 15 3. Manufactured inert material (plastic, concrete, ceramics, metal, etc.) shall be 16 less than 1.0 percent by weight as determined by TMECC 03.08-A. 17 18 4. Minimum organic matter shall be 40 percent dry weight basis as determined by 19 TMECC 05.07A, "Loss-On-Ignition Organic Matter Method". 20 21 5. Soluble salt contents shall be less than 4.Ommhos/cm tested in accordance 22 with TMECC 04.10-A, 1:5 Slurry Method, Mass Basis". 23 24 6. Maturity shall be greater than 80% in accordance with TMECC 05.05-A, 25 "Germination and Root Vigor'. 26 27 7. Stability shall be 7 or below in accordance with TMECC 05.08-B, Carbon 28 Dioxide Evolution Rate" 29 30 8. The compost product must originate a minimum of 65 percent by volume from 31 recycled plant waste as defined in WAC 173-350 as "Type 1 Feedstocks." A 32 maximum of 35 percent by volume of other approved organic waste and/or 33 biosolids may be substituted for recycled plant waste. The supplier shall 34 provide written verification of feedstock sources 35 36 9. The Engineer may also evaluate compost for maturity using the Solvita 37 Compost Maturity Test. Fine Compost shall score a number 6 or above on the 38 Solvita Compost Maturity Test. Coarse Compost shall score a 5 or above on 39 the Solvita Compost Maturity Test. 40 41 The compost supplier will test all compost products within 90 calendar days prior to 42 application. Samples will be taken using the Seal of Testing Assurance (STA) sample 43 collection protocol. (The sample collection protocol can be obtained from the U.S. 44 Composting Council, 4250 Veterans Memorial Highway, Suite 275, Holbrook, NY 11741 45 46 Phone: 631-737-4931, www.compostingcouncil.org). The sample shall be sent to an 47 independent STA Program approved lab. The compost supplier will pay for the test. A 48 copy of the approved independent STA Program laboratory test report shall be 49 submitted to the Contracting Agency prior to initial application of the compost. Seven 50 days prior to application, the Contractor shall submit a sample of each type compost to 51 be used on the project to the Engineer. w 52 TEST2 49 1 Compost not conforming to the above requirements or taken from a source other than 2 those tested and accepted shall be immediately removed from the project and replaced 3 at no cost to the Contracting Agency. , 4 5 The Contractor shall either select a compost supplier from the Qualified Products List, or 6 submit the following information to the Engineer for approval: ' 7 8 1. A Request for Approval of Material Source. 9 10 2. A copy of the Solid Waste Handling Permit issued to the supplier by the 11 Jurisdictional Health Department as per WAC 173-350 (Minimum Functional 12 Standards for Solid Waste Handling). 13 14 3. The supplier shall verify in writing, and provide lab analyses that the material 15 complies with the processes, testing, and standards specified in WAC 173-350 16 and these specifications. An independent STA Program certified laboratory 17 shall perform the analysis. 18 19 4. A list of the feedstock by percentage present in the final compost product. 20 21 5. A copy of the producer's Seal of Testing Assurance certification as issued by 22 the U.S. Composting Council. 23 24 Acceptance will be based upon a satisfactory Test Report from an independent STA 25 program certified laboratory and the sample(s) submitted to the Engineer. 26 27 9-14.5(5) Wattles 28 This section is revised to read: 29 30 Wattles shall consist of cylinders of biodegradable plant material such as straw, coir, 31 compost, or wood shavings encased within biodegradable or photodegradable netting. 32 Wattles shall be at least 5 inches in diameter, unless otherwise specified. Encasing 33 material shall be clean, evenly woven, and free of encrusted concrete or other 34 contaminating materials such as preservatives. Encasing material shall be free from 35 cuts, tears, or weak places and shall have a lifespan greater than 6 months. 36 37 Compost filler shall meet the material requirements as specified in Section 9-14.4(8), 38 and shall be Coarse Compost. 39 40 9-14.5(6) Compost Sock 41 This section is revised to read: 42 43 Biodegradable fabric for compost sock and compost wattle shall be clean, evenly 44 woven, and free of encrusted concrete or other contaminating materials and shall be , 45 free from cuts, tears, broken or missing yarns and thin, open, or weak places. Fabric for 46 compost sock shall consist of extra heavy weight biodegradable fiber which has not 47 been treated with any type of preservative. Compost for compost socks shall meet the 48 material requirements as specified in Section 9-14.4(8), and shall be Coarse Compost ' 49 50 Wood stakes for compost sock and wattles shall be made from Douglas-fir, hemlock, or 51 pine species. Wood stakes shall be 2 inch by 2 inch nominal dimension and 36 inches in ' 52 length, unless otherwise indicated in the Plans. TEST2 50 ' 1 2 Section 9-14.5 is supplemented with the following new section. 3 4 9-14.5(7) Coir Log 5 Coir log: Logs shall be made of 100% durable coconut (coir) fiber uniformly compacted 6 within an outer netting. Log segments shall have a maximum length of 20 feet, with a 7 minimum diameter as shown in the Plans. Logs shall have a density of 7 Ibs/cf or greater. 8 9 Coir logs shall be manufactured with a woven wrapping netting made of bristle coir twine 10 with minimum strength of 80 Ibs tensile strength. The netting shall have nominal 2 inch by 2 11 inch openings. 12 13 Stakes shall conform to the requirements of Section 9-09. Cedar wood stakes shall have a 14 notch to secure the rope ties. Rope ties shall be one-quarter inch diameter commercially 15 available hemp rope. 16 17 9-14.6(1) Description 18 This section is revised to read: 19 20 Bareroot plants are grown in the ground and harvested without soil or growing medium 21 around their roots. 22 23 Container plants are grown in pots or flats that prevent root growth beyond the sides 24 and bottom of the container. 25 26 Balled and burlapped plants are grown in the ground and harvested with soil around a 27 core of undisturbed roots. This rootball is wrapped in burlap and tied or placed in a wire 28 basket or other supportive structure. 29 30 Cuttings are live plant material without a previously developed root system. Source 31 plants for cuttings shall be dormant when cuttings are taken. All cuts shall be made with 32 a sharp instrument. Written permission shall be obtained from property owners and 33 provided to the Engineer before cuttings are collected. The Contractor shall collect 34 cuttings in accordance with applicable sensitive area ordinances. For cuttings, the 35 requirement to be nursery grown or held in nursery conditions does not apply. Cuttings 36 include the following forms: 37 38 A. Live branch cuttings shall have flexible top growth with terminal buds and may 39 have side branches. The rooting end shall be cut at an approximate 45 degree 40 angle. 41 42 B. Live stake cuttings shall have a straight top cut immediately above a bud. The 43 lower, rooting end shall be cut at an approximate 45degree angle. Live stakes 44 are cut from one to two year old wood. Live stake cuttings shall be cut and 45 installed with the bark intact with no branches or stems attached, and be '/2 to 46 1 % inch in diameter. 47 48 C. Live pole cuttings shall have a minimum 2inch diameter and no more than 49 three branches which shall be pruned back to the first bud from the main stem. 50 TEST2 51 1 D. Rhizomes shall be a prostrate or subterranean stem, usually rooting at the 2 nodes and becoming erect at the apex. Rhizomes shall have a minimum of two 3 growth points. 4 5 E. Tubers shall be a thickened and short subterranean branch having numerous 6 buds or eyes. 7 8 9-14.6(2) Quality 9 This section is revised to read: 10 11 All plant material furnished shall meet the grades established by the latest edition of the 12 American Standard for Nursery Stock, (ASNS)ANSI Z60.1 shall conform to the size and 13 acceptable conditions as listed in the contract, and shall be free of all foreign plant 14 material. 15 16 All plant material shall comply with State and Federal laws with respect to inspection for 17 plant diseases and insect infestation. 18 19 All plant material shall be purchased from a nursery licensed to sell plants in 20 Washington State. 21 22 Live woody or herbaceous plant material, except cuttings, rhizomes, and tubers, shall 23 be vigorous, well formed, with well developed fibrous root systems, free from dead 24 branches, and from damage caused by an absence or an excess of heat or moisture, 25 insects, disease, mechanical or other causes detrimental to good plant development. 26 Evergreen plants shall be well foliated and of good color. Deciduous trees that have 27 solitary leaders shall have only the lateral branches thinned by pruning. All conifer trees 28 shall have only one leader (growing apex) and one terminal bud, and shall not be 29 sheared or shaped. Trees having a damaged or missing leader, multiple leaders, or Y- 30 crotches shall be rejected. 31 32 Root balls of plant materials shall be solidly held together by a fibrous root system and 33 shall be composed only of the soil in which the plant has been actually growing. Balled 34 and burlapped rootballs shall be securely wrapped with jute burlap or other packing 35 material not injurious to the plant life. Root balls shall be free of weed or foreign plant 36 growth. 37 38 Plant materials shall be nursery grown stock. Plant material, with the exception of 39 cuttings, gathered from native stands shall be held under nursery conditions for a 40 minimum of one full growing season, shall be free of all foreign plant material, and meet 41 all of the requirements of these Specifications, the Plans, and the Special Provisions. 42 43 Container grown plants must be plants transplanted into a container and grown in that 44 container sufficiently long for new fibrous roots to have developed so that the root mass 45 will retain its shape and hold together when removed from the container, without having 46 roots that circle the pot. Plant material which is root bound, as determined by the 47 Engineer, shall be rejected. Container plants shall be free of weed or foreign plant 48 growth. 49 50 Container sizes for plant material of a larger grade than provided for in the container 51 grown specifications of the ASNS shall be determined by the volume of the root ball 52 specified in the ASNS for the same size plant material. TEST2 52 1 2 All bare root plant materials shall have a heavy fibrous root system and must be 3 dormant at the time of planting. 4 5 Average height to spread proportions and branching shall be in accordance with the 6 applicable sections, illustrations, and accompanying notes of the ASNS. 7 8 Plants specified or identified as "Street Tree Grade" shall be trees with straight trunks, 9 full and symmetrical branching, central leader, and be developed, grown, and 10 propagated with a full branching crown. A "Street Tree Grade" designation requires the 11 highest grade of nursery shade or ornamental tree production which shall be supplied. 12 13 Trees with improperly pruned, broken, or damaged branches, trunk, or root structure 14 shall be rejected. In all cases, whether supplied balled and burlapped or in a container, 15 the root crown (top of root structure) of the tree shall be at the top of the finish soil level. 16 Trees supplied and delivered in a nursery fabric bag will not be accepted. 17 18 Plants, which have been determined by the Engineer to have suffered damage as the 19 result of girdling of the roots, stem, or a major branch; have deformities of the stem or 20 major branches; have a lack of symmetry; have dead or defoliated tops or branches; or 21 have any defect, injury, or condition which renders the plant unsuitable for its intended 22 use, shall be rejected. 23 24 Plants that are grafted shall have roots of the same genus as the specified plant. 25 26 9-14.6(3) Handling and Shipping 27 The last sentence in the sixth paragraph is deleted. 28 29 9-14.6(6) Substitution of Plants 30 The second paragraph is revised to read: 31 32 Container or balled and burlapped plant material may be substituted for bare root plant 33 material. Container grown plant material may be substituted for balled and burlapped 34 plant materials. When substitution is allowed, use current ASNS standards to determine 35 the correct rootball volume (container or balled and burlapped) of the substituted 36 material that corresponds to that of the specified material. These substitutions shall be 37 approved by the Engineer and be at no cost to the Contracting Agency. 38 39 9-14.6(7) Temporary Storage 40 The third paragraph is revised to read: 41 42 Cuttings shall continually be shaded and protected from wind. Cuttings must be 43 protected from drying at all times and shall be heeled into moist soil or other insulating 44 material or placed in water if not installed within 8 hours of cutting.Cuttings to be stored 45 for later installation shall be bundled, laid horizontally, and completely buried under 46 6 inches of water, moist soil or placed in cold storage at a temperature of 34 F and 90% 47 humidity. Cuttings that are not planted within 24 hours of cutting shall be soaked in 48 water for 24 hours prior to planting. Cuttings taken when the temperature is higher than 49 50°F shall not be stored for later use. Cuttings that already have developed roots shall 50 not be used. 51 52 The fourth paragraph is deleted. TEST2 53 1 2 SECTION 9-15, IRRIGATION SYSTEM 3 August 7, 2006 ' 4 9-15.1 Pipe, Tubing, and Fittings 5 The second paragraph is revised to read: 6 7 Copper pipe or tubing shall be annealed, seamless, and conform to the requirements of 8 ASTM B 88, and shall be a minimum of Type L rating. 9 10 SECTION 9-16, FENCE AND GUARDRAIL 11 April 3, 2006 12 9-16.1(1)A Post Material for Chain Link Fence 13 The two references in the second paragraph to "Standard Plan L 2" are revised to "ASTM 14 F1043". 15 16 Under Roll Form Material, the reference in the third paragraph to "Standard Plan L 2" is 17 revised to "ASTM F1043". 18 19 SECTION 9-22, MONUMENT CASES 20 August 7, 2006 21 9-22.1 Monument Cases, Covers, and Risers 22 The AASHTO requirement is revised to read "AASHTO M 306". 23 24 SECTION 9-28, SIGNING MATERIALS AND FABRICATION 25 August 7, 2006 26 9-28.14(1) Timber Sign Posts 27 The last sentence is revised to read: 28 29 Preservative and retention shall be as shown in Section 9-16.2 for sawn posts. 30 31 SECTION 9-29, ILLUMINATION, SIGNAL, ELECTRICAL .32 December 4, 2006 33 9-29.2 Junction Boxes 34 Section 9-29.2 including title is revised to read: 35 36 9-29.2 Junction Boxes, Cable Vaults and Pull Boxes 37 9-29.2(1) Standard Junction Box 38 This section including title is revised to read: 39 40 9-29.2(1) Standard Duty and Heavy Duty Junction Boxes 41 For the purposes of this specification concrete is defined as Portland Cement 42 Concrete and non-concrete is all others. 43 44 Standard Duty Junction Boxes are defined as Type 1, 2, 7 and 8, and Heavy Duty 45 Junction Boxes are defined as Type 4, 5, and 6. 46 TEST2 54 ' 1 The contractor shall provide shop drawings if their manufacturing process or 2 standard production model includes any deviation from the Standard Plan. For 3 each type of junction box, or whenever there is a design change to the junction box, 4 a proof test, as defined in this specification, shall be performed once in the 5 presence of the Engineer. 6 7 This section is supplemented with the following new subsections: 8 9 9-29.2(1)A Standard Duty Junction Boxes - 10 All Standard Duty Junction Boxes shall have a minimum load rating of 22,500 pounds 11 and be tested in accordance with 9-29.2(1)C. A complete Type 7 or Type 8 Junction 12 Box includes the spread footing shown in the Standard Plans. 13 14 Concrete Junction Boxes 15 The Standard Duty Concrete Junction Box steel frame, lid support, and lid shall be 16 painted with a black paint containing rust inhibiters or painted with a shop applied, 17 inorganic zinc primer in accordance with Section 6-07.3, or hot dip galvanized in 18 accordance with ASTM A 111. 19 20 Concrete used in Standard Duty Junction Boxes shall have a minimum 21 compressive strength of 6000 psi when reinforced with a welded wire hoop, or 4000 22 psi when reinforced with welded wire fabric or fiber reinforcement. The frame shall 23 be anchored to the box by welding the wire fabric to the frame or by welding 24 headed studs 3/8 inch x 3 inches long, as specified in section 9-06.15, to the frame. 25 The wire fabric shall be attached to the studs and frame with standard tie practices. 26 The box shall contain ten studs located near the centerline of the frame and box 27 wall. The studs shall be placed one anchor in each corner, one at the middle of 28 each width and two equally spaced on each length of the box. 29 30 Material for Type 1, 2, 7 and 8 Concrete Junction Boxes shall conform to the 31 following: 32 33 Concrete Section 6-02 34 Reinforcing Steel Section 9-07 35 Fiber Reinforcing ASTM C 1116, Type III 36 Lid ASTM A786 diamond plate steel 37 Frame ASTM A786 diamond plate steel or 38 ASTM A36 flat steel 39 Lid Support & Handle ASTM A36 steel 40 Anchors (studs) Section 9-06.15 41 42 Non-concrete Junction Boxes 43 Material for the non-concrete junction boxes shall be of a quality that will provide for 44 a similar life expectancy as Portland Cement Concrete in a direct burial application. 45 46 Type 1, 2, 7, and 8 non-concrete junction boxes shall have a Design Load of 47 22,500 lbs. and shall be tested in accordance with 9-29.2(1)C. Non-concrete 48 junction boxes shall be gray in color and have an open bottom design with 49 approximately the same inside dimensions, and present a load to the bearing 50 surface that is less than or equal to the loading presented by the concrete junction 51 boxes shown in the Standard Plans. Non-concrete junction box lids shall include a 52 pull slot and shall be secured with two '/2 inch stainless steel hex-head bolts factory TEST2 55 1 coated with anti-seize compound and recessed into the cover. The tapped holes 2 for the securing bolts shall extend completely through the box to prevent 3 accumulation of debris. Bolts shall conform to ASTM F 593, stainless steel. 4 5 9-29.2(1)B Heavy Duty Junction Boxes 6 Heavy Duty Junction Boxes shall be concrete and have a minimum vertical load rating 7 of 46,000 pounds without permanent deformation and 60,000 pounds without failure 8 when tested in accordance with 9-29.2(1)C . 9 10 The Heavy Duty Junction Box steel frame, lid support and lid shall be painted with a 11 shop applied, inorganic zinc primer in accordance with Section 6-07.3 12 13 The concrete used in Heavy Duty Junction Boxes shall have a minimum compressive 14 strength of 4000 PSI. 15 16 Material for Type 4, 5, and 6 Concrete Junction Boxes shall conform to the following: 17 18 Concrete Section 6-02 19 Reinforcing Steel Section 9-07 20 Lid ASTM A786 diamond plate steel, rolled 21 from plate complying with ASTM A572, 22 grade 50 or ASTM A588 with min. CVN 23 toughness of 20 ft-lb at 40 degrees F 24 Frame and stiffener plates ASTM A572 grade 50 or ASTM A588, both with 25 min. CVN toughness of 20 ft-lb at 40 degrees F 26 Handle ASTM A36 steel 27 Anchors (studs) Section 9-06.15 28 Bolts, Nuts, Washers ASTM F 593 or 193, type 304 or 316 29 30 The lid stiffener plates shall bear on the frame, and be milled so that there is full even 31 contact, around the perimeter, between the bearing seat and lid stiffener plates, after 32 fabrication of the frame and lid. The bearing seat and lid perimeter bar shall be free 33 from burrs, dirt and other foreign debris that would prevent solid seating. Bolts and nuts 34 shall be liberally coated with anti-seize compound. Bolts shall be installed snug tight. 35 The bearing seat and lid perimeter bar shall be machined to allow a minimum of 75% of 36 the bearing areas to be seated with a tolerance of 0.0 to 0.005 inches measured with a 37 feeler gage. The bearing area percentage will be measured for each side of the lid as it 38 bears on the frame. 39 40 9-29.2(1)C Testing Requirements 41 Junction boxes shall be tested by an independent materials testing facility, and a test 42 report issued documenting the results of the tests performed. 43 44 For concrete junction boxes the independent testing lab shall meet the requirements of 45 AASHTO R 18 for Qualified Tester and Verified Test Equipment. The test shall be 46 conducted in the presence of and signed off by the Engineer or a designated 47 representative. The Contractor shall give the Engineer 30 days notice prior to testing. 48 One copy of the test report shall be furnished to the Contracting Agency certifying that 49 the box and cover meet or exceed the loading requirements for a concrete junction box, 50 and shall include the following information: 51 '52 1. Product identification. TEST2 56 ' 1 2. Date of testing. 2 3. Description of testing apparatus and procedure. 3 4. All load deflection and failure data. 4 5. Weight of box and cover tested. 5 6. Upon completion of the required test(s) the box shall be loaded to failure. 6 7. A brief description of type and location of failure. 7 8 For non-concrete junction boxes the testing facility shall be a Nationally Recognized 9 Testing Laboratory (witnessing is not required). One copy of the test report shall be 10 furnished to the Contracting Agency certifying that the box and cover meet or exceed 11 the loading requirements for a non-concrete junction box, and shall include the following 12 information: 13 14 1. Product identification. 15 2. Date of testing. 16 3. Description of testing apparatus and procedure. 17 4. All load deflection data. 18 5. Weight of box and cover tested. 19 20 Testing for Standard Duty Concrete Junction Boxes 21 Standard Duty Concrete Junction Boxes shall be load tested to 22,500 pounds. 22 The test load shall be applied uniformly through a 10-inch x 10inch x 1 inch steel 23 plate centered on the lid. The test load shall be applied and released ten times, 24 and the deflection at the test load and released state shall be recorded for each 25 interval. At each interval the junction box shall be inspected for lid deformation, 26 failure of the lid/frame welds, vertical and horizontal displacement of the lid/frame, 27 cracks, and concrete spalling. 28 29 Concrete junction boxes will be considered to have withstood the test if none of the 30 following conditions are exhibited: 31 32 1. Permanent deformation of the lid or any impairment to the function of the 33 lid. 34 2. Vertical or horizontal displacement of the lid frame. 35 3. Cracks wider than 0.012 inches that extend 12 inches or more. 36 4. Fracture or cracks passing through the entire thickness of the concrete. 37 5. Spalling of the concrete. 38 39 Testing for the Standard Duty non-concrete Junction Boxes 40 Non-concrete Junction Boxes shall be tested to a minimum of 22,500 Ibs as defined 41 in the ANSI/SCTE 77-2002 Tier 15 test method. In addition the contractor shall 42 provide a Manufacture Certificate of Compliance for each non-concrete junction 43 box installed. 44 45 Testing for Heavy Duty Junction Boxes 46 Heavy Duty Junction Boxes shall be load tested to 46,000 pounds. The test load 47 shall be applied vertically through a 10-inch x 20-inch x 1-inch steel plate centered 48 on the lid with an orientation both on the long axis and the short axis of the junction 49 box. The test load shall be applied and released ten times on each axis. The 50 deflection at the test load and released state shall be recorded for each interval. At 51 each interval the test box shall be inspected for lid deformation, failure of the lid or 52 frame welds, vertical and horizontal displacement of the lid frame, cracks, and TEST2 57 1 concrete spalling. After the twentieth loading interval the test shall be terminated 2 with a 60,000 pound load being applied vertically through the steel plate centered 3 on the lid and with the long edge of steel plate orientated parallel to the long axis of 4 the box. 5 6 Heavy Duty Junction Boxes will be considered to have withstood the 46,000 7 pounds test if none of the following conditions are exhibited: 8 9 1. Permanent deformation of the lid or any impairment to the function of the 10 lid. 11 2. Vertical or horizontal displacement of the lid frame. 12 3. Cracks wider than 0.012-inches that extend 12-inches or more. 13 4. Fracture or cracks passing through the entire thickness of the concrete. 14 5. Spalling of the concrete_ 15 16 Heavy Duty Junction Boxes will be considered to have withstood the 60,000 17 pounds test if all of the following conditions are exhibited: 18 19 1. The lid is operational. 20 2. The lid is securely fastened. 21 3. The welds have not failed. 22 4. Permanent dishing or deformation of the lid is 1/4 inch or less. 23 5. No buckling or collapse of the box. 24 25 9-29.2 (2) Vacant 26 This section including title is revised to read: 27 28 9-29.2(2) Standard Duty and Heavy Duty Cable Vaults and Pull Boxes 29 Standard Duty and Heavy Duty Cable Vaults and Pull Boxes shall be constructed as a 30 concrete box and as a concrete lid. The lid for the Heavy Duty and Standard Duty Cable 31 Vaults and Pull Boxes shall be interchangeable and both shall fit the same box as 32 shown in the Standard Plans. 33 34 The Contractor shall provide shop drawings if their manufacturing process or standard 35 production model includes any deviation from the Standard Plan. For each type of box 36 or whenever there is a design change to the Cable Vault or Pull box, a proof test, as 37 defined in this specification, shall be performed once in the presence of the Engineer. 38 ,39 This section is supplemented with the following new sections: 40 41 9-29.2(2)A Standard Duty Cable Vaults and Pull Boxes 42 Standard Duty Cable Vaults and Pull boxes shall be concrete and have a minimum load 43 rating of 22,500 pounds and be tested in accordance with 9-29.2(1)C for concrete 44 Standard Duty Junction Boxes. 45 46 Concrete for standard duty cable vaults and pull boxes shall have a minimum 47 compressive strength of 4000 psi. The frame shall be anchored to the vault/box by 48 welding the wire fabric to the frame or by welding headed studs 3/8 inch x 3 inches long, 49 as specified in Section 9-06.15, to the frame. The wire fabric shall be attached to the 50 studs and frame with standard tie practices. The vault/box shall contain ten studs 51 located near the centerline of the frame and wall. Studs shall be placed one anchor in 52 each corner, one at the middle of each width and two equally spaced on each length of TEST2 58 ' 1 the vault/box. The steel frame, lid support, and lid shall be painted with a black paint 2 containing rust inhibiters or painted with a shop applied, inorganic zinc primer in 3 accordance with Section 6-07.3 or hot dip galvanized in accordance with ASTM A 111. 4 5 Material for Standard Duty Cable Vaults and Pull Boxes shall conform to the following: 6 7 Concrete Section 6-02 8 Reinforcing Steel Section 9-07 9 Lid ASTM A786 diamond plate steel 10 Frame ASTM A786 diamond plate steel or 11 ASTM A36 flat steel 12 Lid Support & Handle ASTM A36 steel 13 Anchors (studs) Section 9-06.15 14 Bolts, Nuts, Washers ASTM F593 or A 193, type 304 or 316 15 16 9-29.2(2)B Heavy Duty Cable Vaults and Pull Boxes 17 Heavy Duty Cable Vaults and Pull Boxes shall be constructed of concrete having a 18 minimum compressive strength of 4000 psi, and have a minimum vertical load rating of 19 46,000 pounds without permanent deformation and 60,000 pounds without failure when 20 tested in accordance with Section 9-29.2(1)C for Heavy Duty Junction Boxes. 21 22 Material for Heavy Duty Cable Vaults and Pull boxes shall conform to the following: 23 24 Concrete Section 6-02 25 Reinforcing Steel Section 9-07 26 Cover Section 9-05.15(1) 27 Ring Section 9-05.15(1) 28 Anchors (studs) Section 9-06.15 29 Bolts, Nuts, Washers ASTM F593 orA193, type 304 or 316 30 31 9-29.2(4) Cover Markings 32 The first sentence of the first paragraph is revised to read: 33 34 Junction boxes, cable vaults, and pull boxes with metallic lids shall be 35 marked with the appropriate legend in accordance with the bead weld details 36 in the Standard Plans. Non-metallic lids shall be embossed with the 37 appropriate legend and a non-skid surface. Legends for metallic lids and 38 non-metallic lids shall be 1-inch nominal height. 39 40 The first sentence of the second paragraph is revised to read: 41 42 Junction boxes, cable vaults and pull boxes shall be marked or embossed 43 for use in accordance with the plans and following schedule: 44 45 9-29.6(2) Slip Base Hardware 46 The last sentence in the first paragraph is revised to read: 47 48 Plate washers shall conform to ASTM A 36, and also shall conform to the flatness 49 tolerances specified in AASHTO M 293 for circular washers. 50 TEST2 59 1 9-29.6(5) Foundation Hardware 2 The second and third paragraphs are revised to read: 3 4 Anchor bolts, and associated nuts and washers, for Type CCTV, II, III, IV, and V signal 5 standards and luminaire poles shall conform to Section 9-06.5(4). Anchor rods 6 conforming to ASTM A 449 may be substituted, provided that the galvanized ASTM A 7 449 anchor rods having an ultimate tensile strength above 145 ksi shall be tested for 8 embrittlement in accordance with either ASTM A 143 (if the rod length is equal to or 9 greater than five times the bolt diameter) or ASTM F 606 Section 7 (if the rod length is 10 less than five times the nominal bolt diameter). 11 12 All foundation hardware shall be 100% hot-dipped galvanized in accordance with 13 AASHTO M 111 and AASHTO M 232. 14 15 SECTION 9-30, WATER DISTRIBUTION MATERIALS 16 August 7, 2006 17 9-30.6(3)A Copper Tubing 18 This section is revised to read: 19 20 Copper pipe or tubing shall be annealed, seamless, and conform to the requirements of 21 ASTM B 88, Type K rating. 22 23 SECTION 9-33, CONSTRUCTION GEOTEXTILE 24 August 7, 2006 25 Section 9-33 including title is revised in its entirety to read: 26 27 SECTION 9-33, CONSTRUCTION GEOSYNTHETIC 28 29 9-33.1 Geosynthetic Material Requirements 30 The term geosynthetic shall be considered to be inclusive of geotextiles, geogrids, and 31 prefabricated drainage mats. 32 33 Geotextiles, including geotextiles attached to prefabricated drainage core to form a 34 prefabricated drainage mat, shall consist only of long chain polymeric fibers or yarns 35 formed into a stable network such that the fibers or yarns retain their position relative to 36 each other during handling, placement, and design service life. At least 95 percent by 37 weight of the material shall be polyolefins or polyesters. The material shall be free from 38 defects or tears. The geotextile shall also be free of any treatment or coating which 39 might adversely alter its hydraulic or physical properties after installation. 40 41 Geogrids shall consist of a regular network of integrally connected polymer tensile 42 elements with an aperture geometry sufficient to permit mechanical interlock with the , 43 surrounding backfill. The long chain polymers in the geogrid tensile elements, not 44 including coatings, shall consist of at least 95 percent by mass of the material of 45 polyolefins or polyesters. The material shall be free of defects, cuts, and tears. ' 46 47 Prefabricated drainage core shall consist of a three dimensional polymeric material with 48 a structure that permits flow along the core laterally, and which provides support to the ' 49 geotextiles attached to it. TEST2 60 1 2 The geosynthetic shall conform to the properties as indicated in Tables 1 through 8 in 3 Section 9-33.2, and additional tables as required in the Standard Plans and Special 4 Provisions for each use specified in the Plans. Specifically, the geosynthetic uses 5 included in this section and their associated tables of properties are as follows: 6 Geotextile Geosynthetic Application Applicable Property Tables Underground Drainage, Low and Moderate Survivability, Tables 1 and 2 Classes A. B. and C Separation Table 3 Soil Stabilization Table 3 Permanent Erosion Control, Moderate and High Survivability, Tables 4 and 5 Classes A. B. and C Ditch Lining Table 4 Temporary Silt Fence Table 6 Permanent Geosynthetic Retaining Wall Table 7 and Std. Plans Temporary Geosynthetic Retaining Wall Tables 7 and 10 Prefabricated Drainage Mat Table 8 Table 10 will be included in the Special Provisions. 7 8 Geogrid and geotextile reinforcement in geosynthetic retaining walls shall conform to the 9 properties specified in the Standard Plans for permanent walls, and Table 10 for 10 temporary walls. 11 12 For geosynthetic retaining walls that use geogrid reinforcement, the geotextile material 13 placed at the wall face to retain the backfill material as shown in the Plans shall conform 14 to the properties for Construction Geotextile for Underground Drainage, Moderate 15 Survivability, Class A. 16 17 Thread used for sewing geotextiles shall consist of high strength polypropylene, 18 polyester, or polyamide. Nylon threads will not be allowed. The thread used to sew 19 permanent erosion control geotextiles, and to sew geotextile seams in exposed faces of 20 temporary or permanent geosynthetic retaining walls, shall also be resistant to 21 ultraviolet radiation. The thread shall be of contrasting color to that of the geotextile 22 itself. 23 24 9-33.2 Geosynthetic Properties 25 9-33.2(1) Geotextile Properties 26 Table 1.- Geotextile for underground drainage strength properties for survivability. 27 ASTM Geotextile Prop rty Requirements Test Low Moderate Method Su ivability Survivability Geotextile Property Woven Nonwoven Woven Nonwoven TEST2 61 Grab Tensile D 4632 180 lb 115 lb min. 250 lb 160 lb min. Strength, in min. min. machine and x-machine direction Grab Failure D 4632 < 50% > 50% < 50% > 50% Strain, in machine and x-machine direction Seam -D-4632 160 lb 100 lb min. 220 lb 140 lb min. Breaking min. min. Strength Puncture D 6241 370 lb 220 lb min. 495 lb 310 lb min. Resistance min. min. Tear D 4533 67 lb min. 40 lb min. 80 lb 50 lb min. Strength, in min. machine and x-machine direction Ultraviolet D 4355 50% strength retained min., (UV) after 500 hours in a xenon arc device , Radiation Stability 1 2 Table 2: Geotextile for underground drainage filtration properties. 3 Geotextile Property ASTM Geotextile Property Requirements ' Test Class A Class B Class C Method2 AOS D 4751 U.S. No. 40 U.S. No. 60 U.S. No. 80 max. max. max. ' Water Permittivity D 4491 j 0.5 sec min. 0.4 sec min. 0.3 sec min. 4 5 Table 3: Geotextile for separation or soil stabilization. 6 Geotextile ASTM Geotextile Propert y Requirements Property Test Separation Soil Stabilization ' Method 2 Woven I Nonwoven Woven T Nonwoven AOS D 4751 U.S. No. 30 max. U.S. No. 40 max. Water D 4491 0.02 sec min. 0.10 sec min. Permittivity' Grab Tensile D 4632 250 lb min. 160 lb min. 315 lb min. 200 lb min. Strength, in machine and , x-machine direction Grab Failure D 4632 < 50% > 50% < 50% >50% ' Strain, in machine and x-machine direction ' Seam Breaking D 4632 220 lb min. 140 lb min. 270 lb min. 180 lb min. TEST2 62 ' Strength Puncture D 6241 495 lb min. 310 lb min. 620 lb min. 430 lb min. Resistance Tear Strength, D 4533 80 lb min. 50 lb min. 112 lb min. 79 lb min. in machine and x-machine direction Ultraviolet(UV) D 4355 50% strength retained min., Radiation after 500 hours in xenon arc device Stability 1 2 Table 4: Geotextile for permanent erosion control and ditch lining. 3 Geotextile ASTM Geotextile Property Requirements' Property Test Permanent Erosion Control Ditch Lining Method2 Moderate High Survivability Survivability Woven Non- Woven Non- Woven Non- woven woven woven AOS D 4751 See Table 5 See Table 5 U.S. No. 30 max. Water D 4491 See Table 5 See Table 5 0.02 sec min. Permittivity Grab D 4632 250 lb 160 lb 315 lb 200 lb 250 lb 160 lb Tensile min. min. min. min. min. min. Strength, in machine and x-machine direction Grab D 4632 15% - > 50% 15% - >50% < 50% > 50% Failure 50% 50% Strain, in machine and x-machine direction Seam D 4632 220 lb 140 lb 270 lb 180 lb 220 lb 140 lb Breaking min. min. min. min. min. min. Strength - Puncture D 6241 495 lb 310 lb 620 lb 430 lb 495 lb 310 lb Resistance min. min. min. min. min. min. Tear D 4533 80 lb 50 lb 112 lb 79 lb 80 lb 50 lb Strength, min. min. min. min. min. min. in machine and x-machine direction Ultraviolet D 4355 70% strength retained min., (UV) after 500 hours in xenon arc device Radiation Stability 4 5 Table 5: Filtration properties for geotextile for permanent erosion control. TEST2 63 1 ASTM Geotextile Property Requirements' Geotextile Test Property Method Class A Class B Class C AOS D 4751 U.S. No. 40 U.S. No. 60 U.S. No. 70 max. max. max. Water D 4491 0.7 sec' min. 0.4 sec' min. 0.2 sec' min. Permittivity 2 3 Table 6: Geotextile for temporary silt fence. 4 Geotextile Property ASTM Geotextile Pro ert y Requirements' Test Unsupported Supported Between Method Between Posts Posts with Wire or Polymeric Mesh AOS D 4751 U.S. No. 30 max. for slit wovens, U.S. No. 50 for all other geotextile types, U.S. No. 100 min. W Water Permittivity D 4491 0.02 sec' min. Grab Tensile D 4632 180 Ib min. in 100 Ib min. Strength, machine direction, in machine and 100 Ib min. x-machine direction in x-machine direction Grab Failure Strain, D 4632 30% max. at 180 Ib in machine and or more x-machine direction Ultraviolet(UV) D 4355 70% strength retained min., Radiation Stability after 500 hours in xenon arc device 5 6 9-33.2(2) Geosynthetic Properties For Retaining Walls and Reinforced Slopes 7 Table 7: Minimum properties required for geotextile reinforcement used in I� 8 geosynthetic reinforced slopes and retaining walls. 9 Geotextile Property ASTM Geotextile Prop rty Requirements' Test Woven Nonwoven Method2 AOS D 4751 U.S. No. 20 max. Water Permittivity D 4491 0.02 sec' min. Grab Tensile D 4632 200 Ib min. 120 Ib min. Strength, in machine and x-machine direction Grab Failure Strain, D 4632 < 50% > 50% in machine and x-machine direction Seam Breaking D 463234 160 Ib min. 100 Ib min. Strength Puncture Resistance D 6241 370 Ib min. 220 Ib min. Tear Strength, D 4533 63 Ib min. 50 Ib min. in machine and TEST2 64 x-machine direction Ultraviolet(UV) D 4355 70% (for polypropylene and polyethylene) Radiation Stability and 50% (for polyester) Strength Retained min., after 500 hours in a xenon arc device 1 2 9-33.2(3) Prefabricated Drainage Mat 3 Prefabricated drainage mat shall have a single or double dimpled polymeric core 4 with a geotextile attached and shall meet the following requirements: 5 6 Table 8: Minimum properties required for prefabricated drainage mats. 7 Geotextile Property ASTM Geotextile Property Requirements' Test Method AOS D 4751 U.S. No. 60 max. Water Permittivity D 4491 0.4 sec' min. Grab Tensile Strength, D 4632 Nonwoven— 100 lb min. in machine and x-machine direction Width D 5199 12 In. min. Thickness 0.4 In. min. Compressive Strength at D 1621 100 psi min. Yield In Plan Flow Rate D 4716 Gradient= 0.1, Pressure = 5.5 psi 5.0 gal./min./ft. Gradient= 1.0, Pressure = 14.5 psi 15.0 al/min./ft. 8 9 'All geotextile properties in Tables 1 through 8 are minimum average roll 10 values (i.e., the test results for any sampled roll in a lot shall meet or exceed 11 the values shown in the table). 12 13 2The test procedures used are essentially in conformance with the most 14 recently approved ASTM geotextile test procedures, except for geotextile 15 sampling and specimen conditioning, which are in accordance with WSDOT 16 Test Methods T 914, Practice for Sampling of Geotextiles for Testing, and T 17 915, Practice for Conditioning of Geotextiles for Testing, respectively. Copies 18 of these test methods are available at the State Materials Laboratory P.O. Box 19 47365, Olympia, WA 98504-7365. 20 21 3With seam located in the center of 8-inch long specimen oriented parallel to 22 grip faces. 23 24 4Applies only to seams perpendicular to the wall face. 25 26 9-33.3 Aggregate Cushion of Permanent Erosion Control Geotextile 27 Aggregate cushion for permanent erosion control geotextile, Class A shall meet the 28 requirements of Section 9-03.9(2). Aggregate cushion for permanent erosion control 29 geotextile, Class B or C shall meet the requirements of Section 9-03.9(3) and 9-03.9(2). TEST2 65 1 2 9-33.4 Geosynthetic Material Approval and Acceptance 3 9-33.4(1) Geosynthetic Material Approval 4 If the geosynthetic source material has not been previously evaluated, or is not 5 listed in the current WSDOT Qualified Products List (QPL), a sample of each 6 proposed geosynthetic shall be submitted to the State Materials Laboratory in 7 Tumwater for evaluation. Geosynthetic material approval will be based on 8 conformance to the applicable properties from the Tables in Section 9-33.2 or in the 9 Standard Plans or Special Provisions. After the sample and required information for 10 each geosynthetic type have arrived at the State Materials Laboratory in Tumwater, 11 a maximum of 14 calendar days will be required for this testing. Source approval 12 shall not be the basis of acceptance of specific lots of material delivered to the 13 Contractor unless the roll numbers of the lot sampled can be clearly identified as 14 the rolls tested and approved in the geosynthetic approval process. 15 16 For geogrid and geotextile products proposed for use in permanent geosynthetic �t 17 retaining walls or reinforced slopes that are not listed in the current QPL, the ■ 18 Contractor shall submit test information and the calculations used in the 19 determination of Ta, performed in accordance with WSDOT Standard Practice T 20 925, Standard Practice for Determination of Long-Term Strength for Geosynthetic 21 Reinforcement, to the State Materials Laboratory in Tumwater for evaluation. The 22 Contracting Agency will require up to 30 calendar days after receipt of the 23 information to complete the evaluation. 24 25 The Contractor shall submit to the Engineer the following information regarding 26 each geosynthetic material proposed for use: 27 28 Manufacturer's name and current address, 29 Full product name, 30 Geosynthetic structure, including fiber/yarn type, 31 Geosynthetic polymer type(s) (for temporary and permanent geosynthetic 32 retaining walls), 33 Proposed geosynthetic use(s), and 34 Certified test results for minimum average roll values. 35 36 9-33.4(2) Vacant 37 38 9-33.4(3) Acceptance Samples 39 When the quantities of geosynthetic materials proposed for use in the following 40 geosynthetic applications are greater than the following amounts, acceptance shall 41 be by satisfactory test report: 42 Application Geosynthetic Quantity Underground Drainage 600 sq. yd. Temporary or Permanent Geosynthetic All quantities Retaining Walls 43 44 The samples for acceptance testing shall include the information about each 45 geosynthetic roll to be used as stated in 9-33.4(4). 46 47 Samples will be randomly taken by the Engineer at the job site to confirm that the 48 geosynthetic meets the property values specified. TEST2 66 1 2 Approval will be based on testing of samples from each lot. A"lot" shall be defined 3 for the purposes of this specification as all geosynthetic rolls within the 4 consignment (i.e., all rolls sent the project site) that were produced by the same 5 manufacturer during a continuous period of production at the same manufacturing 6 plant and have the same product name. After the samples have arrived at the 7 State Materials Laboratory in Tumwater, a maximum of 14 calendar days will be 8 required for this testing. 9 10 If the results of the testing show that a geosynthetic lot, as defined, does not meet 11 the properties required for the specified use as indicated in Tables 1 through 8 in 12 Section 9-33.2, and additional tables as specified in the Special Provisions, the roll 13 or rolls which were sampled will be rejected. Geogrids and geotextiles for 14 temporary geosynthetic retaining walls shall meet the requirements of Table 7, and 15 Table 10 in the Special Provisions. Geogrids and geotextiles for permanent 16 geosynthetic retaining wall shall meet the requirements of Table 7, and Table 9 in 17 the Special Provisions, and both geotextile and geogrid acceptance testing shall 18 meet the required ultimate tensile strength Tu,t as provided in the current QPL for 19 the selected product(s). If the selected product(s) are not listed in the current QPL, 20 the result of the testing for Tu,t shall be greater than or equal to Tuft as determined 21 from the product data submitted and approved by the State Materials Laboratory 22 during source material approval. 23 24 Two additional rolls for each roll tested which failed from the lot previously tested 25 will then be selected at random by the Engineer for sampling and retesting. If the 26 retesting shows that any of the additional rolls tested do not meet the required 27 properties, the entire lot will be rejected. If the test results from all the rolls retested 28 meet the required properties, the entire lot minus the roll(s) that failed will be 29 accepted. All geosynthetic that has defects, deterioration, or damage, as 30 determined by the Engineer, will also be rejected. All rejected geosynthetic shall be 31 replaced at no additional expense to the Contracting Agency. 32 33 9-33.4(4) Acceptance by Certificate of Compliance 34 When the quantities of geosynthetic proposed for use in each geosynthetic 35 application are less than or equal to the following amounts, acceptance shall be by 36 Manufacturer's Certificate of Compliance: 37 Application Geosynthetic Quantity Underground Drainage 600 sq. yd. Soil Stabilization and Separation All quantities Permanent Erosion Control All quantities Temporary Silt Fence All quantities Prefabricated Drainage Mat All quantities 38 39 The Manufacturer's Certificate of Compliance shall include the following information 40 about each geosynthetic roll to be used: 41 42 Manufacturer's name and current address, 43 Full product name, 44 Geosynthetic structure, including fiber/yarn type, TEST2 67 1 Geosynthetic Polymer type (for all temporary and permanent geosynthetic 2 retaining walls only), 3 Geosynthetic roll number(s), 4 Geosynthetic lot number(s), 5 Proposed geosynthetic use(s), and 6 Certified test results. 7 8 9-33.4(5) Approval of Seams 9 If the geotextile seams are to be sewn in the field, the Contractor shall provide a 10 section of sewn seam that can be sampled by the Engineer before the geotextile is 11 installed. 12 13 The seam sewn for sampling shall be sewn using the same equipment and 14 procedures as will be used to sew the production seams. If production seams will 15 be sewn in both the machine and cross-machine directions, the Contractor must 16 provide sewn seams for sampling which are oriented in both the machine and 17 cross-machine directions. The seams sewn for sampling must be at least 2 yards 18 in length in each geotextile direction. If the seams are sewn in the factory, the 19 Engineer will obtain samples of the factory seam at random from any of the rolls to 20 be used. The seam assembly description shall be submitted by the Contractor to 21 the Engineer and will be included with the seam sample obtained for testing. This 22 description shall include the seam type, stitch type, sewing thread type(s), and 23 stitch density. 24 25 SECTION 9-34, PAVEMENT MARKING MATERIAL 26 April 3, 2006 27 9-34.2 Paint 28 This section is revised to read: 29 30 White and yellow paint shall comply with the specifications for high volatile organic 31 compound (VOC) solvent based paint, low VOC solvent based paint or low VOC 32 waterborne paint. Blue paint for "Access Parking Space Symbol with Background" shall 33 be chosen from a WSDOT QPL listed Manufacturer. The blue color shall match Fed 34 Standard 595, color 15090 and the tolerance of variation shall match that shown in the 35 FHWA"Highway Blue Color Tolerance Chart." 36 37 9-34.3 Plastic 38 This section is revised to read: 39 40 White and yellow plastic pavement marking materials shall comply with the 41 specifications for: 42 43 Type A— Liquid hot applied thermoplastic 44 Type B — Pre-formed fused thermoplastic 45 Type C — Cold applied pre-formed tape 46 Type D — Liquid cold applied methyl methacrylate 47 48 Blue plastic pavement marking material for "Access Parking Space Symbol with 49 Background" shall be chosen from a WSDOT QPL listed Manufacturer. The blue color 50 shall match Fed Standard 595, color 15090 and the tolerance of variation shall match 51 that shown in the FHWA"Highway Blue Color Tolerance Chart." TEST2 68 1 2 9-34.4 Glass Beads 3 In the first sentence the reference to AASHTO M 247-81, Type 1 is revised to AASHTO M 4 247, Type 1. 5 6 SECTION 9-35, TEMPORARY TRAFFIC CONTROL MATERIALS 7 April 3, 2006 8 9-35.2 Construction Signs 9 The first paragraph is supplemented with the following: 10 11 Post mounted Class A construction signs shall conform to the requirements of this 12 section and additionally shall conform to the requirements stated in section 9-28. 13 14 The second paragraph is revised to read: 15 - 16 Aluminum sheeting shall be used to fabricate all construction signs. The signs shall 17 have a minimum thickness of 0.080-inches and a maximum thickness of 0.125-inches. 18 19 The first sentence in the fourth paragraph is revised to read: 20 21 The use of plywood, composite, fiberglass reinforced plastic, new fabric rollup signs, 22 and any other previously approved sign materials except aluminum is prohibited. Any 23 sign which otherwise meets the requirements of this section and was purchased prior to 24 July 1, 2004, may be utilized until December 31, 2007. If a fabric sign is used, it shall 25 have been fabricated with Type VI reflective sheeting. 26 TEST2 69 ww IIW .. mg SURVEY CONTROL AND MONUMENTS i r a s TABLE OF CONTENTS SECTION I SURVEY CONTROL NETWORK DESCRIPTION.................................. i SURVEYING STANDARDS ............................................................1-11-1 r MONUMENT CASE & COVER STANDARD PLAN.......................H031 SECTION II MAPS,DESCRIPTIONS&VALUES .. Section Index Map...............................................................................Index Section Township Range Page 13 T23N R4E WM..................................................................F2 •• 14 T23N R4E WM..................................................................F1 24 T23N R4E WM..................................................................G2 25 T23N R4E WM..................................................................H2 " 36 723N R4E WM 12 ................................................................... 5 T22N R5E WM...................................................................J4 6 T22N R5E WM...................................................................J5 ' 3 T24N R5E WM ................D6 .................................................. 4 T23N R5E WM..................................................................D5 r5 T23N R5E WM..................................................................D4 7 T23N R5E WM..................................................................E3 8 T23N R5E WM..................................................................E4 ,ter 9 T23N R5E WM........................................•.........................E5 10 T23N R5E WM..................................................................E6 I 1 T23N R5E WM..................................................................E7 �. 14 T23N R5E WM...................................7..............................F7 15 T23N R5E WM..................................................................F6 16 T23N R5E WM..................................................................F5 17 T23N R5E WM..................................................................F4 18 T23N R5E WM..................................................................F3 19 T23N R5E WM..................................................................G3 20 T23N R5E WM .....................................G4 21 T23N R5E WM..................................................................G5 22 T23N R5E WM..................................................................G6 29 T23N R5E WM..................................................................H4 30 T23N R5E WM..................................................................H3 31 T23N R5E WM...................................................................13 32 T23N R5E WM...................................................................14 29 T24N R5E WM..................................................................B4 31 T24N R5E WM..................................................................C3 32 T24N R5E WM..................................................................C4 TS_SERVER//SYS2\MAPS\83m\control\scn.doc Table of Contents 2 May 2000 rw i CITY OF RENTON SURVEY CONTROL NETWORK i The City of Renton Survey Control Network is the result of a three year project by the Technical Services Section of the Planning & Technical Services Division of the ., Planning/Building/Public Works Department and several private surveying firms working for the city. The purpose of this network is to provide an accessible common datum for all public and private projects within the city. Thus facilitating city wide infrastructure i management and analysis and assuring compatibility between the various utility systems and system projects. This project started in 1992 with the formation of a Horizontal and Vertical Control Network Committee to prepare a plan for the development and maintenance of a Survey Control Network for the City. The committee members were: Robert Anderson PLS; Bush,Roed&Hitchings, Inc., Carrie Davis; Technical Services Section(Recorder), Abdoul Gafour; Utility Systems Division, Arneta Henninger; Plan Review Section, Development Services Division, Jae Lee; Transportation Systems Division, Robert Mac Onie; Technical Services Section(Chairman), Jon Warren PLS; Dodds Engineers, Inc., .. Dennis Wegenast; National Geodetic Survey. The committee developed the standards, specifications and phasing for all ensuing work. ,r All survey work meets the requirements specified by the Federal Geodetic Control Committee in Standards and Specifications for Geodetic Control Networks dated September 1984. The project was split into three phases: 1) monument recovery, 2) horizontal control and 3) vertical control. The monument recovery project was performed by Dodds Engineers, Inc., under the direction of Jon Warren PLS in 1992 and early 1993. This project identified existing Public Land Survey System corner monuments and other • monuments (NGS, C&GS, King County, City of Bellevue, major intersections and those located near current and proposed capital improvement projects) important to the development of a survey control network. In most cases, street centerline monuments were'selected for both horizontal and vertical control due to stability and maintenance considerations. The second and third phases ran concurrently during 1993 & 1994. The horizontal control phase was executed by Bush, Roed & Hitchings, under the direction of Robert i Anderson PLS, using Global Positioning Systems (GPS) technology per the Federal Geodetic Control Subcommittee Standards for GPS control surveys as defined in Geometric Geodetic Accuracy Standards & Specifications for Using GPS Relative Positioning i Techniques dated August 1, 1989. This phase established NAD 1983/1991, Washington State Plane, 2nd Order, 1 st Class, northing and easting values for 122 monuments in and i TS_SERVER//SYS2\MAPS\83m\control\scn.doc 1 2 May 2000 rr� around the City. Four NAD 1983/1991 National Geodetic Survey ) high precision geodetic network (HPGN) monuments (BROWN, PT B 1962, HAFF and MUD MTN) controlled the GPS survey. All coordinates show are "Washington Coordinate System of 1983/1991,North Zone." The vertical control phase was performed by Triad Associates, under the direction of Brad Freeman PLS, using a Wild NA2000 automatic auto reading level and Star*Lev adjustment software. This phase established NAVD 1988, 3rd Order, 1st Class, elevations on 190 monuments in and around the City with 70 of these being horizontal control monuments as well. The leveling project was divided into seven primary interdependent loops connected at a minimum of two points with common benchmarks. Additional legs were run across the primary loops tying into two benchmarks at both ends. A total of 15 NGS benchmarks were part of the network, four of which were held in the final adjustment(NGS Archive Numbers SY0232, SY0162, SY0163 and SY0617) and provided substantial agreement(less than or equal to 5mm)with 5 others. The City, in 1995, will have reference points set for all Survey Control Network street centerline monuments not currently referenced. Over the next several years monuments in need of upgrade will be reset as part of an ongoing maintenance program or where capital improvement projects would likely disturb them. As an adjunct to the Survey Control Network the city has developed the enclosed Surveying Standards. Al Hebrank of Hebrank & Associates developed the first draft of these standards which were modified to require the use of the Survey Control Network for all public and private development projects within the city and define the responsibilities of the surveyor in the establishment of new monuments and their associated records. The standards have been reviewed by at least ten licensed surveyors for completeness and suitability. The City of Renton and its urban growth area lie between latitudes 47° 25' North to the south and 47° 32' 30" North to the north. In most cases the combined scale factor (elevation and grid scale) throughout this area can be treated as equal to 1.0000000. Table 1. shows the grid scale factors for each minute of latitude in the Renton area identified above. Please note that the relative accuracy for the grid scale factors is approximately 1 in 60,000 at 47° 25' N to the south and 1 in 111,000 at 47° 33' N to the north and thus for most survey work will have no impact on surveys covering less than 1.5 miles. TS_SERVER//SYS2\MAPS\83m\control\scn.doc it 2 May 2000 „M TABLE 1. LAMBERT CONFORMAL CONIC PROJECTION TABLE Washington Coordinate System of 1983/1991,North Zone for Renton a Tabular. Grid Latitude Radius Difference Scale for I” of Lat. Factor 470 25' 5807452.516 30.88355 1.00001659 470 26' 5805599.504 30.88353 1.00001310 470 27' 5803746.492 30.88352 1.00000970 470 28' 5801893.480 30.88351 1.00000638 470 29' 5800040.470 30.88350 1.00000315 470 30' 5798187.460 30.88349 1.00000000 •• 470 31' 5796334.450 30.88349 0.99999693 470 32' 5794481.441 30.88349 0.99999395 470 33' 5792628.431 30.88349 0.99999105 aw The range of elevation in Renton is between 0 and 200 meters (0 and 656 feet). Table 2 shows the scale factor due to elevation. go TABLE 2. SEA LEVEL REDUCTION TABLE r' Renton Elevation Sea Level Feet Factor aw Sea Level 1.0000000 500 0.9999761 • 1000 0.9999522 The worst case relative accuracy for an elevation of 650 feet with an interpolated scale „ factor of 0.99996893 is approximately 1 in 32,000. When combined with the worst case grid scale factor of 0.99999195 it yields a combined factor of 0.99995998 for a relative accuracy of approximately 1 in 25,000. It should be noted that Washington state uses the US survey foot and the conversion between feet and meters is 3937/1200 or 3.28083333 feet per meter. An analysis of the differences between NGVD 1929 and NAVD 1988 elevations in and around Renton yields a conversion factor of+1.092 meters going from NGVD 1929 to NAVD 1988. The information in this document has been extensively reviewed but there is always the possibility that some particulars of the monument locations, descriptions or values are either misleading or incorrect. If any such errors are found please contact the City of Renton's Mapping Supervisor at 277-5569. This document will be updated on an ongoing basis as monuments are upgraded, added or as corrections are made. TS_SERVER//SYS2\"S\83m\control\scn.doc itl 2 May 2000 r�r nr s aw City of Renton Surveying Standards City of Renton Standard Plans& Supplemental Specifications Section 1-11 Adopted December 16, 1996 Effective January,21, 1997 w. ■. .. M.. TS_SERVER//SYS2W"S\83m\control\scn.doc 1-I 1-1 2 May 2000 err Vertical Datum of 1988, and tied to at least one 1-11 Renton Surveying Standards of the City of Renton Survey Control Network benchmarks. If there are two such benchmarks 1-11.1(1) Responsibility for surveys(RC) Within 3000 feet of the project site a tie to both All surveys and survey reports shall be prepared shall be made. The benchmark(s) used will be under the direct supervision of a person shown on the drawing. If a City of Renton registered to practice land surveying under the benchmark does not exist within 3000 feet of a provisions of Chapter 18.43 RCW. project,one must be set on or near the project in All surveys and survey reports shall be prepared a permanent manner that will remain intact in accordance with the requirements established throughout the duration of the project. Source of by the Board of Registration for Professional elevations (benchmark) will be shown on the Engineers and Land Surveyors under the drawing, as well as a description of any bench provisions of Chapter 18.43 RCW. marks established. 1-11.1(2) Survey Datum and Precision 1-11.1(3) Subdivision Information(RC) (RC) Those surveys dependent on section subdivision The horizontal component of all surveys shall shall reveal the controlling monuments used and have as its coordinate base: The North the subdivision of the applicable quarter section. American Datum of 1983/91. Those surveys dependent on retracement of a All horizontal control for projects must be plat or short plat shall reveal the controlling referenced to or in conjunction with a minimum monuments, measurements, and methodology of two of the City of Renton's Survey Control used in that retracement. Network monuments. The source of the 1-11.1(4) Field Notes(RC) coordinate values used will be shown on the Field notes shall be kept in conventional format survey drawing per RCW 58.09.070. in a standard bound field book with waterproof The horizontal component of all surveys shall pages. In cases where an electronic data meet or exceed the closure requirements of collector is used field notes must also be kept WAC 332-130-060. The control base lines for with a sketch and a record of control and base all surveys shall meet or exceed the requirements line traverses describing station occupations and for a Class A survey revealed in Table 2 of the what measurements were made at each point. Minimum Standard Detail Requirements for Every point located or set shall be identified by a ALTA/ACSM Land Title Surveys jointly number and a description. Point numbers shall established and adopted by ALTA and ACSM in be unique within a complete job. The preferred 1992 or comparable classification in future method of point numbering is field notebook, editions of said document. The angular and page and point set on that page. Example: The linear closure and precision ratio of traverses first point set or found on page 16 of field book used for survey control shall be revealed on the 348 would be identified as Point No. 348.16.01, of adjustment.face the survey drawing, as shall the method the second point would be 348.16.02,etc. Upon completion of a City of Renton project, The horizontal component of the control system either the field notebook(s)provided by the City for' surveys using global positioning system or the original field notebook(s) used by the methodology shall exhibit at least 1 part in surveyor will be given to the City. For all other 50,000 precision in line length dependent error work,surveyors will provide a copy of the notes analysis at a 95 percent confidence level and to the City upon request. In those cases where performed pursuant to Federal Geodetic Control an electronic data collector is used, a hard copy Subcommittee Standards for GPS control print out in ASCII text format will accompany surveys as defined in Geometric Geodetic the field notes. Accuracy Standards & Specifications for Using GPS Relative Positioning Techniques dated 1-11.1(5) Corners and Monuments(RC) August 1, 1989 or comparable classification in Corner A point on a land boundary, at the future editions of said document.. juncture of two or more boundary lines. A The vertical component of all surveys shall be monument is usually set at such points to based on NAVD 1988, the North American TS_SERVER//SYS2\MAPS\83m\control\scn.doc 1-11-5 2 May 2000 physically reference a corner's location on the requirements of the project, the original will be ground. recorded with the King County Recorder. Monument Any physical object or structure of If recording is not required, the survey drawing record which marks or accurately references: shall be prepared on 22 inch by 34 inch mylar, and the original or a photographic mylar thereof • A corner or other survey point established will be submitted to the City of Renton. by or under the supervision of an individual The survey drawings shall meet or exceed the per section 1-11.1(1) and any corner or requirements of WAC 332-130-050 and shall monument established by the General Land conform to the City of Renton's Drafting Office and its successor the Bureau of Land Standards. American Public Works Association w Management including section subdivision symbols shall be used whenever possible, and a corners down to and including one-sixteenth legend shall identify all symbols used if each corners;and point marked by a symbol is not described at each use. • Any permanently monumented boundary, eaAn ch listing of all principal points right of way alignment, or horizontal and shown on the drawing shall be submitted with vertical control points established by any each drawing. The listing should include the governmental agency or private surveyor point number designation (corresponding with including street intersections but excluding that in the field notes), a brief description of the dependent interior lot corners. point, and northing, easting, and elevation (if applicable) values, all in ASCII format, on IBM 1-11.1(6) Control or Base Line Survey PC compatible media. (RC) Control or Base Line Surveys shall be 1-11.1(7) Precision Levels(RC) established for all construction projects that will Vertical Surveys for the establishment of bench create permanent structures such as roads, marks shall satisfy all applicable requirements of sidewalks,bridges,utility lines or appurtenances, section 1-05 and 1-11.1. signal or light poles, or any non-single family Vertical surveys for the establishment of bench building. Control or Base Line Surveys shall marks shall meet or exceed the standards, consist of such number of permanent monuments specifications and procedures of third order as are required such that every structure may be elevation accuracy established by the Federal ' observed for staking or "as-builting" while Geodetic Control Committee. occupying one such monument and sighting Bench marks must possess both permanence and another such monument. A minimum of two of vertical stability. Descriptions of bench marks these permanent monuments shall be existing must be complete to insure both recoverablilty monuments, recognized and on record with the and positive identification on recovery. City of Renton. The Control or Base Line 1-11.1(8) Radial and Station — Offset Survey shall occupy each monument in turn,and Topography shall satisfy all applicable requirements of �� Topographic surveys shall satisfy all applicable Section IA 1.1 herein. requirements of section 14 1.1 herein. The drawing depicting the survey shall be neat, All points occupied or back sighted in legible, and drawn to an appropriate scale. developing radial topography or establishing North orientation should be clearly presented baselines for station -- offset topography shall and the scale shown graphically as well as noted. p o a p y .. meet the requirements of section 1-11.1 herein. The drawing must be of such quality that a reduction thereof to one-half original scale The drawing and electronic listing requirements set forth in section 1-11.1 herein shall be remains legible. observed for all topographic surveys. If recording of the survey with the King County Recorder is required, it will be prepared on 18 1-11.1(9) Radial Topography(RC) inch by 24 inch mylar and will comply with all Elevations for the points occupied or back provisions of Chapter 58.09 RCW. A sighted in a radial topographic survey shall be photographic mylar of the drawing will be determined either by 1) spirit leveling with submitted to the City of Renton and, upon their misclosure not to exceed 0.1 feet or Federal review and acceptance per the specific TS_SERVER//SYS2\MAPS\83m\control\scn.doc 1-11-5 2 May 2000 Mb Geodetic Control Committee third order relationship between the witness monuments and elevation accuracy specifications, OR 2) their respective corners shall be shown or trigonometric leveling with elevation differences described on the face of the plat or survey of determined in at least two directions for each record, e.g., "Tacks in lead on the extension of point and with misclosure of the circuit not to the lot side lines have been set in the curbs on exceed 0.1 feet. the extension of said line with the curb." In all other cases the comer shall meet the 1-11.1(10) Station—Offset Topography requirements of section 1-11.2(1)herein. (RQ All non comer monuments, as defined in 1- Elevations of the baseline and topographic points 11.1(5), shall meet the requirements of section shall be determined by spirit leveling and shall 1-11.2(2)herein. If the monument falls with in a satisfy Federal Geodetic Control Committee paved portion of a right of way or other area,the specifications as to the turn points and shall not monument shall be set below the ground surface exceed 0.t foot's error as to side shots. and contained within a lidded case kept separate 1-11.1(11) As-Built Survey(RC) from the monument and flush with the pavement All improvements required to be "as-built" (post surface,per section 1-11.2(3). construction survey) per City of Renton Codes, In the case of right of way centerline monuments TITLE 4 Building Regulations and TITLE 9 all points of curvature (PC), points of tangency irr Public Ways and Property, must be located both (PT), street intersections, center points of cul de horizontally and vertically by a Radial survey or sacs shall be set. If the point of intersection, PI, by a Station offset survey. The "as-built" survey for the tangents of a curve fall within the paved rr must be based on the same base line or control portion of the right of way, a monument can be survey used for the construction staking survey set at the PI instead of the PC and PT of the for the improvements being "as-built". The "as- curve. built" survey for all subsurface improvements For all non comer monuments set while under should occur prior to backfilling. Close contract to the City of Renton or as part of a City cooperation between the installing contractor and of Renton approved subdivision of property, a the"as-builting"surveyor is therefore required. City of Renton Monument Card (furnished by All "as-built" surveys shall satisfy the the city) identifying the monument; point of requirements of section 1-11.1(1) herein and intersection(PI),point of tangency(PT),point of shall be based upon control or base line surveys curvature (PC), one-sixteenth corner, Plat made in conformance with all of section 1-11.1 monument, street intersection, etc., complete and 1-11.3(1)herein. with a description of the monument, a minimum The field notes for "as-built" shall meet the of two reference points and NAD 83/91 requirements of section 1-11.1(4) herein and coordinates and NAVD 88 elevation shall be submitted with stamped and signed "as-built" filled out and filed with the city. drawings which includes a statement certifying the accuracy of the"as built". 1-11.2 Materials The drawing and electronic listing requirements set forth in section 1-11.1(6) herein shall be 1-11.2(1) Property/Lot Corners(RC) observed for all"as-built"surveys. Corners per I-11.1(5) shall be marked in a permanent manner such as 1/2 inch diameter 1-11.1(12) Monument Setting and rebar 24 inches in length, durable metal plugs or Referencing(RC) caps, tack in lead, etc. and permanently marked All property or lot corners, as defined in 1- or tagged with the surveyor's identification 11.1(5), established or reestablished on a plat or number. The specific nature of the marker used other recorded survey shall be referenced by a can be determined by the surveyor at the time of permanent marker at the corner point per 1- installation. 11.2(1). In situations where such markers are 1- impractical or in danger of being destroyed,e.g., Monuments Monuments shall per 1-11.1(5) shall meet the the front corners of lots, a witness marker shall requirements as set forth in City of Renton be set. In most cases, this will be the extension Standard Plans page H031 and permanently of the lot line to a tack in lead in the curb. The TS_SERVER//SYS2\MAPS\83m\control\scn.doc 1-11-5 2 May 2000 marked or tagged with the surveyor's identification number. 1-11.2(3) Monument Case and Cover (RC) Materials shall meet the requirements of section 9-22 and City of Renton Standard Plans page H031. u� w a. TS_SERVER//SYS2k"S\83m\control\scn.doc 1-11-5 2 May 2000 a w ry z r C..m z Omm vD A nzC v+nz znf-l_ o ID -4 :z-1Ow3m Z 3 vlT>O Dc) O -zO �O r 1 3c rn m -- - / cocn�xm v+ r C3>3r� > m m z T n z �n O Z 3 A CD nm<n O e'....•. r N m m n z m _ v�>zzn s ac > • I � rn .T-. •- r G Vl z �-• i r O cl z :•. \\ --1 C3 mp. N m n 0>O --4 \\ f-1 O T<m (�V�J/� + 1 m L\A O `` -1 z m Vl 1'! V CD m�PO n n o`y; C v mZm.- A �r C) cn > 4--Z m CiTl^ M C) -no , •- r:, �l z a o z C-)> T - O (7 O E e _ m N D n e flu z a o ° z �� G > > 00 tZ7 r 70 ►� > z ►-3 go Z cr " O Ci7 0 •o 6o Z CD a O n m o - --------------- ---------------- ----- 18 ------ 16 T24N R5E 15 T24N R5E 14 T24 R5E 13 T24N R5E ................. ----- ------- 1 6 T24N'15E t__ _: A5 A==� A3 . _ __ _ -_ A6 A7_-__ __= a A8 1 T 23 4N E 19 T24N R5E 21 T24N R5E 22 T24N R5E 23 T24N R5E 24 T24N R5E _._ :_�._._:_- ------- ------ -- --------------- 2 ---------- 2 B :__- : {:_: __ B5 B6__. ._ 137 B8 26 R4E 30 T24N 4 28 T24N R5E r7 4N R5E 26 T24N R5E 25 T24N R5E ---------- �C6 C7 C8 g- URI s 1-8 AN' 35 T2 4 U4 35 T24N R5E -------- 32 T24 5E 36 T24N R5E kY:_______ _ry} _a_k_=__ 4 D D8 2 T23N ME I T23-1 A T9dAE—� 2 T23N R5E I T23N R5E 1 ------------ 2 E5 7 E8 �T 3 R4E 12 T23N E O %T23N 5E 8 J25 9T23NF45Ew,Is, 10T N 1 IR5E 12 T23N R5E ——AV N,fst s � 5 r6 7 F8 E I&ZM R T23 \14 T23N R R5E 16 U E It T23N R5E 14 T23N R5E 13 T23N R5E w I,,SL 3 G 2 N k" 4 3 -R4E .11 23N 5E 20 T23 E 21 T23 22 T23N R5E 23 T23N R5E 24 T23N R5E k w zi A ,� a �S-- 121 ,��5, s~ r r H5 6 H7 H8 WE 30 3 5E 23N 5E 5E 15E TZ L�.R4E 23 25 T23N R5Fg S'. S4 s 1 st 12a . I 17 Is 18 35 T23 E 36 T23N R4E 31 T2 R5E 32 T23j 5E .33 T23N 34 T23N SE 35 T23N g === 36 T23N R5E J =_1 -_==__=-- --- - --- J2 3 �, J _=_=_ _ N R4E 1 T22N R4E 6 T22 R5E 5 Um2tj 5F CITY OF RENTON SURVEY CONTROL NETWORK MONUMENTS & BENCHMARKS INDEX SECTION 25 T23N R4E W.M. 28-Apr-00 Horizontal: NAD 1983/91 Meters Vertical: NAVD 1988 Meters ' 2108 Location: Found 2" Brass Disc with punch on a 4"x 4"concrete monument down 0.5' in a monument case at the intersection of SW 34th Street and Oaksdale Avenue SW. Monument: 2 IN BRASS DISC W/PUNCH ON 4 INX4 IN CONC MON, IN CASE, DN. 0.5' NORTHING: EASTING: ELEVATION: 5.958 2109 Location: Found a 1/2" brass plug with a punch mark on a 4"x4"concrete post monument down 0.5' in a monument case at the constructed intersection of SW 41 st Street& Oaksdale Avenue SW. ' Monument: 1/2 IN BRASS PLUG W/PUNCH ON CONC MON, IN CASE, DN. 0.5' NORTHING: EASTING: ELEVATION: 6.063 2182 Location: Found a standard National Geodetic Survey(NGS) bench mark brass disc, NGS archive no. SY0610, stamped "E 460 1973"set in the top of the southeast corner of a 10'x20'concrete foundation for underground water mains and valves, approximately 98' northerly of a flagpole, approximately 52' westerly of the centerline of the southbound lanes of West Valley Highway, approximately 93' southerly of the north entrance road to NC Machinery Company, which is located at 17025 West Valley Highway, approximately 0.7 mile north of the constructed intersection of West Valley Highway & S 180th Street. Monument: NGS DISC IN TOP OF CONC FNDN, STA E460 NORTHING: EASTING: ELEVATION: 8.928 H2-3 SECTION 30 T23N R5E W.M. 2 8-Apr-00 Horizontal: NAD 1983/91 Meters Vertical: NAVD 1988 Meters 1861 Location: Found a 3/8" brass plug and a punch mark on a 4"x4"concrete post monument down 0.3' in a monument case in the constructed centerline of Lind Avenue SE approximately 30' north of the north building line of the Quality Classics building at 3000 East Valley Highway. This mark is an alternate to the center of 30-23-5E. There is another monument with similar description approximately 34'southerly on the constructed centerline of East Valley Highway. Monument: 3/8 IN BRASS PLUG W/PUNCH ON CONC MON, IN CASE, DN. 0.3' NORTHING: 51202.305 EASTING: 395168.555 ELEVATION: 6.096 1862 Location: Found a copper plug with a punch mark on a 4"x4"concrete post monument down 0.45' in a monument case at the constructed intersection of S 31 st Street& Smithers Court S. This monument is an alternate to the corner commonument to sections 29 &30, T23N, R5E. Monument: CU PLUG W/PUNCH ON CONC MON, IN CASE, DN. 0.45' NORTHING: 51223.575 EASTING: 396301.427 ELEVATION: 1864 Location: Found a 2"flat brass disc with"X" stamped"Mullen 18913"on a 4"x4" concrete post monument down 0.06' in a monument case at the constructed intersection of SW 39th Street& Raymonumentd Avenue SW. Monument: 2 IN BRASS DISC W/[X]ON CONC MON, IN CASE, DN 0.06' NORTHING: 50495.104 EASTING: 394836.553 ELEVATION: 5.940 H3-4 25 n3N ME NE 1/4 1858 98 u Ifi Sw .34th St swa 12108 14 S St. 6 + 1211 917 21019 U • 36 TM R4E NE V4 LEGEND CITY OF RENTON 1111 ® Horizontal & Vertical SURVEY CONTROL NETWORK 2222 MONUMENTS & BENCHMARKS ® HorizoMall Oriky 3333 TECHNICAL SERVICES (D Vertical Only PLANNIN"UELDMG/PUBLIC WORKS a 02/14/00 4!i'" mommw* 0 450 900 sm— Remoncity Limits H 2 25 T23N ME SE 1/4 30 T23N RSE NW 1/4 sw 0 t �st. 12335 H it - --- ----� I ' I j F- st sw 3 Ith St. $W 4,i h on U + 1555 1544%j' % i� z z /Z Q) CO + 4556---A i S + 1557 2336 1 92//5 + 59 1543+ + 1558 + 560 4-1 st -4, V2 +1561 13• 31 T23N R5E NW` 1/4 LEGEND CITY OF RENTON 1111 ® Horizontcd & Vwficcd SURVEY CONTROL NETWORK 2222 MONUMENTS & BENCHMARKS 6 HodmMof Only TECHNICAL SERVICES 3 333 Vwflcal Only WORKS a) 02A4/00 4rL* mmumm H3 0 450 9w --- Raton City Limits 1:5400 30 T23N R5E SW 1/4 .. .m a w wr r� APPENDIX A .. ow (STREAM FLOW DATA) pm .. .. ". ON am CS/24/98 12:11 FAX 425 295 2541 RENTON P/B/PW 10002 w 0 i aw ---- -- --- - a. 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M M A V N O M O M O Q, O N h Q N 00 a\ O O\ Qi H N N N 00 G N M N z d vi 4 V 4 \C \C h N W4 a; 00� E a °Q ^� N M d h O r DD O O N M d V1 \O n 00 C+ O 0o C� O r" .� .� .� .� ..� N N N N N N N N N N M M 'K t- ww a �o M N b E N O N m tn N h o0 m V� et m h l� M O ,, �G M � '� N 00 00 00 00 �p Op � w vi 4 eMn � H N 4 m M ri M M c'i c-: rn c eft N oo � �p 4 h vi m cV N cV N cV cV oo cV � u cn v (A M M h t- 't N O O� oo O� O O� 00 00 00 �p �p � er N O O� 00 t� �O M O, QN O „~y in `�t �?' �t '�f to �t rt �l 1n er �}' �! st er '�! st �t �' 7 M en to tV'i M c+1 in 00 ri 00 0o O IO O C� -� -� .-. .-� N n t-: N N N d N M N M N 00 n rte, N N M 4 m N N m M M c+1 M m M e+i Pi %6 %O 4 4 en 4 4 4 4 4 4 et 4 to C4 � �O rl v d q O% ON m D` Ot O� O, C� O% O` O 0` 00 M M m (V (V CV N (V N (V (V N (V N cv N N N N M cV N C', vi C i vi cV cV cV Cv tri cV N O ps LL � O CO � O at M Oe h h 'n m o..� PC (r L. ^' H ^•� t11 M h t L N C% ..� N kn O m oo N O O; O Q N m oo D O �, N "'t f 00 N et V1 v1 M O� O d co N �p er `ct ey t� et H h N n at r~ O O� �p h c- 00 C14 O\ O N 0 'Tr et �r M O � F N m 00 t` C- O% c- V �O N N �+ m N �+ O% %C t-: %6 O %6 -4 0 00 �C �!i l� „�� �G Vi of 4 Yi 4 M N �o �nc� m m N m eb O% ON O O N kn v � �.,� Z w c�'1 - - tn � tn oo � N .mr 00 N 00 � V(` N M (7, 1 V.� � N � O M 00 N h cc N � N a a b N N N .G H ~ O\ m N Os m °°, 0.. 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N tV ,� 00 � M N N n N O\ O� y ^� O O O 00 V 1 M M et N 0+ O, NO O c� M O M C� N "0 O 00 'o O O nMv Ooo v O Na\ t'- 0o v N M o\ M N t- 0 S O 00 en M v O Q cq RT In 14) r- I- h• \O O N M N O '" r O+ O0 d M ^ t^ ON Nn O ~ � ° h �M MC\ � oN � o z o tV N N c'i tV N N N i � i O •i N �` � i oo vi " C4 N tN N t 8 y -• N M ct to \D t- 00 C% O " N M et h �O t-- 00 O\ O N M `�t �O 00 O+ O .� �+ .� - -- -- •-+ •+ N N N N N N N N N N M M •� •aKC I- or APPENDIX B law low (GEOTECHNICAL REPORT) i_ iA 7� low am low III an GEOTECHNICAL REPORT SW 3e Street/Springbrook Creek Culvert Improvement Project HWA Project No. 2005-043-21 Prepared for R.W. Beck October 14, 2005 HWAGEOSCIENCES INC. ■ k. �d H '. GFOSCIEICES INC. •► Ctw.echnicat Engineering Hydrogeology Groen+'irony'lentA hl eai'rri e--; ag October 14,2005 HWA Project No. 2005-043-21 R.W.Beck,Inc. 100 Fourth Avenue, Suite 2500 Seattle,Washington 98154-1004 Attention: Mr.Michael S.Giseburt,P.E. Subject: GEOTECHmcAL REPORT SW 34`" StreettSpringbrook Creek Culvert Improvement Project City of Renton, Washington Dear Mr. Giseburt: Attached is our final geotechnical report for the SW 34"Street/Springbrook Creek Culvert Improvement Project. This report presents the results of our geotechnical investigation and provides our recommendations for design and construction of the .r replacement culvert. The report also addresses review commentary and questions that were submitted to and discussed with Mr. Brian Hall of our office and me. We trust this final report satisfies your geotechnical design requirements,and appreciate the opportunity to provide geotechnical services on this project. However,if you have any additional questions or if we may be of further assistance,please contact us at your convenience. Sincerely, HWA GEOSCtENCES INC. Lorne Balanko, P.E. Geotechnical Engineer/Principal 19730-64th Avenue W Suite 200 Lynnwood,WA 980365957 Tel: 425.774.0306 Fax_ 425.774.2714 www.hwageasdences *w .. aw TABLE OF CONTENTS r. Page 1.0 INTRODUCTION..................................................................... ........1 .............................. 1.1 GENERAL.......................................................................................................1 1.2 PROJECT UNDERSTANDING............................................................................1 1.3 SCOPE OF SERVICES AND AUTHORIZATION....................................................2 2.0 FIELD AND LABORATORY INVESTIGATIONS ...............................................................2 r< 2.1 FIELD INVESTIGATION...................................................................................2 2.2 LABORATORY TESTING.................................................................................3 3.0 GEOLOGIC AND SUBSURFACE CONDITIONS................................................................3 .r 3.1 SITE DESCRIPTION.........................................................................................3 3.2 GENERAL GEOLOGY......................................................................................3 3.3 SOILS AND GROUND WATER.........................................................................4 4.0 CONCLUSIONS AND RECOMMENDATIONS..................................................................4 4.1 GENERAL.......................................................................................................4 4.2 SEISMIC DESIGN RECOMMENDATIONS...........................................................6 4.2.1 Seismic Parameters.................... .....6 4.2.2 Liquefaction Considerations..........................................................6 4.3 FOUNDATIONS............................................ 4.3.1 Three-sided Concrete Box Culvert............... ....................8 4.3.2 Four-sided Concrete Box Culvert..................................................9 r 4.3.3 Estimated Settlement.....................................................................9 4.3.3.1 Seismic Considerations....................................................9 4.3.3.2 Static Considerations........................................................10 4.4 LATERAL EARTH PRESSURES.........................................................................10 4.5 BACKFILL PLACEMENT AND COMPACTION....................................................11 4.6 EXCAVATION STABILITY AND SHORING........................................................12 rr4.6.1 General ..........................................................................................12 4.6.2 Open Excavations..........................................................................12 4.6.3 Shoring..........................................................................................13 r4.7 WATER CONTROL..........................................................................................13 4.8 WET WEATHER EARTHWORK........................................................................14 4.9 EROSION CONSIDERATIONS...........................................................................15 5.0 CONDITIONS AND LIMITATIONS .................................................................................15 LIST OF FIGURES Figure 1. Vicinity Map Figure 2. Site and Exploration Plan err Appendices Appendix A: Explorations Figure A-l. Legend of Terms and Symbols Used on Exploration Logs Figure A-2 and A-3. Logs of Borings BH-1 and BH-2 Appendix B: Laboratory Test Results Figure B-1 and B-2. Grain Size Distribution Test Result Figure B-3. Liquid Limit,Plastic Limit and Plasticity Index of Soils ar Figure B-4. One Dimensional Consolidation Properties of Soil +r r w. I� .., qrr , GEOTECHNICAL REPORT SW 34TH STREET/SPRINGBROOK CREEK CULVERT IMPROVEMENT PROJECT CITY OF RENTON,WASHINGTON 1.0 INTRODUCTION 1.1 GENERAL ° This report presents the results of a geotechnical engineering study completed by HWA GeoSciences Inc. (HWA) for the planned replacement of the four existing, 72-inch, CMP culverts on Springbrook Creek at SW 34'h Street in the City of Renton(City), Washington. The objective of our work was to investigate foundation conditions, and provide geotechnical recommendations for design and construction of the replacement culvert. 1.2 PROJECT UNDERSTANDING rr Project location is shown on the Vicinity Map, Figure 1, and general site layout is shown on the Site and Exploration Plan,Figure 2. Based on discussions with you and information provided to date, we understand the City plans to remove the existing culverts and replace them with a three-sided concrete box culvert. At this time,we have been advised that two options exist for the replacement "M culvert; Option 1 consists of two side-by-side,30-foot width each,by 8-feet high, three- sided box sections. Option 2 consists of a single, 30-foot wide by 11-foot high box r section. Although design details of the new culverts are not yet available, we understand that the streambed invert elevation within the new culvert will approximately match that of the existing culverts. After culvert replacement,the top of pavement will need to be .. raised about 1.5 and 2.7 feet to provide sufficient cover for Options 1 and 2,respectively. Several utilities are also shown on the plans. Existing 36-inch and 60-inch diameter storm sewers parallel the north side of the road and discharge into the creek on the west and east sides of the crossing,respectively,near the outer limits of the existing culverts. On the current survey plan, their discharge invert elevations are shown as 7.6 and 8.4 feet, respectively. An 8-inch PVC storm drain is shown to extend from the south curb line across the road to the north,roughly parallel to the eastern-most existing culvert. This may need to be removed and reconstructed depending on which option is selected. Based on the as-built plans, it appears the existing culverts were installed in late 1981 to early 1982. 1.3 SCOPE OF SERVICES AND AUTHORIZATION Our work was conducted in accordance with our Geotechnical Work Scope and Cost, submitted to R. W.Beck on March 2,2005. The work was authorized under a Subconsultant Agreement between the R. W. Beck and HWA, executed on or about April 18,2005. Our scope of work completed for this project included performing two exploratory borings at the site, laboratory testing, engineering analysis based on the conditions observed in our explorations,and providing geotechnical engineering recommendations for the proposed replacement culvert. Because of the potential for contaminants in the near-surface soils at the crossing location, environmental sampling and testing of soil samples was also performed as part of the project scope. Results of r, this testing are,however,presented in a separate letter report. 2.0 FIELD AND LABORATORY INVESTIGATIONS a. 2.1 FIELD INVESTIGATION � On April 18, 2005, HWA 'performed a subsurface exploration program that included drilling two exploratory borings (designated BH-1 and BH-2) to depths of 61.5 feet each below existing grades. The drilling was subcontracted to Holocene Drilling of Fife, r" Washington. The borings were advanced using a truck-mounted drill rig employing a hollow-stem auger. The boring locations were determined approximately in the field by pacing and taping distances from existing site features. The borings were tied-in in the follow-up site survey and their locations are plotted on Figure 2. A geologist from HWA logged the explorations and recorded pertinent information including sample depths, stratigraphy,soil engineering characteristics, and ground water occurrence. Standard Penetration Test(SPT) sampling was performed using a 2-inch outside diameter split-spoon sampler and a 140-pound auto-hammer. During a SPT test, a sample is obtained by driving the sampler 18 inches into the soil with the hammer free-falling 30 inches. The number of blows required for each 6 inches of penetration is recorded. The Standard Penetration Resistance("N-value")of the soil is calculated as the number of blows required for the final 12 inches of penetration. This resistance, or , N-value,provides an indication of relative density of granular soils and the relative consistency of cohesive soils. Soil samples were classified in the field and representative portions placed in plastic bags. r These soil samples were returned to our laboratory for further examination and testing. The sampled soils were classified in general accordance with the classification system ' described in Appendix A on Figure A-1. A key to the boring log symbols is also presented in Figure A-1. The boring logs are presented as Figures A-2 and A-3, and should be referenced for specific subsurface details at the boring locations. However, the SW 34th St.-Springbrook Ck Report Final(10-1 4-05).doc 2 HWA GeoScienecs Inc. tr� stratigraphic contacts shown on the logs represent the inferred boundaries between soil ..'. types, and may be gradational in nature and much less distinct than represented. 2.2 LABORATORY TESTING rl Laboratory tests were conducted on selected samples obtained from the borings to characterize relevant engineering properties of the site soils. Laboratory tests included ,,,� determination of in-situ moisture content,particle size analyses,Atterberg Limits of subsurface soil deposits, and a one-dimensional consolidation test on a representative sample of compressible soils encountered at depth. Moisture content test results are .. presented on the exploration logs, and particle size analyses are given in Figures B-1 and B-2, in Appendix B. Figure B-3 presents the result of an Atterberg Limit test on a fine- grained soil sample of the subsurface deposits. The consolidation test results are r.. presented on Figure B-4. 3.0 GEOLOGIC AND SUBSURFACE CONDITIONS 3.1 SITE DESCRIPTION .. The project site is located on flat-lying land close to the south City limits. This segment of SW 34h Street connects Oaksdale Avenue SW and Lind Avenue SW, and is immediately west of the East Valley Highway. The existing roadway is four-lane with curb and gutter and sidewalks on both sides. Pavement conditions appear to be relatively good at present. Springbrook Creek in this area flows in the base of a wide linear channel,likely widened many years ago as part of drainage improvement works by King County Drainage r.r District No. 1. The vegetation surrounding the channel appears to be relatively sparse comprising grasses and weeds, with some shrubbery immediately adjacent to the outlet end of the crossing. Surrounding land use is mainly commercial and light industrial. i 3.2 GENERAL GEOLOGY Geologic information for the site was obtained from the Geologic Map of the Renton Quadrangle, King County, Washington(Mullineaux,D. R., 1965). The map indicates that the area is generally underlain by lacustrine peat deposits over alluvium comprising. unconsolidated sand, silt and clay, deposited by the White and Green Rivers before diversion of the White River to the south in 1906. Curvilinear channel gravels and abandoned channels also occur. According to the mapping,the peat is typically very soft, ow and may compress to 10%of original volume when loaded. r SW 34th St:Springbrook Ck Report Final(10-14-05).doc 3 HWA GeoScicnces Inc. r 3.3 SOILS AND GROUND WATER The borings encountered approximately 4.5 feet of fill over organic silt(peat)to a depth of 9 to 9.5 feet,which in turn lie over alternating layers of sand and silt alluvium. The fill in BH-1,below a surface asphaltic concrete pavement layer of some 3 inches thickness, consisted mainly of medium dense,medium to coarse sandy,fine to coarse gravel pit-run material. This fill was observed to have been placed directly on the underlying organic silt/peat. In BH-2,which was off the roadway surface in the shoulder area,sod over loose, fine to medium, sand fill was encountered. In this location the organic silt/peat was interbedded with thin layers of silt and fine sand alluvium. The alluvium underlying the upper peat is variable. The alluvial layers encountered generally consisted of loose and medium dense fine to medium sand, and loose to medium dense silty sand, soft sandy silt; and very soft gray silt. At depths of about 32 �r feet BE-1 and 23 feet in BH-2, shell fragments suggest the presence of estuarine deposits. These estuarine deposits comprise loose to very loose/soft to very soft fine sandy silt and plastic silt materials. In some cases,the silt was so soft that the SPT sampler penetrated under its own weight. In view of our field observations and test results,it is believed that the subsurface soils at the site are normally consolidated. Hence, any net increase in loading of these deposits, as a consequence of culvert reconstruction, will result in consolidation of the underlying soils and settlement. Immediately after drilling, ground water was observed at a depth of about 10 feet in BH- 1, and was not recorded in 1314-2. However, observations of water levels during drilling can be misleading. Actual ground water levels are often higher than those observed in a boring,because borings are typically open only for a short time, and the auger used to advance the boring can smear the side of the hole inhibiting seepage. The ground water , elevation reported on the boring log is for the specific date and location indicated and, therefore,may not be indicative of other times and/or locations. We anticipate that ground water elevations will vary depending on the season, local subsurface conditions, and creek water level,which was around the mid-depth of the culverts, and would correspond roughly with about El. 11 feet, or some 7 feet below road surface at the time of the investigation. For design and construction purposes,the prevailing ground water level should be taken to be the same as the creek level at any given point in time. 4.0 CONCLUSIONS AND RECOMMENDATIONS 4.1 GENERAL The investigation encountered about 4.5 feet of fill over soft organic silt/peat extending to about El. 8.5 to 9 feet, over alternating layers of very loose ranging to medium dense sand and very soft to soft silt alluvium. Very soft estuarine deposits were noted at depth below r � r SW 34th St.-Springbrook Ck Report Final(10-14-05).doc 4 HWA GeoSciences Inc. r the alluvium and extend to the full penetration depth of the exploration borings. The sand alluvium is both variable and potentially liquefiable. The deep silt alluvium and estuarine silt is soft to very soft, of very low strength and is compressible under any increased loading that might be generated by placement of additional fill or heavy structures above .. the material. Based on our investigation,the following culvert solutions have been considered and evaluated in this report: • Three-sided Concrete Box Culvert. Because of the potentially liquefiable sandy soils at and below the likely founding elevation, such a culvert should ideally be founded on pile foundations to prevent potential future damage. However,piles are not considered cost-effective for this site due the substantial depths of •• liquefiable soils and the lack of a suitable bearing zone at shallow depth below the site. The negative skin friction and downdrag that would be potentially generated during a seismic event would necessitate extremely long piles to r provide for even modest load capacity. Accordingly,if a three-sided box culvert section is employed, it will need to be founded on footings supported in turn on a prepared pad. The pad will need to comprise compacted granular or control density fill (CDF),which we prefer for this application. If this approach is adopted,however, some damage following a design seismic event, due to differential settlement of the culvert sections, should be anticipated and potential repair costs incorporated into long-range maintenance considerations for the facility. Four-sided Concrete Box Culvert. Such a culvert structure will effectively incoporate a mat foundation and will be able to accommodate long-term settlement and more readily resist liquefaction impacts during a major seismic `"� event. Additionally, given the reduced bearing pressure contributed by this type of structure, lesser base preparation will be required. The following construction aspects will play a significant role in the culvert construction, if shallow foundations are provided: Excavation Support. Excavation is required through fill and soft organic soils in close proximity to utilities. Measures are required to support the excavation,and particularly • limit disturbance to the adjoining utilities. Water. Ground and surface runoff water control will play a large role during preparation of the foundation. For construction of footings within open excavations, bypass pumping "' of creek flows will be required. Dewatering is also required to lower the ground water level so that the excavation and subgrade preparation can be performed under relatively ..1 dry conditions. However,we anticipate that if the ground water is lowered more than • SVti 34th St.-Springbrook Ck Report Final(10-14-05).doe 5 HWA GeoScienees Inc. wr about 7 to 10 feet below current elevations for significant periods,settlement of the existing sewers and nearby facilities could occur. rr► 4.2 SEISMIC DESIGN RECOMMENDATIONS 4.2.1 Seismic Parameters Buried culverts are typically not required to be designed to seismic design standards (AASHTO, 1996). However, it is possible that consideration might be given to treatment of the replacement box section as a bridge and seismic design parameters for the site are, therefore,provided herein. Per AASHTO design guidelines (AASHTO, 1996),the acceleration coefficient, A, applicable for design purposes is that which is generated by an earthquake with a 10 percent probability of exceedance in a 50 year period,or a 1 in 475 year return interval. Data available for the USGS through their Earthquake Hazards Program Website, indicates that the appropriate A value for this site is 0.322g. Our investigation observations indicate that the site can be characterized by a Type IV soil profile and we recommend a Site Coefficient(S)of 2.0 for this project. 4.2.2 Liquefaction Considerations Our liquefaction analyses,based on cyclic stress ratio concepts developed by Seed and Idriss (Seed,H.B., Idriss,I.M., 1982),indicate that a substantial zone of liquefaction will occur in the site soils below about El. 9 feet at the location of both borings. The combined thickness of anticipated liquefiable materials,however,ranges widely from about 24 feet at BH-1 to 6 feet at BH-2. In the latter case,substantially lesser thickness of clean sand was observed in this boring on the west side of the crossing. Only the silt layers are considered to be unlikely to liquefy during a design (i.e. 1 in 475 year)seismic event, due either to their very high fines content and/or inherent plasticity characteristics. Based on information available from the as-built and current survey plans,it is anticipated that the new culvert will have an invert level of the order of El. 8 feet. The foundation system may be 1.5 to 2 feet lower; i.e. El. 6.5 to 6 feet, thereby,being within ' the top of the potentially liquefiable zone. Empirical relationships suggest that volumetric strains associated with soil liquefaction at this site may be on the order of 1.5 to 3.5 percent, dependent on variability of soil conditions. Conservatively assuming that soil confinement at depth will limit lateral straining, the estimated vertical displacements associated with liquefaction may range from as little as about 1 inch to upwards of 10 inches below the culvert-crossing site, assuming the best and worst case situations. However, it is our view that the liquefaction-induced settlements are likely to be significantly less than the upper bound ' SW 34th St.-Springbrook Ck Report Final(10-14-05).doc 6 HWA GeoSciences Inc. r estimate, and the differential settlements, as suggested by conditions at the borings, are also likely to be significantly less. We are of the opinion that liquefaction-induced settlement of the culvert would entail some subsidence of the culvert invert profile with probable sagging introduced beneath the center of the embankment, and some rotation in the direction of BH-1 to the east. This could be accompanied by cracking of the culvert section, which we anticipate would be greater for the three-sided box alternative,but loss of hydraulic serviceability due to collapse would not be expected. While settlements at the culvert location may occur as a consequence of liquefaction, it is probable that adjoining soils are similar to those noted at the boring locations, and will likely also experience some degree of settlement(i.e. more or less than the culvert location). Thus, settlement won't be isolated to the culvert crossing itself and its impact will tend to be less pronounced overall. Lateral spreading of the soils comprising the creek banks is probable during the design seismic event, inasmuch as the top of the liquefiable zone is near or within the base of the channel banks. However, at the crossing location, the roadway embankment and culvert/bridge will locally buttress the banks against sliding/spreading. Design forces that will be transferred to the structure can be determined from the lateral earth pressure recommendations provided in Section 4.4 of this report. Mitigation measures to deal with liquefaction issues are typically expensive and may not be particularly suited to this site. For example, stone columns are commonly employed for ground densification purposes and relief of excess hydrostatic pressures that occur during seismic events, but would have to be installed in the creek channel to be effective. Typically, stone column installation can generate substantial sediment that would have to be removed from the treated area and not be allowed to enter the creek. Prefabricated wick drains might also be employed to reduce excess hydrostatic pressures,but would have to be installed on a very tight spacing to be effective. Since these installations would also allow movement of water in the reverse direction, creek flow directly into subsurface soil units may be an issue that would need to be evaluated with regard to potential adverse environmental impacts. Driving of untreated green timber piles on close spacing is another method of ground densification that is commonly employed. In this case, ground treatment work would again have to extend into the creek. Lastly, the replacement culvert might be supported on piles that would be capable of resisting downdrag effects associated with soil liquefaction and settlement. The downdrag effects result in a downward friction force on the piles as the soils around the piles settle relative to the piles. Therefore, the pile system needs to be capable of supporting the design load as well as downdrag forces. Consequently these piles would have to be very long and costly. In addition, deep exploration work would be necessary to evaluate their design requirements. HWA has recently conducted geotechnical investigations for two culverts upstream on Springbrook Creek for the City of Kent. The culverts are located at South 192nd Street SW 34th St-Springbrook Ck Report Final(10-1 4-05)Aoc 7 HWA GeoSciences Inc. .n r! (CMP culvert with span of about 12 feet), and South 188th Street(CMP culvert with span of about 22 feet). At both locations,potentially liquefiable sands were also encountered r below the anticipated founding elevation for shallow foundations. The South 192nd culvert has been constructed and is supported on a mat of Controlled Density Fill (CDF). Since completion of our report, the City has decided not to proceed with replacement of r the South 188th Street culvert. However,prior to that they had decided to found the culvert on a mat of CDF, similar to that for the 192nd Street culvert,because the cost of piling would have been excessive. For both culverts, it is understood that during a major earthquake,the culverts could settle/tilt and they may require repair to maintain the flow opening but that eliminating this risk by constructing the culverts on piles was not worth the additional cost. IN 4.3 FOUNDATIONS 4.3.1 Three-sided Concrete Box Culvert The proposed new culvert is anticipated to be constructed on the same alignment as the existing 4 CMP culverts, effectively straddling their current location. The existing storm drainage facilities are likely to constrain the outlet location somewhat,unless their outlets r are also altered. Old and new culvert invert elevations are anticipated to be similar. Existing organic silt/peat materials, and possibly old backfill materials,are anticipated to be present near or somewhat above the proposed footing level for the new culvert. If present,however, at footing level,we recommend that these materials be excavated from below the culvert footprint to expose the native sand deposit below. The excavated material should be replaced with crushed rock fill, conforming to the requirements outlined in Section 9-03.9(1)Ballast,of the 2004 WSDOT Standard Specifications,or ' controlled density fill (CDF). A foundation material replacement thickness of 2 feet is recommended to provide for uniform foundation support and load transfer to underlying native soils. If crushed rock is used,the replacement fill should extend to 3 feet on either side of the culvert and the base and sides of the excavation should be covered with a woven geotextile. The geotextile should conform to the requirements outlined in Section 9-33.2, Geotextile Properties,Table 3, Separation, of the 2004 WSDOT Standard Specifications. The crushed rock should be lightly compacted by static rolling with a small drum compactor, but,rolling should be discontinued if pumping of the pad and underlying subgrade becomes apparent. If CDF is used, the replacement fill should extend to 2 feet on both sides of the culvert footing and a woven geotextile is not required because of the compressive strength of the CDF. We prefer CDF since its use prevents , disturbance to the supporting subgrade soils beneath the new culvert and its foundation system. However, with care, either approach will result in suitable support. Regardless of preparation methodology,the footings should be proportioned for an allowable bearing r SW 34th St.-Springbrook Ck Report Final(10-14-05).doc 8 HWA GeoSciences Inc. pressure not exceeding 2000 pounds per square foot (psf). However, regardless of footing pressure considerations,the minimum recommended footing width is 24 inches. 4.3.2 Four-sided Concrete Box Culvert A 4-sided box culvert has some advantages over a three-sided concrete box culvert in that the culvert weight and dead and live loads acting upon it can be supported over the base slab which precludes construction of wide footings to support loads generated on the culvert legs. Moreover, a box culvert structure is more rigid than the three-sided section and differential settlements due to static loading and,more significantly, seismically induced liquefaction movements can be more readily accommodated. However, foundation edge pressures associated with the four-sided box may be greater than that contributed by individual footings and this could give rise to the potential for greater localized settlements. Base preparation for the four-sided box should be similar to that for the three-sided structure,but the depth of sub-excavation may be reduced to that which will accommodate construction equipment and personnel without disturbance and/or deflection of the underlying foundation soil. We recommend that the minimum sub- - excavation depth should be at least 12 inches, and CDF is again preferred for the pad preparation material,particularly in light of reduced thickness. 4.3.3 Estimated Settlement 4.3.3.1 Seismic Considerations As indicated in Section 4.2.2, our borings suggest that the proposed footing elevation for the new box culvert will be immediately above liquefiable sand, which will be incapable of supporting much, if any, foundation loading during a design seismic event. Sub- excavation and placement of a crushed rock fill or CDF mat for foundation support will mitigate the effects of liquefaction to some degree, by acting as somewhat of a raft, but - will not prevent foundation settlement from occurring. Accordingly, if the structure is to be designed to remain completely serviceable and largely undamaged after a design seismic event, it would need to be founded on piles. As discussed previously, a deep pile system would need to be designed for seismic considerations, will be inefficient due to the large downdrag loading that it will have to carry, and is not recommended in the absence of further deep exploration. Even if further deep exploration is done, it is highly likely that the required depth and/or size of piles to support the load and downdrag would make a pipe system not cost effective. Rather,we recommend selection of the four-sided box alternative, if reduced deformation and damage is to be achieved. Alternatively, if a greater risk of potential deformation damage is considered acceptable a three-sided box founded on spread footings is feasible. SW 34th St.-SprinOrook Ck Report Final(10-1 4-05).doc 9 1 IWA GeoSciences Inc. �1r It is our opinion that either culvert option, supported directly on a prepared pad,provides a reasonable level of risk for the type of facility under consideration. There may be some r loss of serviceability(freeboard)or need for structural repairs in the event of the design earthquake occurrence; however,it is also possible that this could conceivably not happen during the design life of the facility. 4.3.3.2 Static Considerations For static conditions and the proposed-increases in road grades associated with either of the culvert replacement options, long-term settlements are to be anticipated. In consideration of the proposed grade changes, settlements are estimated to be of the order rrr of 2 inches in the center of the loaded area,and differential settlements between center and ends of the culverts may be 50 percent of the total (or 1 inch). Option 2 with the single replacement culvert would be anticipated to settle somewhat less than the twin M culvert option,as the loading conditions appear to result in lesser influence on the highly compressible deposits at depth. In respect to localized loading effects under the footings, the 4-sided box culvert is anticipated to settle less than the isolated strip footing foundation alternative. Settlements associated with structural loading of the foundation soils at shallow depths will be relatively quick,as it will be predominantly elastic in nature and largely completed on backfilling of the culverts and completion of the 'r roadway, whereas the influence of grade raising operations will induce settlements in the deep compressible layers and will be long-term in nature. The settlement estimates • assume that net loading due to the new structure and surrounding backfill will be somewhat greater than current conditions, consistent with the two replacement options ' indicated to us by R.W. Beck. It is to be noted that our settlement estimates have also been based on the premise that all near surface organic silt has been removed from below the loaded area, and would be most particularly applicable to the culvert replacement area. If road grades are raised in areas which remain underlain by compressible organic layers settlements could be substantially greater due to compression of these near surface layers. 4.4 LATERAL EARTH PRESSURES For determination of lateral earth pressure design parameters,we have assumed that the ' existing embankment fill and native soils will be removed and replaced with a suitable granular backfill. We have further assumed that the backfill adjoining the walls of the ' culvert will be placed to a horizontal condition at its surface and is compacted to the requirements provided for in Section 4.5. On the basis of an assumed wet unit weight of 125 pcf for the backfill and a friction angle r of not less than 35 degrees, and seismic parameters provided in Section 4.2.1,we recommend the following equivalent fluid unit weights for design purposes. ' r SW 34th St.-Springbrook Ck Report Final(10-1 4-05).doc 10 HWA Geo&imces Inc. Loading Condition Equivalent Fluid Unit Weight(pcf) Active—Static(KA) 35 Active—Seismic(KAE) 40 At Rest—Static(KO) 55 .w At Rest—Seismic(Koj 80 r Passive- Static(K.) 460 Passive-Seismic(Kpj 435 The foregoing parameters are based on fully-drained conditions. As ground water at the culvert location is expected to fluctuate in response to the stream level,water pressures are likely to act on portions of the structural elements. Accordingly,the buoyant unit weight of the soil will apply below the water table and full hydrostatic pressure must be added to that section of structure below the water table. To determine the appropriate equivalent buoyant fluid unit weight for the above cases,multiply the above values by the ratio of buoyant to drained unit weights(i.e. 0.50 in this case) and add 62.4 pcf. As indicated above,the lateral earth pressure parameters apply only to horizontal backfill " conditions, and will have to be increased or decreased for sloping backfill conditions. It is also to be noted that the parameters are unfactored, and a suitable factor of safety should be applied to the passive earth pressure values for determination of restraint forces. In this latter regard, an allowable(FS= 1.5)coefficient of sliding resistance equal to 0.45 is recommend between footings and underlying granular soils for determination of sliding resistance. 4.5 BACKFILL PLACEMENT AND COMPACTION Crushed rock backfill should consist of materials meeting the requirements for Crushed Surfacing Base Course, as described in Section 9-03.9(3)of the 2004 WSDOT Standard Specifications for Road, Bridge, and Municipal Construction. Materials used to backfill .. the culvert excavation should consist of Gravel Backfill for Walls, as described in Section 9-03.12(2)of the 2004 WSDOT Standard Specifications. During placement of the initial lifts, the backfill material should not be bulldozed into the excavation or dropped directly on the structure. Furthermore, heavy vibratory equipment dw should not be permitted to operate directly over the structure until at least 2 feet (and possibly more, depending on the weight of the compactor) of material is present above the crown of the culvert section,unless otherwise approved by the structural engineer. we SW 34th St.-Springbrook Ck Report Final(10-14-05).doc 11 HWA GeoSciences Inc. r In order to minimize subsequent settlement of the excavation backfill,new pavements, and utilities,we recommended that backfill soils be placed and compacted to the standards outlined in Section 2-03.3(14) C,Method B,2004 WSDOT Standard Specifications. The procedure to achieve proper density of compacted fill depends on the size and type of compaction equipment, the number of passes,thickness of the layer being compacted, and soil moisture-density properties. If access or load considerations restrict the use of heavy equipment, smaller equipment can be used,but the soil must be placed in thin enough lifts to achieve the required compaction. 4.6 EXCAVATION STABILITY AND SHORING 4.6.1 General Excavation and construction of the replacement culvert must be performed in a manner • which will not adversely impact existing utilities. Temporary support and protection of the existing storm sewers and any other utility lines must be provided and maintained during construction. Alternatively,temporary relocation of utilities may be required during the period of construction and embankment reinstatement. We anticipate that excavation can be accomplished with conventional equipment such as backhoes and trackhoes. The excavation is anticipated to have a maximum depth on the order of 12 feet,but could be deeper if deleterious subgrade materials are encountered at , intended foundation levels. Maintenance of safe working conditions,including temporary excavation stability,is the responsibility of the contractor. All temporary excavation in excess of 4 feet in depth must be sloped in accordance with Part N of WAC(Washington Administrative Code) 296-155,or be shored. The near surface materials encountered generally classifies as Type C soil, for which WAC requires that unsupported excavation must be inclined no steeper than 1.5H:1 V,but flatter slopes are likely necessary because of water seepage. Alternatively, the excavation should be shored. 4.6.2 Open Excavations Because of the nature of the soils encountered in the exploratory borings,we recommend that the sides of the excavation be supported using temporary sheet piles. Open excavations may be feasible if the existing stone sewer services are protected. However, if a temporary open excavation is undertaken,we recommend that it should be sloped at , no steeper than 2H:1 V after local dewatering to at least 3 feet below invert,but existing soil conditions may dictate even flatter slope angles. The recommended slopes are less SW 34th St.-Springbrook Ck Rcport Final(10-14-05).doc 12 HWA GcoSciences Inc. r steep than recommended by WAC, and should be monitored and slope angles adjusted in MW the field based on local subsurface conditions and the contractor's methods. With time and the occurrence of seepage and/or precipitation, the stability of temporary unsupported cut slopes may be significantly reduced. Therefore, all temporary slopes should be protected from erosion by installing a surface water diversion ditch or berm at the top of the slope and by covering the cut face with well-anchored plastic sheets. 4.6.3 Shoring .. If shoring is required, we recommend that sheet piling be driven as temporary shoring along both sides of the excavation. For cantilever support,it will be necessary to advance the sheet piles below the level of the excavation for the new culvert at least equivalent to .. the height of soil being supported at any given point. Accordingly, this will involve driving the sheet piles from 15 to 20 feet below the base of the new excavation. The sheet piling should extend longitudinally a distance equal to the excavation depth beyond the ends of the excavation necessary for installation of the new culvert. We recommend that the design of the temporary shoring should be based on a uniform •. lateral pressure distribution of 25H psf(where H is the depth of the excavation in feet). This pressure does not include any surcharges due to equipment or materials near the shoring and assumes that water pressures do not act above the base of the excavation. +� Dewatering may be necessary to achieve this ground water condition. Alternatively, shoring could be accomplished with soldier piles and lagging. Soldier piles generally consist of steel 'H' sections embedded in predrilled vertical concrete-filled holes installed along the length of the proposed excavation. As the excavation proceeds from the top down,wooden or steel-plate lagging is placed to retain the soil between the soldier piles. 4.7 WATER CONTROL The contractor should be responsible for control of ground and surface water. Construction of either of the culvert alternatives on shallow foundations will require + suitable temporary diversion of the creek, to allow construction largely in the dry. Construction dewatering is important because it will be very difficult to maintain stable slopes,prepare subgrade, evaluate subsurface conditions, and construct structures in the wet. In addition,upward seepage into the excavation base can cause sand boils and/or heaving. Because of these adverse impacts, dewatering should be accomplished so that culvert construction can be completed in the dry. We recommend that the proposed excavation be dewatered to maintain the ground water level at least 3 feet below the base of the excavation, and dewatering measures should be implemented before excavation to final subgrade level begins. Dewatering should continue until the culvert has been placed SW 34th St.-Springbrook Ck Report Final(10-14-05).doc 13 HWA GeoSciences Inc. r and backfilled, and is capable of resisting hydrostatic forces. Disposal of water will be a consideration that will have to be suitably resolved with environmental and fisheries agencies having jurisdiction. We anticipate that wells or well points will be required,but this is dependent on the depth �► of the excavation,volume of ground water seepage, and potential presence of boiling or quick conditions in the excavation base. The latter condition will need to be evaluated at the time the excavation is undertaken,as it will dependent on the shoring methods and dewatering measures implemented by the contractor. Construction dewatering requirements will also depend on the time of year, creek level,recent rainfall and other factors. For this reason, construction should be performed during the dry summer season, r' subject to fisheries considerations and regulations. The contractor should be made aware that if the ground water is lowered by more than about 7 to 10 feet below current elevations for significant periods, settlement of nearby facilities could occur. We recommend that settlement of nearby facilities be monitored using optical survey methods during the period of any dewatering. Additionally,it is recommended that ground water monitoring wells or piezometers be installed between the works and adjoining critical facilities to permit observation of ground water levels. Should potentially adverse drawdown and/or settlements become apparent,it may be necessary to suspend the dewatering operations until mitigation measures,such as re- injection wells are designed and implemented. ■rr 4.8 WET WEATHER EARTHWORK Existing site soils are moisture sensitive to varying degrees, and may be difficult to handle or traverse with construction equipment during periods of wet weather. Therefore, general recommendations relative to earthwork performed in wet weather or in wet i conditions are presented below. These recommendations should be incorporated into the contract specifications and should be required when earthwork is performed in wet conditions: r 1) Site stripping and fill placement should be accomplished in small sections to ' minimize exposure to wet weather. Excavation or removal of unsuitable soil should be followed promptly by placement and compaction of a suitable thickness of clean structural fill. The size and type of construction equipment ' used may have to be limited to prevent soil disturbance. 2) Material used as structural fill should consist of clean granular soil,of which not more than 5%passes the U.S. Standard No. 200 sieve,based on wet sieving the fraction passing the 3/4-inch sieve. The fine-grained portion of structural fill soils should be non-plastic. ' SW 34th St.-SprinSbrook Ck Report Final(10-14-05).doc 14 IIWA GeoSciences Inc. Aw 3) No soil should be left uncompacted so it can absorb water. Stockpiles of ,. excavated soil should either be shaped and the surface compacted, or be covered with plastic sheets. Soils that become too wet should be removed and replaced with clean granular materials. r 4) Excavation and placement of fill should be monitored by someone experienced in wet weather earthwork to determine that the work is being •• accomplished in accordance with the project specifications and the recommendations contained herein. 4.9 EROSION CONSIDERATIONS Erosion can be minimized by careful grading practices, the appropriate use of silt fences and/or straw bails and by implementing the recommendations in the Wet Weather Earthwork section of this report. .. Surface runoff control during construction should be the responsibility of the contractor, and should be treated prior to discharge to a permanent discharge system such as a storm sewer, so as to comply with State water quality standards. All collected water should be .. directed to a permanent discharge system,such as a storm sewer. Permanent control of surface water should be incorporated in the final grading design. Water should not be allowed to pond immediately adjacent to foundations or paved areas. Grading measures, slope protection, ditching, sumps, dewatering, and other measures should be employed as necessary to permit proper completion of the work. 5.0 CONDITIONS AND LIMITATIONS We have prepared this report for use by R.W. Beck and the City of Renton for design of a portion of this project. This report should be provided in its entirety to prospective contractors for bidding or estimating purposes;however,the conclusions and ,. interpretations presented should not be construed as a warranty of the subsurface conditions. Experience has shown that subsurface soil and ground water conditions can vary significantly over small distances. Inconsistent conditions can occur between .. explorations and may not be detected by a geotechnical study. If, during future site operations, subsurface conditions are-encountered which vary appreciably from those described herein, HWA should be notified for a review of the recommendations of this 40 report, and provide revisions, if necessary. We recommend that HWA be retained to review the plans and specifications and to +. monitor the geotechnical aspects of construction,particularly construction dewatering, excavation, subgrade preparation,bedding and backfill placement and compaction. SW 34th St.-Springbrook Ck Report Final(10-14-05).doc 15 HWA GcoSeiences Inc. HWA does not practice or consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for the safety of personnel other than our own on the site;the safety of others is the responsibility of the contractor. The contractor should notify the owner if he considers any of the recommended actions presented herein unsafe. We appreciate this opportunity to be of service. Sincerely, HWA GEoSCMNCES INC. AGE A. B ti EXPIRES 0$ Lorne Balanko, P.E. Brian E. Hall, P.E. Principal Vice President SW 34th St.-Springbrook Ck Report Final(10-14-05).doc 16 HWA GeoSciences Inc. r v yv �L U �5 t ©� i Y x ° y � 6 $ 4 ROD L7 s 0�� USE �{ r � 4 I jnA ° t g �.ortg res B ro _Y t � IL � .„ PROJECT SITE t� i 3t S t t " .:. �V 111 . I 515, -t3 167► r4G�fr�� Ir -J' i 1; —i' , --> __ ( ;err --�I.- ILA" 1 Q -�— NOT TO SCALE VICINITY MAP FIGURE N0. DRAWN BY K� SW 34TH STREET CULVERT CHECKED BY LB HWAGEOSGENCES INC. SPRINGBROOK CREEK DATE PROJECT NO. RENTON, WASHINGTON 5.17.05 2005-043 REV 00 KLS 12/1M !n adz g fA>l\ W o - -- r.!.�j } � W � uz VY kv-Yo-,3 - c..L -•�Y- - . U-J �' r - •�-_-J/'�, _� — r - r r l r I _N�/j•1~ I I r :may— A >r_ YS-'-_ -� - i, r � � ,ev1��7„' Yr�CY� c:r✓ - �: I- tic e ., it tl I I I I z a z 0 4 �H Z I n H 3 ' O U Z g O N W 9 O .. aw o. APPENDIX A FIELD EXPLORATIONS - WE - RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N-VALUE TEST SYMBOLS COHESIONLESS SOILS COHESIVE SOILS %F Percent Fines Approximate AL Atterberg Limits: PL=Plastic Limit Density N(blovrsllt) Approximate Consistency N(bl--" Undrained Shear LL=Liquid Umit Relative Density(%) Strength(psf) CBR California Bearing Rata Very Loose 0 to 4 0 15 Very Soft 0 to 2 -250 CN Consolidation Loose 4 to 10 is - 35 Soft 2 to 4 250 - 500 DD Dry Density(pd) Medium Dense 10 to 30 35 - 65 Medium Stiff 4 to 8 500 - 1000 DS Direct Shear Dense 30 to 50 65 - 85 Stiff 8 to 15 1000 - 2000 GS Grain Size Distribution Very Dense over 50 85 - 100 Very Stiff 15 to 30 2000 - 4000 K Permeability Hard over 30 >4000 MD Moisture/Density Relationship(Proctor) MR Restoimiz Modulus USCS SOIL CLASSIFICATION SYSTEM PID Photoionization Device Reading MAJOR DIVISIONS GROUP DESCRIPTIONS PP Pocket Penetrometer Approx.Compressive Strength(tsf) Gravel and a, GW Well-graded GRAVEL SG Specific Gravity Clean Gravel TC Triandal Compression Grained Gravelly Soils Oittle or no fines) GP Poorly-graded GRAVEL TV Tomne Soils ° Approx.Shear Strength(1st) More than 50%of Coarse Gravel with ° GM Silty GRAVEL UC Unconfined Compression Fraction Retained Fines(appreciable on No.4 Sieve amount of fines) GC Clayey GRAVEL SAMPLE TYPE SYMBOLS Sand and Clean Sand -•_ SW Well-graded SAND ® 2.0"OD Split Spoon(SPT) Sand Soils (140lb-hammer with 30 in.drop) More than S P Pood"mded SAND Sandy Oittfe or no fines) T 1 50%Retained Shelby Tube 50%or More on No. of Coarse Sand with SM Silty SAND IJ 3.1/4"OD Split Spoon with Brass Rings 200 Sieve Fines(appreciable tJ Fraction Passing Size amount of fines) SC Clayey SAND No.4 Sieve O Small Bag Sample ML SILT G Large Bag(Bulk)Sample Fine sin Grained and Liquid Limit 0 Less than 50% CL Lean CLAY � Core Run Soils Clay _ — OL Organic SILT/Organic CLAY Non-standard Penetration Test (3.(r OD split spoon) M H Elastic SILT 50%or More silt Liquid Limit OF I Passing Clay 50%or More CH Fat CLAY GROUNDWATER SYMBOLS No.200 Sieve Q Groundwater Level(measured at Size OH Organic SILT/Organic CLAY time of drilling) 1 Highly Organic Soils PT PEAT Groundwater Level(measured in well or i r open hole after water level stabilized) COMPONENT DEFINITIONS COMPONENT PROPORTIONS COMPONENT SIZE RANGE PROPORTION RANGE DESCRIPTIVE TERMS Boulders Larger than 12 In .5% Clean Cobbles 3 in to 12 in Gravel 3 in to No 4(4.5mm) 5-12% Slightly(Clayey,Stay,Sandy) Coarse gravel 3 In to 3/4 in Fine gravel 3/4 in to No 4(4.5mm) Sand No.4(4.5 mm)to No.200(0.074 mm) 12-30% Clayey,Silty,Sandy,Gravelly Coarse sand No.4(4.5 mm)to No.10(2.0 mm) Medium sand No.10(2.0 mm)to No.40(0.42 mm) 30-50% Very(Clayey,Silty,Sandy,Gravelly) Fine sand No.40(0.42 mm)to No.200(0.074 mm) Sift and Clay Smaller than No.200(0.074mm) Components are arranged in order of increasing quantities. NOTES! Soil classifications Presented on exploration logs are based on visual and laboratory observation. Soil descriptions are presented in the following general order. MOISTURE CONTENT Densiykonsistency,cokr,modifier(if any)GROUP NAME,additions to group name(if eny),moisture DRY Absence of moisture,dusty, content. Propotion,gradation,and angularity of constituents,additional comments. dry to the touch. (GEOLOGIC INTERPRETATION) MOIST Damp but no visible water. Please refer to the discussion in the report text as well as the exploration logs for a more WET Visible free water,usually complete description of subsurface conditions. soil is below water table. SW 34TH STREET CULVERT LEGEND OF TERMS AND � SPRINGBROOK CREEK SYMBOLS USED ON HWAGEOSCIENCES INC RENTON, WASHINGTON EXPLORATION LOGS PROJECT NO.: 2005-043 FIGURE: A-1 LEGEND 2005043.GPJ 5/19105 DRILLING COMPANY: Holocene Drilling SURFACE ELEVATION: 18.00 t feet DATE STARTED: 4118/2005 DRILLING METHOD: HSA;Mobile B-51 DATE COMPLETED: 4/18/201]5 ' SAMPLING METHOD: SPT w/Autohammer LOGGED BY: B.Thurber LOCATION: See Site d Exploration Plan,Figure 2 r4 , rn Standard Penetration Test to y (140 lb.weight,30'drop) ♦ Blows per foot p rn a (L D �..IL y DESCRIPTION to N (L O 0 10 20 30 40 50 ❑ 0 0 GP Approx.3 inches A.C. °Q Medium dense,brown,slightly silty,medium to coarse _,•,;,,,,;,,,,;,,,,;,,,,;,,,, ,,,,,,,,; sandy,fine to coarse GRAVEL,moist. Gravel mostly-2 ° inches. Q (PITRUN FILL) .......... .. ° S-1 10.12-8 :....:....:....:....:....:....:....:....:.... ° Q 5 — Soft,dark brown,organic SILT,moist. S-2 2-2-2 4• 5 A Soft,dark brown and light gray,fibrous organic SILT,moist.— S-3 1-1-2 ----------- ML Soft,gray,pla— SILT moist. ----------- ' OL Soft,dark brown and light brown,organic SILT,moist. 10 SP Loose,gray,slightly silty,fine SAND,wet. Scattered fibrous Q � ....t.... ..�....t....'.... 10 SM organics. S 4 1-1'2 (ALLUVIUM) —————————————————————— .. ..�.. SP ' Loose grading to very loose,black,clean,fine to medium S-5 3-3-2 GS SAND,wet. Mostly black grains,some red. 1.5 inch Lens of purple-brown SILT at 13 feet,with a few fibrous organics. • .:....:...r....:....:....:....:....:....:.... 15 15 NS-6a 0-1-1 SM Very loose,dark gray,silty fine SAND,wet. —————————————————————— ....:. .;....:... .. .:....:....:... .:....:.... SP :A SM Loose,black,clean,fine to medium SAND with beds of dark N S-7 2-2-5 GS gray,silty fine SAND,wet. Finely bedded. —————————————————————— 20 SM ... .... .... .� ....t......... 20 Loose,gray-brown,fine sandy SILT and silty fine SAND, S 8 3 2-2 with two beds of black,clean,fine to medium SAND,wet. ' ML Loose,gray-brown,SILT,wet. Non-plastic. —————————————————————— 25 0 20 40 60 so 100 25 Water Content(%) ' Plastic Limit Liquid Limit Natural Water Content NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be indicative of other times and/or locations. ' BORING: SW 34TH STREET CULVERT BH-1 9011 SPRINGBROOK CREEK PAGE: 1 of 3 HWAGEOSCIENCES INC. RENTON, WASHINGTON ' PROJECT NO.: 20055-043 FIGURE: A-2 BORING 2005043.GPJ 5/19105 ' DRILLING COMPANY: Holocene Drilling SURFACE ELEVATION: 18.00 t feet DATE STARTED: 4/18/2005 DRILLING METHOD: HSA;Mobile B-51 DATE COMPLETED:4/18/2005 SAMPLING METHOD: SPT w/Autohammer LOGGED BY: B.Thurber LOCATION: See Site S Exploration Plan,Figure 2 w m 2 Standard Penetration Test Z N.E ' ¢ (140 lb.weight,3('drop) J p� F m O a s w Z ♦ Blows per toot y w� O w DESCRIPTION W W IT O 0 0 10 20 30 40 50 0 0 Medium dense,black,clean,fine to medium SAND,wet. S-9 5-11-11 25 Massive. SP —————————————————————-- SM 30— —30 Medium dense,black,clean to silty,fine SAND,wet. �S-10 3-4-6 GS Partly decomposed trunk wood at 31 feet;112-inch lens. ML 35— —35 Very loose,dark olive gray,non-plastic SILT(to 35.5 feel) 112 0.0-0 : = over very soft plastic SILT,wet. Scattered shell fragments -11b : and woody fragments. One bivalve shell inch long. t..••1 •t•••.'•...j..••j•••.j..•.j.... (ESTUARINE DEPOSITS) ML ---------------------- SM S-12 CN ....................................... Very loose,dark olive-gray,plastic and non-plastic SILT, wet. Grades to fine sandy SILT. 40 ....:.... .... ....:.� .... .... .... .... 40 ---------------------- 13a 0-0-0 SM Very loose,gray,silly,fine tc medium SAND with beds of -13b : sandy SILT,wet. Scattered shell fragments,nearly whole to detrital(<1/8 inch). Scattered woody fragments. SP —————————————————————— SM 45 Loose,gray,slightly silty,fine to medium SAND,wet. Finely ' bedded. Scattered shell fre menis. 14a 3-2-2 ML Soft,olive-brown,slightly sandy SILT,moist to wet. Finely 14b SM bedded. Partly decomposed woody fragments in two t""; r••••r••••t••••!••••!••••j•••• lenses,<114 inch,at 45.75 and 46.5 feet. SM —————————————————————— 50 50 0 20 40 60 80 100 Water Content(%) Plastic Limit 1 0 Liquid Limit Natural Water Content NOTE: This log of subsurface conditions applies only at the specked location and on the date indicated and therefore may not necessarily be indicative of other times and/or locations. SW 34TH STREET CULVERT BORING: BH-1 SPRINGBROOK CREEK HWAGEOSCIENCES INC RENTON, WASHINGTON PAGE: 2 of 3 PROJECT NO.: 2005-043 FIGURE: A-2 BORING 2005(A3.GPJ 5119105 DRILLING COMPANY: Holocene Drilling SURFACE ELEVATION: 16.00 t feet DATE STARTED: 4/1812005 DRILLING METHOD: HSA;Mobile B-51 DATE COMPLETED: 4/1812005 SAMPLING METHOD: SPT w/Autohammer LOGGED BY: B.Thurber LOCATION: See She 3 Exploration Plan,Figure 2 W X Standard Penetration Test LU rL y_2 y Q (140 lb.weight,30'drop) -� Z a 1 Blows per foot O d a a; CL g 2 i3 a s w o uWl O4, w 7 DESCRIPTION n O 0 0 10 20 30 40 50 O Loose,gray,slightly silty to silty(stratified),fine SAND,wet. 5-15 3-2-3 Scattered lenses of partly decomposed woody debris. ' 2-inch lens of clean,fine to medium SAND at 50.25 feet. —----------------------- ML r 55 . . ,:....�..:. 1 Very soft,gray,plastic SILT,wet. Scattered shell �5-16 0 0 0 AL fragments. .... l....,....t.... .... Fine sand lenses(114 inch)at 55.5 and 56.5 feel. . 1 :....:....:....:....:� .:....:....:.... 60 60 r Very soft,gray,SILT,moist to wet. Scattered shell 5-17 0-0'0 fragments,woody organics. Massive. ....:.... ....:....:....:....:....;....:....;.... Borehole terminated at 61.5 feet. , Ground water encountered at approx.10 feet during drilling. ............................ Auger filled with drilling mud below 10 feet to prevent heave. 65 :....:....:....:....:....:....:... 65 . r 70 ... 70 r 75 0 20 40 60 80 1100 75 Water Content Plastic Limit F—a-- Liquid Limit Natural Water Content NOTE: This log of subsurface conditions applies only at the specked location and on the date indicated ' and therefore may not necessarily be indicative of other times and/or locations. BORING: SW 34TH STREET CULVERT BH-1 SPRINGBROOK CREEK PAGE: 3 of 3 HWAGEOSCIENCES INC. RENTON, WASHINGTON PROJECT NO.: 20055-043 FIGURE: A-2 BORING 2005043.GPJ 5118/05 ,.' DRILLING COMPANY: Holocene Drilling SURFACE ELEVATION: 18.50 t foot DATE STARTED: 4/18/2005 DRILLING METHOD: HSA;Mobile B-51 DATE COMPLETED: 4/18/2005 SAMPLING METHOD: SPT w/Autohammer LOGGED BY: B.Thurber LOCATION: See Site&Exploration Plan,Figure 2 W ur rn x Standard Penetration Test J [L 'Z',g y < (140 lb.weight,30'drop) 0 O rp ♦ Blows rO per foot IL m U Z w 2 = w r�FU o f u}1 S DESCRIPTION w of a 2 O 0 0 10 20 30 40 50 0 At 0 SM Sod 0 Loose,rust-mottled brawn,silty,fine to medium SAND, t ............. .......... moist. Scattered fine gravel. 4 •: (FILL) S-1 2-2-2 SM Loose,purple-brown,very silty,fine SAND,moist. ALLUVIU 5 — OL Soft,dark bran,organic SILT,moist. Scattered fibrous ..... . + _ 5 organics. S-2a 0-2-2 ML Soft,gray,non-plastic SILT,wet. Scattered rootlets. S-2b OL WoorJ�fragments in lower 3 inches_— Soft,dark brown,organic SILT,wet. Abundant wood S-3a 0-0-1 _ fragments,leaves(detritao. Lens of gray sift at 7.75 to 8 feet. —————————————————————— ....;....;....;....;....;....;....;....;�. ML Soft,brown-gray,SILT,wet. Abundant fibrous organics. S-3b 10 —————————————————————— �. .... .... .... .� ..•. .... .... .... .... 10 SP Very loose,gray,clean,fine SAND,wet. With beds of S-4 04).2 SM brown-gray SILT,dark brown organics,and fine to medium SAND. ;.... ....i....i.... ....:.... ....:.. SM Loose to medium dense,dark gray,slightly silty to silty,fine i to medium SAND,wet. Stratified,with lenses of non-plastic S-5 4 4 6 SILT. ::....:... SP Medium dense,black,clean,fine to medium SAND,wet. _ :• 15 �.�...;. :.... 15 Mostly black grains,some red. S-6 3-5-6 GS —————————————————————— ....:....:....:....:....:....: ................... ML Very soft,gray,SILT,wet. Scattered shell and woody fragments. S-7 0.0-2 ....:....:..............:....:......... :. ..:. 1/2 inch lens of yellow,non-plastic SILT at 18.5 feet (Volcanic ash?). 20 —————————————————————— :....:...r....:....'....: 20 SP Very loose,inlerbedded dark gray,slightly silty,fine SAND S-8 0-0-1 GS SM and black,clean,fine to medium SAND,wet. With lenses of purple-brown SILT and silty fine SAND. Scattered woody organics. ---------------------- SM 25 25 0 20 40 60 80 100 Water Content(%) Plastic Limit 1 0 Liquid Limit Natural Water Content NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be indicative of other times and/or locations. SW 34TH STREET CULVERT BORING: UM BH-2 SPRINGBROOK CREEK HWAGEOSOENCES INC. RENTON, WASHINGTON PAGE: 1 of 3 PROJECT NO.: 2005-043 FIGURE: A-3 BORING 2005043.GPJ 5119/05 DRILLING COMPANY: Holocene Drilling SURFACE ELEVATION: 18.50 t feet DATE STARTED: 411812005 DRILLING METHOD: HSA;Mobile B-51 DATE COMPLETED: 4/18/2005 SAMPLING METHOD: SPT w/Autohammer LOGGED BY: B.Thurber LOCATION: See Site 3 Exploration Plan,Figure 2 W y w _ Standard Penetration Test Q (140 lb.weight,30'drop) Z to—� Z ♦Blows per foot Z a 0.w �r rwu 2 2 Z o O rnWu-m O.'�m.. w 7 DESCRIPTION O N a.�_5 O O 0 10 20 30 40 50 O`� 25 25 Soft,gray-brown,SILT,fine sandy SILT,and dark gray,silty S-9 2 4 12 ; fine SAND,wet. 7-inch long branch in lower 9 inches(blow ' counts overstated?) (ESTUARINE DEPOSITS) 30 ...*...;....:.�:....:....:.... 30 Loose,dark gray to dark purple-gray,fine sandy SILT,wet. �S-10 2-3 2 GS ; Non-plastic. Scattered shell fragments in two lenses. 35 35 Very loose,dark gray,slightly fine sandy,non-plastic SILT, S-11 0-0 0 �' moist to wet. Finely bedded. Scattered shell fragments. 40 i....i...r....c.... .... 40 Very loose,gray interbedded SILT,sandy SILT,and silty �S-13 0.0-0 fine to medium SAND,wet. Abundant shell fragments. —————————————————————— ....�....i. SM ' 46— c....�.. ....i....c 45 Very loose,gray,very silty,fine to medium SAND grading to �S-14 0-0-0 clean,fine to medium SAND,wet. Abundant shell and wood fragments. t ---------------------- ....!....!....:.......... FML _ — 50 0 20 40 60 80 100 50 Water Content Plastic Limit 1--0— Liquid Limit Natural Water Content NOTE: This log of subsurface conditions applies only at the specified location and on the dale Indicated ' and therefore may not necessarily be indicative of other times and/or locations. BORING: SW 34TH STREET CULVERT BH_2 901 SPRINGBROOK CREEK ' HWAGEOSCIENCES INC. RENTON, WASHINGTON PAGE: 2 of 3 _ PROJECT NO.: 2005-043 FIGURE: A'3 BORING 2005043.GPJ 5119105 -' DRILLING COMPANY: Holocene Drilling SURFACE ELEVATION: 18.50 t feet DATE STARTED: 4/1812005 DRILLING METHOD: HSA;Mobile B-51 DATE COMPLETED: 4/18/2005 SAMPLING METHOD: SPT w/Aulohammer LOGGED BY: B.Thurber LOCATION: See Site b Exploration Plan,Figure 2 rn g Standard Penetration Test U � U a m FQ- F Q (140 lb.weight,30'drop) Lo to 0 N d d a��oo fi 1 Blows per toot a. 2 2 2f 0 a. N DESCRIPTION co y a O 0 0 10 ZO 30 40 50 50 50 Very loose,gray,non-plastic SILT and fine sandy SILT,and �S-15 043-0 ' very soft,plastic SILT,wet. Scattered shell fragments. ML —————————————————————— 55— :....;F �:....r...:....:.... 55 Very soft,brown-gray,plastic SILT,mast to wet. Finery S-16 0-0-0 . bedded. Scattered shell fragments. : = r....r.........r....,....i....:....:.... Sample deformed laterally when sampler opened;very sticky sift. 60 :....:....'....:....� 60 Very soft,brown-gray,plastic and non-plastic SILT,moist. �S-17 0-0-0 A few laminae of fine SAND. Scattered shell fragments,up : ....r....r....r....:....:....;....;....:.... to 314 inch across. ....:....:....:....:....:....:....:.............. Borehole terminated at 61.5 feel. Auger filled with drilling mud below 10 feet to prevent heave :....:....:..............:....:....:......... (therefore ground water level obscured). .......... 65 ..............j. .r. .�. 70 ....:....:....:.........:....:.... .... .... 70 75 75 0 20 40 60 80 100 Water Content I%) y' Plastic Limit f--0--{ Liquid Limit Natural Water Content NOTE: This log of subsurface conditions applies only at the specked location and on the date indicated and therefore may not necessarily be indicative of other times and/or locations. SW 34TH STREET CULVERT BORING: BH-2 ULM SPRINGBROOK CREEK MAGEOSCIENCES INC. RENTON, WASHINGTON PAGE: 3 of 3 PROJECT NO.: 2005-043 FIGURE: A-3 BORING 2005043.GPJ 5/19105 APPENDIX B LABORATORY TEST RESULTS 1 ■ i i m M 10 N W LL J o Q 0 rn Ln m Z o u� Q � � > o o J F- W o 0 o N O Q ch a � U- O J 0 o to LO S a W N S. J Z J Q F ° a W J ° N M M a E m z o (n a o W' c W m g -- -- -- -- -- -- -- -- - F- # - —-- W o � ° J � L.L n W Y Z $_ Z J w 0 -- -- -- -- -- -- -- -- - # N � _ - F z °- -- - -- -- -- -- -- -- -- -- f- Y S p � ¢Z J o WQf4 Z ° 0 Q W N r -- -- -- -- -- --- -- -- -- -- 0 z (� m Z v # z Lu a C7 2 w o = z Z O W_ U 0 y W M n w (f) o LL - o g CO I cn o 0 m U Z ^ a � � -- -- - -- -- -- -- -- -- -- ,� rn m to C6 o o to OD o r M ii M a to to o J o c W Cl) U, to o W G/1 O - z w co p p p p _ _ _ 8 Si °m P- !O to f") N ° 47 m m V a o ■� V� Ow 0. 1HJ13M A9 213NU 1N30213d m 3 x N m Q Cn ti cn rI m to w ad M } N O Q � � Q z ° ° NJ � O Q M U- 0 o CL WOO O ,o o J 2 J Q � s a o w J m r M of (A oe o. d m � c o � � W o # -- co 0 J CL LL z > W 0 N �- - -- - --- -- -- -- -- -- W -j W 0 N F U U Z ° -- -- --- -- -- -- -- -- a F- Y = O — o a Z J W O z o °z COQ Q N LL o ~ m Nor4 Q o = 2Z0 :E w ► L o v FE F- W t ch CL W a c a U) 2' g t a � Q 000 CO ^ q N t(1 C 0 .- — ' C j S_ F - N I? LL ,o a o o o it J o r N r� wo -- -- -- — ------ -- -- -- -- (7 V � U1 U1 W V] o � N N N p pp pp � w in m in O d 1HJ13M AS b3NU 1N30213d • ■ A < 3 x . r M zz to m J 'o LL -q LL d U00 LL a J z a o 0 O O 00 U N �- JHW J f7 Q 2 H r4 W CY a & J a 0 ..1 F— Z ~ J W O U � U U Z 0 F— Y I D U W 0 Q cF wcr- � U r U) Z F— Z � O T rn M a. W U 0 J U O N w~a o O N to J N J m a. a J co U = con W 0 Cl 0 0 0 0 0° N .— m 0- w cp u•� v ch Od) XDaNI kil0liSVld V con d � SAMPLE DEPTH(ft) CLASSIFICATION BH-1 S-12 37.5-39.5 (CL)Gray,CLAY 1.10 1.05 t i 1.00 a: 0.95 O 0 O0 0.90 0.85 0.80 FF 0.75 10 100 0.1 1 STRESS (kst INITIAL FINAL LIQUID LIMIT,LL(°6) WATER CONTENT(%) 44.7 30.0 PLASTIC LIMIT,PL(%) DRY DENSITY(PcO 76.1 92.0 PLASTICITY INDEX,PI(°�) DEGREE OF SATURATION(%) 99.9 100 ASSUMED SPECIFIC GRAVITY 2.68 ONE DIMENSIONAL CONSOLIDATION S.W. 34th Street Culvert PROPERTIES OF SOIL METHOD ASTM D2435 HWAGEOSCIENCES INC B-4 PROJECT NO.: 2005-043-1100 FIGURE: HWACONV 2005043311MGPJ 5119105 APPENDIX C (PERMITS) wa STATE o� 04 �, 9 x RIEUCIVED STATE OF WASHINGTON �tB 2 1 2007 DEPARTMENT OF ECOLOGY CITY OFRENT0jV • PO Box 47600• Olympia, WA 98504-7600 •360-407-6000 UTILITY SYSTEMS TTY 711 or 800-833-6388(for the speech or hearing impaired) February 20, 2007 Allen Quynn City of Renton 1055 S Grady Way ,. Renton WA 98057 Dear Mr. Quynn: RE: Construction Stormwater General Permit Permit Number: WAR-009340 Site Name: SW 34h ST Culvert Replacement Location: SW 34h ST crossing of Springbrook Creek Renton King County Disturbed Acres: 1.45 Receiving Water: Springbrook Creek The Washington Department of Ecology(Ecology) has reviewed your application for coverage under the Construction Stormwater General Permit, and has decided to issue permit coverage effective February 20, 2007. Please retain this permit coverage letter with your permit (enclosed), stormwater pollution prevention plan (SWPPP), and site log book. It is the official record of permit coverage for your site. �. This letter explains some of the new requirements in the new general permit for construction sites that disturb from one to less than five acres. Please take time to read the new permit, and contact Ecology if you have any questions. Inspections (Special Condition S4, pages 10-12 for additional information) • You must conduct weekly visual inspections of your site to ensure your best management practices (BMPs) are functioning properly. • A Certified Erosion and Sediment Control Lead (CESCL) must inspect your site. Ecology maintains a list of training classes to obtain CESCL certification on its website: .. http://www.ecy.wa.goy/programs/wq/stormwater/cescl.htm. Sampling and Analysis (Special Condition S4,pages 10-12 for additional information) • Beginning October 1, 2008, operators of sites from one to less than five acres must sample stormwater discharges for turbidity using a turbidity meter or transparency tube, unless the discharge goes to an impaired waterbody. Note that the time frame for this condition is under appeal and may change. You will be notified prior to October 2008 if there is a change. Mr. Quynn Page 3 a February 20, 2007 The Revised Code of Washington(RCW)43.21.1310, contains the procedures and requirements for the appeal process. Appeals should be directed to: Pollution Control Hearings Board Department of Ecology PO Box 40903 Appeals Coordinator Olympia, Washington 98504-0903 P.O. Box 47608 Olympia, Washington 98504-7608 Additional Information Ecology is committed to providing assistance to you. Please review our web page at http://www.ecy.wa.gov/programs/wq/stormwater/construction/. Now available—a stormwater sampling video that demonstrates appropriate sampling methods! Questions For questions about transfers, terminations, and other administrative issues,please contact Elaine Worthen at 360-407-7229 or ewor461 @ecy.wa.gov. Ecology Regional ional Assistance � If you have questions regarding stormwater management issues at your construction site,please contact Christopher Dew(425-649-4484) of Ecology's Northwest Regional Office in Bellevue. If you have questions regarding this letter,please call Elaine Worthen at 360-407-7229. Sincerely, anc Y E.Winters, Section Manager Program Development Services Section Water Quality Program Enclosure: Construction Stormwater General Permit cc: Ecology Permit Fee Unit, HQ Stormwater File, HQ � I 3 i WAR009340 SW 34TH ST CULVERT REPLACEMENT .. SW 34TH ST CROSSING OF SPRINGBROOK CREEK RENTON KING COUNTY Issuance Date: November 16, 2005 Effective Date: December 16, 2005 Expiration Date: December 16, 2010 CONSTRUCTION STORMWATER GENERAL PERMIT ,o National Pollutant Discharge Elimination System (NPDES) and State Waste Discharge General Permit for Stormwater Discharges Associated With. Construction Activity on State of Washington Department of Ecology dw Olympia, Washington 98504-7600 In compliance with the provisions of The State of Washington Water Pollution Control Law ■• Chapter 90.48 Revised Code of Washington and The Federal Water Pollution Control Act (The Clean Water Act) Title 33 United States Code, Section 1251 et seq. Until this permit expires, is modified or revoked, Permittees that have properly obtained coverage under this general permit are authorized to discharge in accordance with the special and general conditions which follow. o. i .. David C. Peeler, Manager Water Quality Program Washington State Department of Ecology Page 2 of 46 TABLE OF CONTENTS m SUMMARY OF PERMIT REPORT SUBMITTALS.....................................................................3 SUMMARY OF REQUIRED ON SITE DOCUMENTATION.....................................................3 , SPECIAL CONDITIONS S1PERMIT COVERAGE........................................................................................................4 S3. COMPLIANCE WITH STANDARDS...............................................................................9 S4. MONITORING REQUIREMENTS..................................................................................10 S5. REPORTING AND RECORDKEEPING REQUIREMENTS.........................................15 S6. PERMIT FEES...................................................................................................................18 ST SOLID AND LIQUID WASTE DISPOSAL ....................................................................18 S8. DISCHARGES TO 303(d) OR TMDL WATERBODIES................................................18 S9. STORMWATER POLLUTION PREVENTION PLAN...................................................21 S10. NOTICE OF TERMINATION..........................................................................................29 GENERALCONDITIONS ...........................................................................................................30 G1. DISCHARGE VIOLATIONS ...........................................................................................30 G2. SIGNATORY REQUIREMENTS.....................................................................................30 G3. RIGHT OF INSPECTION AND ENTRY.........................................................................31 G4. GENERAL PERMIT MODIFICATION AND REVOCATION......................................31 G5. REVOCATION OF COVERAGE UNDER THE PERMIT.............................................31 G6. REPORTING A CAUSE FOR MODIFICATION............................................................32 G7. COMPLIANCE WITH OTHER LAWS AND STATUTES............................................. 32 G8. DUTY TO REAPPLY.......................................................................................................32 G9. TRANSFER OF GENERAL PERMIT COVERAGE.......................................................32 G10. REMOVED SUBSTANCES.............................................................................................33 G11. DUTY TO PROVIDE INFORMATION...........................................................................33 G12. OTHER REQUIREMENTS OF 40 CFR...........................................................................33 G13. ADDITIONAL MONITORING........................................................................................33 G14. PENALTIES FOR VIOLATING PERMIT CONDITIONS .............................................33 G15. UPSET...............................................................................................................................34 G16. PROPERTY RIGHTS........................................................................................................34 G17. DUTY TO COMPLY ........................................................................................................34 G18. TOXIC POLLUTANTS.....................................................................................................34 G19. PENALTIES FOR TAMPERING.....................................................................................35 G20. REPORTING PLANNED CHANGES..............................................................................35 as G21. REPORTING OTHER INFORMATION..........................................................................35 Page 3 of 46 G22. REPORTING ANTICIPATED NON-COMPLIANCE.....................................................35 G23. REQUESTS TO BE EXCLUDED FROM COVERAGE UNDER THE PERMIT..........36 G24. APPEALS .......................................................36 ................................................................... G25. SEVERABILITY...............................................................................................................36 G26. BYPASS PROHIBITED....................................................................................................36 APPENDIX A—DEFINITIONS...................................................................................................39 APPENDIXB—ACRONYMS .....................................................................................................46 SUMMARY OF PERMIT REPORT SUBMITTALS �. Refer to the Special and General Conditions for additional submittal requirements. ,,. Permit Submittal Frequency First Submittal Date Section S5.A High Turbidity/Transparency Phone As Necessary Within 24 hours Reporting S5.13 Discharge Monitoring Report Monthly within 15 days after the applicable monitoring period S51 Noncompliance Notification As necessary Immediately S5.F Noncompliance Notification—Written As necessary Within 5 Days of non- Report compliance G2. Notice of Change in Authorization As necessary '~ G6. Permit Application for Substantive As necessary Changes to the Discharge G8. Application for Permit Renewal 1/permit cycle No later than 180 days before expiration G9. Notice of Permit Transfer As necessary G20. Notice of Planned Changes As necessary G22. Reporting Anticipated Non-compliance As necessary ,r. SUMMARY OF REQUIRED ON SITE DOCUMENTATION Permit Conditions Document Title Conditions S2, SS Permit Coverage Letter Conditions S2, S5 Construction Stormwater General Permit Conditions S4, S5 Site Log Book Conditions S9, S5 Stormwater Pollution Prevention Plan SWPPP r �I1 Page 4 of 46 SPECIAL CONDITIONS a S1. PERMIT COVERAGE A. Permit Area This general permit covers all areas of Washington State, except for federal and tribal lands specified in S 1.D.3. B. Operators Required to Seek Coverage Under this General Permit: 1. Operators of the following construction activities are required to seek coverage under this permit: a. Clearing, grading and/or excavation which results in the disturbance of one or more acres, and discharges stormwater to surface waters of the state; and clearing, grading and/or excavation on sites smaller than one acre which are part of a larger common plan of development or sale, if the common plan of development or sale will ultimately disturb one acre or more, and discharges stormwater to surface waters of the state. i. This includes forest practices that are part of a construction activity that will result in the disturbance of one or more acres,and discharges to surface waters of the state(i.e., forest practices which are preparing a site for construction activities);and b. Any size construction activity discharging stormwater to waters of the state which the Department of Ecology (Ecology): i. Determines to be a significant contributor of pollutants to waters of the state of Washington, or ii. Reasonably expects to cause a violation of any water quality standard. 2. Operators of the following activities are not required to seek coverage under this permit, unless specifically required under Condition S1.B.Lb. (Significant Contributor): a. Construction activities which discharge all stormwater and non-stormwater to ground water, and have no point source discharge to surface water or a storm sewer system that drains to surface waters of the state; b. Construction activities covered under an Erosivity Waiver(Condition S2.C); c. Routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility. r MW Page 5 of 46 C. Authorized Discharges: 1. Stormwater Associated with Construction Activity. Subject to compliance with the terms and conditions of this permit,Permittees are authorized to discharge stormwater associated with construction activity to surface waters of the state or to a storm sewer system that drains to surface waters of the state. 2. Stormwater Associated with Construction Support Activity. This permit also .. authorizes stormwater discharges from support activities related to the permitted construction site (e.g.,off-site equipment staging yards, material storage areas, borrow areas, etc.)provided: • a. The support activity is directly related to the permitted construction site that is required to have an NPDES permit; and b. The support activity is not a commercial operation serving multiple unrelated construction projects,and does not operate beyond the completion of the construction activity; and c. Appropriate controls and measures are identified in the Stormwater Pollution Prevention Plan(SWPPP)for the discharges from the support activity areas. 4M 3. Non-Stormwater Discharges. The categories and sources of non-stormwater discharges identified below are conditionally authorized, provided the discharge is *� consistent with the terms and conditions of this permit: a. Discharges from fire fighting activities; r b. Fire hydrant system flushing; c. Potable water including uncontaminated water line flushing(de-chlorinated); d. Pipeline hydrostatic test water; e. Uncontaminated air conditioning or compressor condensate; f. Uncontaminated ground water or spring water; g. Uncontaminated excavation de-watering(in accordance with S9.D.10) h. Uncontaminated discharges from foundation or footing drains; i. Water used to control dust; j. Routine external building wash down that does not use detergents;and k. Landscape irrigation. Page 6 of 46 All authorized non-stormwater discharges, except for discharges from fire fighting activities, shall be adequately addressed in the SWPPP and comply with Special Condition S3. D. Limitations on Coverage The Director may require any discharger to apply for and obtain coverage under an individual permit or another more specific general permit. Such alternative coverage will be required when Ecology determines that this general permit does not provide adequate assurance that water quality will be protected; or there is a reasonable potential for the project to cause or contribute to a violation of water quality standards. The followin g stormwater discharges are not covered by this permit: 1. Post-construction stormwater discharges that originate from the site after construction activities have been completed and the site has undergone final stabilization. 2. Nonpoint source silvicultural activities such as nursery operations, site preparation, reforestation and subsequent cultural treatment,thinning, prescribed burning,pest and fire control,harvesting operations, surface drainage, or road construction and maintenance from which there is natural runoff as excluded in 40 CFR Subpart 122.27. 3. Stormwater from any federal project or project on federal land or land within an Indian Reservation except for the Puyallup Reservation. Within the Puyallup Reservation, any project that discharges to surface water on land held in trust by the federal government may be covered by this permit. 4. Stormwater from any site covered under an existing NPDES individual permit in , which stormwater management and/or treatment requirements are included for all stormwater discharges associated with construction activity. 5. Where an applicable Total Maximum Daily Load (TMDL) specifically precludes or prohibits discharges from construction activity,the operator is not eligible for coverage under this permit. S2. APPLICATION REQUIREMENTS A. Permit Application Forms 1. Notice of Intent Form/Timeline a. Operators of new or previously unpermitted construction activities shall submit a complete and accurate permit application form [Notice oflntent(NOI)] to Ecology. Applicants are encouraged to use Ecology's internet-based electronic NOI to apply for permit coverage. b. The NOI shall be submitted on or before the date of the first public notice(see Condition S2.13 below)and at least 60 days prior to the discharge of stormwater r Page 7 of 46 from construction activities. The 30-day public comment period required by WAC 173-226-130(5) begins on the publication date of the second public notice. Unless Ecology responds to the complete application in writing, based on public comments, or any other relevant factors, coverage under the general permit will automatically commence on the thirty-first day following receipt by Ecology of a completed NOI, or the issuance date of this permit, whichever is later; unless a later date is specified by Ecology in writing. c. Applicants that discharge to a storm sewer system operated by Seattle, King County, Snohomish County, Tacoma, Pierce County, or Clark County shall also submit a copy of the NOI to the appropriate jurisdiction. 2. Transfer of Coverage Form Current coverage under this permit may be transferred to one or more new operators, .. including operators of sites within a Common Plan of Development, by submitting a Transfer of Coverage Form in accordance with Condition G9. Transfers do not require public notice. B. Public Notice For new or previously unpennitted sites,the applicant shall publish a public notice at '� least one time each week for two consecutive weeks, with a 7-day time span between dates, in a newspaper that has general circulation in the county in which the construction r is to take place. The notice shall contain the following: 1. A statement that"The applicant is seeking coverage under the Washington State Department of Ecology's Construction Stormwater NPDES and State Waste Discharge w. General Permit"; 2. The name, address and location of the construction site; 3. The name and address of the applicant; 4. .The type of construction activity that will result in a discharge, (e.g.,residential .. construction, commercial construction, etc.)and the number of acres to be disturbed; 5. The name of the receiving water(s)(i.e.,the surface water(s)that the site will discharge dw to),or if the discharge is through a storm sewer system, the name of the operator of the storm sewer; and 6. The statement: "Any person desiring to present their views to the Department of Ecology regarding this application,or interested in the Department's action on this application may notify the Department of Ecology in writing within 30 days of the last date of publication of this notice. Comments can be submitted to: Department of Ecology, P.O. Box 47696,Olympia, WA 98504-7696, Attn: Water Quality Program, Construction Stormwater". Page 8 of 46 rr C. Erosivity Waiver Operators may qualify for a waiver from the permit if the following conditions are met: 1. The site will result in the disturbance of less than 5 acres; and the site is not a portion of a common plan of development or sale that will disturb 5 acres or greater. 2. Calculation of Erosivity"R"Factor and Regional Timeframe: a. The project's rainfall erosivity factor("R"Factor) must be less than 5 during the period of construction activity, as calculated using the Texas A&M University online rainfall erosivity calculator at: http:Hei.tamu.edu/.The period of construction activity begins at initial earth disturbance and ends with final stabilization; and, in addition: b. The entire period of construction activity must fall within the following timeframes: i. For sites west of the Cascades Crest: June 15—September 15; or ii. For sites east of the Cascades Crest, excluding the Central Basin: June 15 — October 15; or iii. For sites east of the Cascades Crest,within the Central Basin*: no additional timeframe restrictions apply. *Note: The Central Basin is defined as the portions of Eastern Washington with mean annual precipitation of less than 12 inches. 3. Operators must submit a complete Erosivity Waiver Certification Form at least one week prior to commencing land disturbing activities. Certification must include: a. A statement that the operator will comply with applicable local stormwater requirements;and ' b. A statement that the operator will implement appropriate erosion and sediment control BMPs to prevent violations of water quality standards. 4. This waiver is not available for facilities declared a significant contributor of pollutants as defined in Condition S 1.B.1.b. 5. This waiver does not apply to construction activity which includes non-stormwater discharges listed in S1.C.3. 6. If construction activity extends beyond the certified waiver period for any reason,the operator shall either: 1 Page 9 of 46 a. Recalculate the rainfall erosivity "R"factor using the original start date and a new projected ending date and, if the"R"factor is still under 5 and the entire project falls within the applicable regional timeframe in S2.C.2.b, complete and submit an amended waiver certification form before the original waiver expires; or b. Submit a complete permit application to Ecology in accordance with Condition S2.A and B before the end of the certified waiver period. r S3. COMPLIANCE WITH STANDARDS A. Discharges shall not cause or contribute to a violation of surface water quality standards (Chapter 173-201A WAC), ground water quality standards(Chapter 173-200 WAC), sediment management standards(Chapter 173-204 WAC), and human health-based criteria in the National Toxics Rule(40 CFR Part 131.36). Discharges that are not in compliance with these standards are not authorized. B. Prior to the discharge of stormwater and non-stormwater to waters of the state, the .r Permittee shall apply all known,available, and reasonable methods of prevention, control, and treatment(AKART). This includes the preparation and implementation of an adequate Stormwater Pollution Prevention Plan (SWPPP),with all appropriate best .. management practices(BMPs) installed and maintained in accordance with the SWPPP and the terms and conditions of this permit. C. Compliance with water quality standards shall be presumed, unless discharge monitoring data or other site specific information demonstrates that a discharge causes or contributes to a violation of water quality standards, when the Permittee is: 1. In full compliance with all permit conditions, including planning, sampling, monitoring, reporting, and recordkeeping conditions; and 2. Fully implementing stormwater BMPs contained in stormwater management manuals published or approved by Ecology, or BMPs that are demonstrably equivalent to BMPs contained in stormwater technical manuals published or approved by Ecology, r including the proper selection, implementation, and maintenance of all applicable and appropriate BMPs for on-site pollution control. D. For sites that discharge to both surface water and ground water, all ground water discharges are also subject to the terns and conditions of this permit. Permittees who discharge to ground water through an injection well shall comply with any applicable requirements of the Underground Injection Control (UIC) regulations, Chapter 173-218 WAC. +r r� Page 10 of 46 S4. MONITORING REQUIREMENTS The primary monitoring requirements are summarized in Table 3 (below): Table 3. Summary of Monitoring Requirements) Size of Soil Disturbance 2 Weekly Weekly Weekly Weekly Site Sampling w/ Sampling w/ pH Inspections Turbidity Meter Transparency sampling3 Tube Sites which disturb less than 1 Not Required Not Required Not Required acre Required id , Sites which disturb 1 acre or Required Sampling Required —either Required more, but less than 5 acres method Sites which disturb 5 acres or Required Required Not Required Required more A. Site Log Book The Permittee shall maintain a site log book that contains a record of the implementation of the SWPPP and other permit requirements including the installation ' and maintenance of BMPs, site inspections, and stormwater monitoring. B. Site Inspections 1. Site inspections shall include all areas disturbed by construction activities, all BMPs, and all stormwater discharge points. Stormwater shall be visually examined for the Additional monitoring requirements may apply for: 1)discharges to 303(d)listed waterbodies and waterbodies with applicable TMDLs for turbidity,fine sediment,high pH,or phosphorus-see Condition S8;and 2)sites required to perform additional monitoring by Ecology order—see Condition G13. 2 Soil disturbance is calculated by adding together all areas affected by construction activity.Construction Activity means clearing,grading,excavation,and any other activity which disturbs the surface of the land,including ingress/egress from the site. 3 Beginning October 1,2006,if construction activity involves significant concrete work or the use of engineered soils,and stormwater from the affected area drains to a stormwater collection system or other surface water,the Permittee shall conduct pH sampling in accordance with Condition S4.13. 4 Beginning October 1,2008,sites with one or more acres,but less than 5 acres of soil disturbance,shall conduct turbidity or transparency sampling in accordance with Condition S4.C. 5 Beginning October 1,2006,sites greater than or equal to 5 acres of soil disturbance shall conduct turbidity sampling using a turbidity meter in accordance with Condition S4.C. r Page 11 of 46 presence of suspended sediment,turbidity, discoloration, and oil sheen. Inspectors shall evaluate the effectiveness of BMPs and determine if it is necessary to install, maintain, or repair BMPs to improve the quality of stormwater discharges. Based on the results of the inspection, the Permittee shall correct the problems ow identified as follows: a. Review the SWPPP for compliance with Condition S9 and make appropriate revisions within 7 days of the inspection; and b. Fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible,but no later than 10 days of the inspection; and c. Document BMP implementation and maintenance in the site log book. 2. The site inspections shall be conducted at least once every calendar week and within ow 24 hours of any discharge from the site. The inspection frequency for temporarily stabilized, inactive sites may be reduced to once every calendar month. 3. Site inspections shall be conducted by a person who is knowledgeable in the +� principles and practices of erosion and sediment control.The inspector shall have the skills to: a. Assess the site conditions and construction activities that could impact the quality "' of stormwater, and b. Assess the effectiveness of erosion and sediment control measures used to control .,� the quality of stormwater discharges. 4. Beginning October 1, 2006, construction sites one acre or larger that discharge stormwater to surface waters of the state, shal I have site inspections conducted by a 'r"' Certified Erosion and Sediment Control Lead(CESCL). The CESCL shall be identified in the SWPPP and shall be present on-site or on-call at all times. Certification shall be obtained through an approved erosion and sediment control training program that meets the minimum training standards established by Ecology (see BMP C 160 in the Manual). 5. The inspector shall summarize the results of each inspection in an inspection report or checklist and be entered into, or attached to, the site log book.At a minimum, each inspection report or checklist shall include: „w a. Inspection date and time. b. Weather information; general conditions during inspection and approximate amount of precipitation since the last inspection, and within the last 24 hours. c. A summary or list of all BMPs which have been implemented, including observations of all erosion/sediment control structures or practices. �. d. The following shall be noted: i. locations of BMPs inspected, r a Page 12 of 46 W ii. locations of BMPs that need maintenance, iii. the reason maintenance is needed, iv. locations of BMPs that failed to operate as designed or intended, and v. locations where additional or different BMPs are needed, and the reason(s)why. e. A description of stormwater discharged from the site. The inspector shall note the presence of suspended sediment,turbid water, discoloration, and/or oil sheen, as applicable. f. Any water quality monitoring performed during inspection. g. General comments and notes, including a brief description of any BMP repairs, maintenance or installations made as a result of the inspection. h. A statement that, in the judgment of the person conducting the site inspection,the site is either in compliance or out of compliance with the terms and conditions of the SWPPP and the permit. If the site inspection indicates that the site is out of compliance, the inspection report shall include a summary of the remedial actions required to bring the site back into compliance, as well as a schedule of implementation. i. Name,title, and signature of the person conducting site inspection; and the following statement: "I certify that this report is true, accurate, and complete,to the best of my knowledge and belief'. C. Turbidity/Transparency Sampling Requirements 1. Sampling Methods/Effective Dates a. Beginning October 1, 2006, if construction activity will involve the disturbance of 5 acres or more,the Permittee shall conduct turbidity sampling per Condition S4.C. b. Beginning October 1, 2008, if construction activity will involve greater than or equal to 1 acre,but less than 5 acres of soil disturbance,the Permittee shall conduct transparency sampling or turbidity sampling per Condition S4.C. 2. Sampling Frequency a. Sampling shall be conducted at least once every calendar week, when there is a discharge of stormwater(or authorized non-stormwater) from the site. Samples shall be representative of the flow and characteristics of the discharge. b. When there is no discharge during a calendar week, sampling is not required. c. Sampling is not required outside of normal working hours or during unsafe conditions. If a Permittee is unable to sample during a monitoring period,the Discharge Monitoring Report(DMR) shall include a brief explanation. r ..r Page 13 of 46 3. Sampling Locations .. a. Sampling is required at all discharge points where stormwater(or authorized non- stormwater) is discharged off-site. b. All sampling point(s) shall be identified on the SWPPP site map and be clearly marked in the field with a flag, tape, stake or other visible marker. 4. Sampling and Analysis Methods a. Turbidity analysis shall be performed with a calibrated turbidity meter (turbidimeter), either on-site or at an accredited lab. The results shall be recorded in the site log book in Nephelometric Turbidity Units(NTU). b. Transparency analysis shall be performed on-site with a 1 % inch diameter, 60 centimeter(cm) long Transparency Tube. The results shall be recorded in the site log book in centimeters(cm).Transparency Tubes are available from: http://watermonitoringequip coin/pages/stream html Analytical Sampling Benchmark Parameter Units Method Frequency Value Turbidity NTU SM2130 or Weekly, if 25 NTU EPA 180.1 discharging Transparency cm Manufacturer Weekly, if 31 cm instructions, or discharging r Ecology Guidance 5. Turbidity/Transparency Benchmark Values The benchmark value for turbidity is 25 NTU(Nephelometric Turbidity Units); and .r the benchmark value for transparency is 31 cm. a. Turbidity 26—249 NTU, or Transparency 30—7 cm: If discharge turbidity is greater than 25 NTU, but less than 250 NTU; or if discharge transparency is less than 31 cm, but greater than 6 cm, the CESCL shall: dw i. Review the SWPPP for compliance with Condition S9 and make appropriate revisions within 7 days of the discharge that exceeded the benchmark; and ii. Fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible, but within 10 days of the discharge that exceeded the benchmark; and iii. Document BMP implementation and maintenance in the site log book. b. Turbidity 250 NTU or greater, or Transparency 6 cm or less: Page 14 of 46 If discharge turbidity is greater than or equal to 250 NTU;or if discharge transparency is less than or equal to 6 cm,the CESCL shall: ' i. Notify Ecology by phone in accordance with Condition S5.A.;and ii. Review the SWPPP for compliance with Condition S9 and make appropriate revisions within 7 days of the discharge that exceeded the benchmark; and iii. Fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible, but within 10 days of the discharge that exceeded the benchmark; iv. Document BMP implementation and maintenance in the site log book; and ' v. Continue to sample discharges daily until: 1. turbidity is 25 NTU (or lower);or 2. transparency is 31 cm(or greater); or 3. the CESCL has demonstrated compliance with the water quality standard for turbidity: a. no more than 5 NTU over background turbidity, if background is less than 50 NTU, or b. no more than 10%over background turbidity, if background is 50 NTU or greater; or 4. the discharge stops or is eliminated. D. pH Monitoring: Sites with Significant Concrete Work or Engineered Soils Beginning October 1, 2006, if construction activity will result in the disturbance of I acre or more, and involves significant concrete work or the use of engineered soils, and stormwater from the affected area drains to surface waters of the state or to a storm sewer system that drains to surface waters of the state,the Permittee shall conduct pH r monitoring as set forth below: 1. For sites with significant concrete work, the pH monitoring period shall commence when the concrete is first exposed to precipitation and continue weekly until stormwater pH is 8.5 or less. a. "Significant concrete work"means greater than 1000 cubic yards poured concrete or recycled concrete. 2. For sites with engineered soils,the pH monitoring period shall commence when the soil amendments are first exposed to precipitation and shall continue until the area of engineered soils is fully stabilized. r rr rr Page 15 of 46 a. "Engineered soils"means soil amendments including, but not limited,to Portland cement treated base(CTB), cement kiln dust(CKD), or fly ash. 3. During the pH monitoring period, the Permittee shall obtain a representative sample of stormwater and conduct pH analysis at least once per week. 4. The Permittee shall monitor pH in the sediment trap/pond(s) or other locations that receive stormwater runoff from the area of significant concrete work or engineered soils prior to discharge to surface waters. r 5. The benchmark value for pH is 8.5 standard units.Any time sampling indicates that pH is 8.5 or greater, the Permittee shall: a. Prevent the high pH water(8.5 or above) from entering storm sewer systems or surface waters; and b. If necessary, adjust or neutralize the high pH water using an appropriate treatment BMP such as CO2 sparging or dry ice. The Permittee shall obtain written approval from Ecology prior to using any form of chemical treatment other than �• CO2 sparging or dry ice. 6. The Permittee shall perform pH analysis on-site with a calibrated pH meter, pH test kit, or wide range pH indicator paper. The Permittee shall record pH monitoring .. results in the site log book. S5. REPORTING AND RECORDKEEPING REQUIREMENTS r A. High Turbidity Phone Reporting. Any time sampling performed in accordance with Special Condition S4.0 indicates '■" turbidity is 250 NTU or greater(or transparency is 6 cm or less)the Permittee shall notify the appropriate Ecology regional office by phone within 24 hours of analysis. B. Discharge Monitoring Reports 1. Permittees required to conduct water quality sampling in accordance with Special Conditions SA.0 (Turbidity/Transparency), S4.13(pH) and/or S8 [303(d)/TMDL sampling] shall submit the results to Ecology monthly on Discharge Monitoring Report(DMR) forms provided by Ecology. Permittees are authorized and encouraged to submit electronic DMRs using the"E- DMR Form"on Ecology's Construction Stormwater web site: http://www.ecy.wa.gov/programs/wq/stormwater/c onstruct ion/. 2. The Permittee shall submit DMR forms electronically or by mail to be received by Ecology within 15 days following the end of each month. If there was no discharge during a given monitoring period, the Permittee shall submit the form as required with the words "no discharge" entered in place of the monitoring results. If the Permittee is unable to submit discharge monitoring reports electronically,the Permittee may mail reports to the address listed below: Page 16 of 46 Department of Ecology Water Quality Program-Construction Stormwater PO Box 47696 Olympia, Washington 98504-7696 C. Records Retention The Permittee shall retain records of all monitoring information (site log book, sampling results, inspection reports/checklists, etc.), Stormwater Pollution Prevention Plan, and any other documentation of compliance with permit requirements during the life of the construction project and for a minimum of three years following the termination of permit coverage. Such information shall include all calibration and maintenance records, , and records of all data used to complete the application for this permit.This period of retention shall be extended during the course of any unresolved litigation regarding the discharge of pollutants by the Permittee or when requested by Ecology. D. Recording of Results For each measurement or sample taken,the Permittee shall record the following information: 1. Date, place, method, and time of sampling or measurement; , 2. The individual who performed the sampling or measurement; 3. The dates the analyses were performed; 4. The individual who performed the analyses; 5. The analytical techniques or methods used; and 6. The results of all analyses. E. Additional Monitoring by the Permittee , If the Permittee monitors any pollutant more frequently than required by this permit using test procedures specified by Condition S4 of this permit,the results of this monitoring shall be included in the calculation and reporting of the data submitted in the Permittee's DMR. F. Noncompliance Notification ar In the event the Permittee is unable to comply with any of the terms and conditions of this permit which may cause a threat to human health or the environment,the Permittee shall: 1. Immediately notify Ecology of the failure to comply. 2. Immediately take action to prevent the discharge/pollution, or otherwise stop or correct the noncompliance, and, if applicable,repeat sampling and analysis of any noncompliance immediately and submit the results to Ecology within five (5) days after becoming aware of the violation. r� r Page 17 of 46 3. Submit a detailed written report to Ecology within five(5)days, unless requested earlier by Ecology. The report shall contain a description of the noncompliance, including exact dates and times, and if the noncompliance has not been corrected, the anticipated time it is expected to continue;and the steps taken or planned to reduce, eliminate, and prevent reoccurrence of the noncompliance. Compliance with these requirements does not relieve the Permittee from responsibility to maintain continuous compliance with the terms and conditions of this permit or the resulting liability for failure to comply. G. Access to Plans and Records 1. The Permittee shall retain the following permit documentation (plans and records) on- site, or within reasonable access to the site, for use by the operator; or on-site review by Ecology or the local jurisdiction: .r a. General Permit; r b. Permit Coverage Letter; c. Stormwater Pollution Prevention Plan (SWPPP);and d. Site Log Book 2. The Permittee(s) shall address written requests for plans and records listed above (Condition S5.G.1)as follows: ' a. A copy of plans and records shall be provided to Ecology within 14 days of receipt of a written request from Ecology. b. A copy of plans and records shall be provided to the public when requested in writing. Upon receiving a written request from the public for the Permittee's plans and records, the Permittee shall either: ' i. Provide a copy of the plans and records to the requestor within 14 days of a receipt of the written request; or ii. Notify the requestor within 10 days of receipt of the written request of the location and times within normal business hours when the plans and records may be viewed, and provide access to the plans and records within 14 days of receipt of the written request; or iii. Within 14 days of receipt of the written request, the Permittee may submit a copy of the plans and records to Ecology for viewing and/or copying by the requestor at an Ecology office, or a mutually agreed upon location. If plans and records are viewed and/or copied at a location other than at an Ecology office, the Permittee will provide reasonable access to copying services for which a reasonable fee may be charged. The Permittee shall notify the Page 18 of 46 requestor within 10 days of receipt of the request where the plans and records may be viewed and/or copied. S6. PERMIT FEES The Permittee shall pay permit fees assessed by Ecology. Fees for stormwater discharges covered under this permit shall be established by Chapter 173-224 WAC. Permit fees will continue to be assessed until the permit is terminated in accordance with Special Condition S10 or revoked in accordance with General Condition G5. S7. SOLID AND LIQUID WASTE DISPOSAL Solid and liquid wastes generated by construction activity such as demolition debris, construction materials, contaminated materials, and waste materials from maintenance activities, including liquids and solids from cleaning catch basins and other stormwater facilities, shall be handled and disposed of in accordance with: 1. Special Condition S3, Compliance with Standards, and 2. WAC 173-216-110, and other applicable regulations. , S8. DISCHARGES TO 303(D) OR TMDL WATERBODIES A. Sampling and Numeric Effluent Limitations For Discharges to 303(d)-listed Waterbodies 1. 1.Permittees that discharge to water bodies listed as impaired by the State of Washington under Section 303(d)of the Clean Water Act for turbidity, fine sediment, high pH, or phosphorus, shall conduct water quality sampling according to the requirements of this section. 2. All references and requirements associated with Section 303(d)of the Clean Water Act mean the most current listing by Ecology of impaired waters that exists on me November 16, 2005, or the date when the operator's complete permit application is received by Ecology, whichever is later. B. Discharges to 303(d)-Listed Waterbodies (Turbidity, Fine Sediment, or Phosphorus) 1. Permittees which discharge to waterbodies on the 303(d) list for turbidity, fine sediment, or phosphorus shall conduct turbidity sampling at the following locations of to evaluate compliance with the water quality standard for turbidity: a. Background turbidity shall be measured in the 303(d)-listed receiving water immediately upstream (upgradient) or outside the area of influence of the discharge; and b. Discharge turbidity shall be measured at the point of discharge into the 303(d) listed receiving waterbody, inside the area of influence of the discharge; or • • Page 19 of 46 Alternatively, discharge turbidity may be measured at the point where the r. discharge leaves the construction site, rather than in the receiving waterbody. 2. Based on sampling, if the discharge turbidity exceeds the water quality standard for turbidity(more than 5 NTU over background turbidity when the background .. turbidity is 50 NTU or less, or more than a 10%increase in turbidity when the background turbidity is more than 50 NTU), all future discharges shall comply with a numeric effluent limit which is equal to the water quality standard for turbidity. 3. If a future discharge exceeds the water quality standard for turbidity,the Permittee shall: ..� a. Review the SWPPP for compliance with Condition S9 and make appropriate revisions within 7 days of the discharge that exceeded the standard; b. Fully implement and maintain appropriate source control and/or treatment BMWs as soon as possible, but within 10 days of the discharge that exceeded the standard; .. c. Document BMW implementation and maintenance in the site log book; d. Notify the appropriate Ecology Regional Office by phone within 24 hours of analysis; e. Continue to sample daily until discharge turbidity meets the water quality ..r standard for turbidity. C. Discharges to waterbodies on the 303(d) list for High pH 1. Permittees which discharge to waterbodies on the 303(d) list for high pH shall conduct sampling at one of the following locations to evaluate compliance with the water quality standard for pH (in the range of 6.5—8.5): a. pH shall be measured at the point of discharge into the 303(d) listed waterbody, inside the area of influence of the discharge; or r b. Alternatively, pH may be measured at the point where the discharge leaves the construction site, rather than in the receiving water. "' 2. Based on the sampling set forth above, if the pH exceeds the water quality standard for pH(in the range of 6.5 —8.5), all future discharges shall comply with a numeric effluent limit which is equal to the water quality standard for pH. i 3. If a future discharge exceeds the water quality standard for pH,the Permittee shall: a. Review the SWPPP for compliance with Condition S9 and make appropriate "' revisions within 7 days of the discharge that exceeded the water quality standard; Page 20 of 46 b. Fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible, but within 10 days of the discharge that exceeded the standards; c. Document BMP implementation and maintenance in the site log book; d. Notify the appropriate Ecology Regional Office by phone within 24 hours of analysis; and e. Continue to sample daily until discharge meets the water quality standard for pH (in the range of 6.5 —8.5)or the discharge stops or is eliminated. Parameter identified Parameter/Units Analytical Sampling Water Quality in 303(d) listing Method Frequency Standard Turbidity Turbidity/NTU SM2130 or Weekly, if If background is 50 Fine Sediment EPA180.1 discharging NTU or less: 5 NTU Phosphorus over background; or If background is more than 50 NTU: 10%over background , High pH pH/Standard pH meter Weekly, if In the range of Units discharging 6.5-8.5 D. Sampling and Limitations For Sites Discharging to Applicable TMDLs , 1. Discharges to a waterbodies subject to an applicable Total Maximum Daily Load , (TMDL)for turbidity, fine sediment, high pH, or phosphorus, shall be consistent with the assumptions and requirements of the TMDL. a. Where an applicable TMDL sets specific waste load allocations or requirements for discharges covered by this permit, discharges shall be consistent with any specific waste load allocations or requirements established by the applicable ' TMDL. ii.The Permittee shall sample discharges weekly, or as otherwise specified by the TMDL,to evaluate compliance with the specific waste load allocations or ' requirements. iii.Analytical methods used to meet the monitoring requirements shall conform to ' the latest revision of the Guidelines Establishing Test Procedures for the Analysis of Pollutants contained in 40 CFR Part 136. Turbidity and pH methods Page 21 of 46 i need not be accredited or registered unless conducted at a laboratory which must otherwise be accredited or registered. b. Where an applicable TMDL has established a general waste load allocation for construction stormwater discharges, but no specific requirements have been ,. identified, compliance with Conditions S4 (Monitoring) and S9 (SWPPPs)will be assumed to be consistent with the approved TMDL. c. Where an applicable TMDL has not specified a waste load allocation for construction stormwater discharges, but has not excluded these discharges, compliance with Conditions S4 (Monitoring) and S9 (SWPPPs)will be assumed to be consistent with the approved TMDL. i d. Where an applicable TMDL specifically precludes or prohibits discharges from construction activity, the operator is not eligible for coverage under this pen-nit. 2. Applicable TMDL means a TMDL for turbidity, fine sediment, high pH, or phosphorus, which has been completed and approved by EPA prior to November 16, 2005, or prior to the date the operator's complete permit application is received by Ecology,whichever is later. TMDLs completed after the operator's complete permit application is received by Ecology become applicable to the Permittee only if they are imposed through an administrative order by Ecology, or through a modification of .. permit coverage. S9. STORMWATER POLLUTION PREVENTION PLAN An adequate Stormwater Pollution Prevention Plan (SWPPP) for construction activity shall be prepared and implemented in accordance with the requirements of this permit beginning with initial soil disturbance and until final stabilization. A. The SWPPP shall meet the following objectives: 1. To implement Best Management Practices(BMPs) to prevent erosion and sedimentation, and to identify, reduce, eliminate or prevent stormwater contamination and water pollution from construction activity. i 2. To prevent violations of surface water quality,ground water quality, or sediment management standards. 3. To control peak volumetric flow rates and velocities of stormwater discharges. B. General Requirements 1. The SWPPP shall include a narrative and drawings. All BMPs shall be clearly referenced in the narrative and marked on the drawings. The SWPPP narrative shall include documentation to explain and justify the pollution prevention decisions made for the project. Documentation shall include: a. Information about existing site conditions(topography, drainage, soils, +� vegetation, etc.); Page 22 of 46 r b. Potential erosion problem areas; c. The 12 elements of a SWPPP in S9.D.1-12, including BMPs used to address each , element; d. Construction phasing/sequence and general BMP implementation schedule; e. The actions to be taken if BMP performance goals are not achieved; and f. Engineering calculations for ponds and any other designed structures. 2. The Permittee shall modify the SWPPP if, during inspections or investigations , conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is, or would be, ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site.The Permittee shall take the following actions: a. Review the SWPPP for compliance with Condition S9 and make appropriate revisions within 7 days of the inspection or investigation; b. Fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible, but no later than 10 days from the inspection or investigation; and c. Document BMP implementation and maintenance in the site log book. ' 3. The Permittee shall modify the SWPPP whenever there is a change in design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. , C. Stormwater Best Management Practices (BMPs) BMPs shall be consistent with: , 1. Stormwater Management Manual for Western Washington (most recent edition), for ' sites west of the crest of the Cascade Mountains; 2. Stormwater Management Manual for Eastern Washington (most recent edition), for sites east of the crest of the Cascade Mountains; or 3. Other stormwater management guidance documents or manuals which provide an equivalent level of pollution prevention and are approved by Ecology; or 4. Documentation in the SWPPP that the BMPs selected provides an equivalent level of pollution prevention, compared to the applicable Stormwater Management Manuals, including: r Page 23 of 46 a. The technical basis for the selection of all stormwater BMPs(scientific, technical studies, and/or modeling)which support the performance claims for the BMPs being selected; and b. An assessment of how the selected BMP will satisfy AKART requirements and the applicable federal technology-based treatment requirements under 40 CFR part 125.3. D. SWPPP—Narrative Contents and Requirements The Permittee shall include each of the 12 elements below in S9.D.1-12 in the narrative of the SWPPP and ensure that they are implemented unless site conditions render the +� element unnecessary and the exemption from that element is clearly justified in the SWPPP. r 1. Preserve Vegetation/Mark Clearing Limits a. Prior to beginning land disturbing activities, including clearing and grading, clearly mark all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area. b. The duff layer, native top soil, and natural vegetation shall be retained in an •• undisturbed state to the maximum degree practicable. 2. Establish Construction Access a. Construction vehicle access and exit shall be limited to one route, if possible. b. Access points shall be stabilized with a pad of quarry spalls, crushed rock, or other equivalent BMP,to minimize the tracking of sediment onto public roads. c. Wheel wash or tire baths shall be located on site, if the stabilized construction entrance is not effective in preventing sediment from being tracked onto public roads. d. If sediment is tracked off site,public roads shall be cleaned thoroughly at the end of each day, or more frequently during wet weather. Sediment shall be removed from �.. roads by shoveling or pickup sweeping and shall be transported to a controlled sediment disposal area. e. Street washing is allowed only after sediment is removed in accordance with d ' S9.D.2.d. Street wash wastewater shall be controlled by pumping back on site or otherwise be prevented from discharging into systems tributary to waters of the state. 4W 3. Control Flow Rates a. Properties and waterways downstream from development sites shall be protected from erosion due to increases in the velocity and peak volumetric flow rate of stormwater runoff from the project site, as required by local plan approval authority. r r Page 24 of 46 ' b. Where necessary to comply with S9.D.3.a.,stormwater retention or detention facilities shall be constructed as one of the first steps in grading. Detention , facilities shall be.functional prior to construction of site improvements(e.g., impervious surfaces). c. If permanent infiltration ponds are used for flow control during construction,these , facilities shall be protected from siltation during the construction phase. 4. Install Sediment Controls , a. Stormwater runoff from disturbed areas shall pass through a sediment pond or other appropriate sediment removal BMP,prior to leaving a construction site or prior to ' discharge to an infiltration facility.Runoff from fully stabilized areas may be discharged without a sediment removal BMP,but shall meet the flow control performance standard of S9.D.3.a. ' b. Sediment control BMPs(sediment ponds,traps, filters,etc.)shall be constructed as one of the first steps in grading. These BMPs shall be functional before other land disturbing activities take place. c. BMPs intended to trap sediment on site shall be located in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off- channel areas or drainages. ' 5. Stabilize Soils a. Exposed and unworked soils shall be stabilized by application of effective BMPs ' that prevent erosion. Applicable BMPs include,but are not limited to: temporary and permanent seeding, sodding, mulching,plastic covering, erosion control fabrics and matting, soil application of polyacrylamide(PAM),the early application of gravel base on areas to be paved, and dust control. b. Depending on the geographic location of the project, no soils shall remain exposed and unworked for more than the time periods set forth below to prevent erosion: West of the Cascade Mountains Crest During the dry season (May 1 -Sept. 30): 7 days During the wet season (October 1 -April 30): 2 days East of the Cascade Mountains Crest, except for Central Basin* During the dry season (July 1 - September 30): 10 days During the wet season (October 1 -June 30): 5 days The Central Basin*, East of the Cascade Mountains Crest r III During the dry Season (July 1 - September 30): 30 days During the wet season (October 1 -June 30): 15 days , *Note: The Central Basin is defined as the portions of Eastern Washington with mean annual precipitation of less than 12 inches. ' r r r Page 25 of 46 r The time period may be adjusted by a local jurisdiction, if the jurisdiction can show that local precipitation data justify a different standard. r c. Soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on the weather forecast. r d. Soil stockpiles shall be stabilized from erosion,protected with sediment trapping measures, and where possible,be located away from storm drain inlets,waterways, and drainage channels. 6. Protect Slopes a. Design and construct cut and fill slopes in a manner that will minimize erosion. r Applicable practices include, but are not limited to, reducing continuous length of slope with terracing and diversions,reducing slope steepness,and roughening slope surfaces(e.g.,track walking). b. Off-site stormwater(run-on)or groundwater shall be diverted away from slopes and disturbed areas with interceptor dikes, pipes,and/or swales. Off-site stormwater should be managed separately from stonnwater generated on the site. c. At the top of slopes,collect drainage in pipe slope drains or protected channels to prevent erosion. r i. West of the Cascade Mountains Crest: Temporary pipe slope drains shall handle the peak 10-minute velocity of flow from a Type IA, 10-year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1- aw hour flow rate predicted by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis shall use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site,the analysis shall use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the WWHM to predict flows, bare soil areas r should be modeled as "landscaped area." ii. East of the Cascade Mountains Crest: Temporary pipe slope drains shall handle the expected peak flow velocity from a 6-month, 3-hour storm for the r developed condition, referred to as the short duration storm. d. Excavated material shall be placed on the uphill side of trenches, consistent with safety and space considerations. e. Check dams shall be placed at regular intervals within constructed channels that are cut down a slope. 7. Protect Drain Inlets a. All storm drain inlets made operable during construction shall be protected so that r stonnwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. i Page 26 of 46 ' b. Inlet protection devices shall be cleaned or removed and replaced when sediment has filled one-third of the available storage(unless a different standard is specified , by the product manufacturer). 8. Stabilize Channels and Outlets a. All temporary on-site conveyance channels shall be designed,constructed,and stabilized to prevent erosion from the following expected peak flows: L West of the Cascade Mountains Crest: Channels shall handle the peak 10 , minute velocity of flow from a Type I A, 10-year,24-hour frequency storm for the developed condition. Alternatively,the 10-year, 1-hour flow rate indicated by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis shall use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site,the analysis shall use the temporary or permanent project land cover condition,whichever will produce the highest flow rates. If using the WWHM to predict flows, bare soil areas should be ' modeled as "landscaped area." ii. East of the Cascade Mountains Crest: Channels shall handle the expected peak flow velocity from a 6-month, 3-hour storm for the developed condition, referred to as the short duration storm. b. Stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent stream banks, slopes, and downstream reaches shall be provided at the outlets of all conveyance systems. 9. Control Pollutants a. All pollutants, including waste materials and demolition debris,that occur onsite shall be handled and disposed of in a manner that does not cause contamination of stormwater. b. Cover, containment, and protection from vandalism shall be provided for all chemicals, liquid products, petroleum products, and other materials that have the potential to pose a threat to human health or the environment.On-site fueling tanks shall include secondary containment. c. Maintenance, fueling, and repair of heavy equipment and vehicles shall be conducted using spill prevention and control measures. Contaminated surfaces shall r be cleaned immediately following any spill incident. d. Wheel wash or tire bath wastewater shall be discharged to a separate on-site treatment system or to the sanitary sewer with local sewer district approval. e. Application of fertilizers and pesticides,shall be conducted in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Manufacturers' label requirements for application rates and procedures shall be followed. rrr r am Page 27 of 46 f. BMPs shall be used to prevent or treat contamination of stormwater runoff by pH modifying sources. These sources include, but are not limited to: bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters,waste streams generated from concrete grinding and sawing, exposed aggregate processes, dewatering concrete vaults, concrete pumping and mixer washout waters. .. Permittees shall adjust the pH of stormwater if necessary to prevent violations of water quality standards. g. Permittees shall obtain written approval from Ecology prior to using chemical treatment,other than CO2 or dry ice to adjust pH. 10. Control De-Watering .. a. Foundation, vault, and trench de-watering water, which have similar characteristics to stormwater runoff at the site, shall be discharged into a controlled conveyance system prior to discharge to a sediment trap or sediment pond. b. Clean, non-turbid de-watering water, such as well-point ground water,can be discharged to systems tributary to,or directly into surface waters of the state,as specified in S9.13.8, provided the de-watering flow does not cause erosion or flooding of receiving waters. Clean de-watering water should not be routed through stormwater sediment ponds. .. c. Other de-watering disposal options may include: i. infiltration .., ii. transport offsite in a vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute state waters, iii. Ecology-approved on-site chemical treatment or other suitable treatment technologies, iv. sanitary sewer discharge with local sewer district approval, if there is no other .. option, or v. use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized de-watering. d. Highly turbid or contaminated dewatering water shall be handled separately from stormwater. 11. Maintain BMPs a. All temporary and permanent erosion and sediment control BMPs shall be ,r maintained and repaired as needed to assure continued performance of their intended function in accordance with BMP specifications. b. All temporary erosion and sediment control BMPs shall be removed within 30 days after final site stabilization is achieved or after the temporary BMPs are no longer needed. r rir Page 28 of 46 ' 12.Manage the Project a. Development projects shall be phased to the maximum degree practicable and shall , take into account seasonal work limitations. b. Inspection and Monitoring , All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections and monitoring ' shall be conducted in accordance with S4. c. Maintaining an Updated Construction SWPPP , The SWPPP shall be maintained, updated, and implemented in accordance with Conditions S3, S4 and S9. E. SWPPP—Map Contents and Requirements ' The SWPPP shall also include a vicinity map or general location map (e.g. USGS Quadrangle map, a portion of a county or city map,or other appropriate map)with enough detail to identify the location of the construction site and receiving waters within one mile of the site. The SWPPP shall also include a legible site map (or maps) showing the entire ' construction site.The following features shall be identified, unless not applicable due to site conditions: , 1. The direction of north, property lines, and existing structures and roads; 2. Cut and fill slopes indicating the top and bottom of slope catch lines; 3. Approximate slopes,contours, and direction of stormwater flow before and after , major grading activities; 4. Areas of soil disturbance and areas that will not be disturbed; 5. Locations of structural and nonstructural controls(BMPs) identified in the SWPPP 6. Locations of off-site material, stockpiles,waste storage, borrow areas, and , vehicle/equipment storage areas; 7. Locations of all surface water bodies, including wetlands; 8. Locations where stormwater or non-stormwater discharges off-site and/or to a surface water body, including wetlands; ' 9. Location of water quality sampling station(s), if sampling is required by state or local permitting authority; and , Page 29 of 46 10. Areas where final stabilization has been accomplished and no further construction- phase permit requirements apply. r 510. NOTICE OF TERMINATION A. The site is eligible for termination when either of the following conditions have been met: 1. The site has undergone final stabilization,all temporary BMPs have been removed, .. and all stormwater discharges associated with construction activity have been eliminated; or ,,. 2. All portions of the site which have not undergone final stabilization per S 10.A.1 have been sold and/or transferred(per Condition G9), and the Permittee no longer has operational control of the construction activity. r B. When the site is eligible for termination,the Permittee shall submit a complete and accurate Notice of Termination(NOT) form, signed in accordance with General Condition G2,to: Department of Ecology Water Quality Program -Construction Stormwater PO Box 47696 Olympia, Washington 98504-7696 ,,. C. The termination is effective on the date the NOT form was received by Ecology, unless the Permittee is notified by Ecology within 30 days that termination request is denied because the eligibility requirements in Condition Sl O.A have not been met. .r r rr Page 30 of 46 GENERAL CONDITIONS G1.DISCHARGE VIOLATIONS All discharges and activities authorized by this general permit shall be consistent with the terms and conditions of this general permit. Any discharge of any pollutant more frequent than or at a level in excess of that identified and authorized by the general permit shall , constitute a violation of the terms and conditions of this permit. G2. SIGNATORY REQUIREMENTS , A. All permit applications shall bear a certification of correctness to be signed: 1. In the case of corporations,by a responsible corporate officer of at least the level of t vice president of a corporation; 2. In the case of a partnership, by a general partner of a partnership; ' 3. In the case of sole proprietorship,by the proprietor; or 4. In the case of a municipal, state, or other public facility, by either a principal , executive officer or ranking elected official. B. All reports required by this permit and other information requested by Ecology shall be ' signed by a person described above or by a duly authorized representative of that person. A person is a duly authorized representative only if. , 1. The authorization is made in writing by a person described above and submitted to the Ecology. 2. The authorization specifies either an individual or a position having responsibility for , the overall operation of the regulated facility, such as the position of plant manager, superintendent, position of equivalent responsibility, or an individual or position ' having overall responsibility for environmental matters. C. Changes to authorization. If an authorization under paragraph G2.B.2 above is no longer ' accurate because a different individual or position has responsibility for the overall operation of the facility, a new authorization satisfying the requirements of paragraph G2.13.2 above shall be submitted to Ecology prior to or together with any reports, ' information, or applications to be signed by an authorized representative. D. Certification. Any person signing a document under this section shall make the following , certification: "1 certify under penalty of law, that this document and all attachments were ' prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated Page 31 of 46 the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering information,the information submitted is,to the best of my knowledge and belief,true, accurate,and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and " imprisonment for knowing violations." G3. RIGHT OF INSPECTION AND ENTRY s The Permittee shall allow an authorized representative of Ecology, upon the presentation of credentials and such other documents as may be required by law: .. A. To enter upon the premises where a discharge is located or where any records shall be kept under the terms and conditions of this permit. B. To have access to and copy-at reasonable times and at reasonable cost-any records required to be kept under the terms and conditions of this permit. +• C. To inspect-at reasonable times-any facilities, equipment(including monitoring and control equipment), practices, methods, or operations regulated or required under this permit. D. To sample or monitor-at reasonable times-any substances or parameters at any location for purposes of assuring permit compliance or as otherwise authorized by the Clean Water Act. G4. GENERAL PERMIT MODIFICATION AND REVOCATION ■" This permit may be modified, revoked and reissued,or terminated in accordance with the provisions of Chapter 173-226 WAC. Grounds for modification, revocation and reissuance, or termination include, but are not limited to,the following: r A. When a change which occurs in the technology or practices for control or abatement of pollutants applicable to the category of dischargers covered under this permit; .. B. When effluent limitation guidelines or standards are promulgated pursuant to the CWA or Chapter 90.48 RC W, for the category of dischargers covered under this permit; C. When a water quality management plan containing requirements applicable to the category of dischargers covered under this permit is approved; or .� D. When information is obtained which indicates that cumulative effects on the environment from dischargers covered under this permit are unacceptable. G5. REVOCATION OF COVERAGE UNDER THE PERMIT Pursuant with Chapter 43.21B RCW and Chapter 173-226 WAC,the Director may terminate coverage for any discharger under this permit for cause. Cases where coverage may be '� terminated include, but are not limited to,the following: Page 32 of 46 ' A. Violation of any term or condition of this permit; , B. Obtaining coverage under this permit by misrepresentation or failure to disclose fully all relevant facts; C. A change in any condition that requires either a temporary or permanent reduction or elimination of the permitted discharge; D. Failure or refusal of the Permittee to allow entry as required in RCW 90.48.090; ' E. A determination that the permitted activity endangers human health or the environment, or contributes to water quality standards violations; , F. Nonpayment of permit fees or penalties assessed pursuant to RCW 90.48.465 and Chapter 173-224 WAC; G. Failure of the Permittee to satisfy the public notice requirements of WAC 173-226- 130(5),when applicable. The Director may require any discharger under this permit to apply for and obtain coverage ' under an individual permit or another more specific general permit. Permittees who have their coverage revoked for cause according to WAC 173-226-240 may request temporary ' coverage under this permit during the time an individual permit is being developed, provided the request is made within ninety(90)days from the time of revocation and is submitted along with a complete individual permit application form. ' G6. REPORTING A CAUSE FOR MODIFICATION The Permittee shall submit a new application, or a supplement to the previous application, ' whenever a material change to the construction activity or in the quantity or type of discharge is anticipated which is not specifically authorized by this permit. This application shall be submitted at least sixty(60)days prior to any proposed changes. The filing of a request by , the Permittee for a permit modification, revocation and reissuance, or termination,or a notification of planned changes or anticipated noncompliance does not relieve the Permittee of the duty to comply with the existing permit until it is modified or reissued. ' G7. COMPLIANCE WITH OTHER LAWS AND STATUTES Nothing in this permit shall be construed as excusing the Permittee from compliance with any applicable federal, state,or local statutes, ordinances, or regulations. G8. DUTY TO REAPPLY ' The Permittee shall apply for permit renewal at least 180 days prior to the specified expiration date of this permit. , G9. TRANSFER OF GENERAL PERMIT COVERAGE Coverage under this general permit is automatically transferred to a new discharger, ' including operators of lots/parcels within a common plan of development or sale, if: r Page 33 of 46 A. A written, signed agreement(Transfer of Coverage Form) between the current discharger (Permittee) and new discharger containing a specific date for transfer of permit ' responsibility, coverage,and liability is submitted to the Director; and B. The Director does not notify the current discharger and new discharger of the Director's r intent to revoke coverage under the general permit. If this notice is not given,the transfer is effective on the date specified in the written agreement. When a current discharger(Permittee)transfers a portion of a permitted site,the current discharger shall also submit an updated application form (NOI)to the Director indicating the remaining permitted acreage after the transfer. When a current discharger(Permittee) transfers all portions of a permitted site to one or more new dischargers,the current discharger shall also submit a notice of termination (NOT) form to the Director. G10.REMOVED SUBSTANCES Collected screenings, grit, solids, sludges, filter backwash, or other pollutants removed in the course of treatment or control of stormwater shall not be resuspended or reintroduced to the final effluent stream for discharge to state waters. G11.DUTY TO PROVIDE INFORMATION .r The Permittee shall submit to Ecology, within a reasonable time, all information which Ecology may request to determine whether cause exists for modifying, revoking and reissuing, or terminating this permit or to determine compliance with this permit. The Permittee shall also submit to Ecology upon request, copies of records required to be kept by this permit [40 CFR 122.41(h)]. G12.OTHER REQUIREMENTS OF 40 CFR All other requirements of 40 CFR 122.41 and 122.42 are incorporated in this permit by .. reference. G13.ADDITIONAL MONITORING we Ecology may establish specific monitoring requirements in addition to those contained in this permit by administrative order or permit modification. G14.PENALTIES FOR VIOLATING PERMIT CONDITIONS Any person who is found guilty of willfully violating the terms and conditions of this permit shall be deemed guilty of a crime, and upon conviction thereof shall be punished by a fine of up to ten thousand dollars ($10,000) and costs of prosecution, or by imprisonment in the discretion of the court. Each day upon which a willful violation occurs may be deemed a separate and additional violation. Any person who violates the terms and conditions of a waste discharge permit shall incur, in .. addition to any other penalty as provided by law, a civil penalty in the amount of up to ten Page 34 of 46 thousand dollars($10,000) for every such violation. Each and every such violation shall be a separate and distinct offense, and in case of a continuing violation, every day's continuance , shall be deemed to be a separate and distinct violation. G15.UPSET Definition—"Upset"means an exceptional incident in which there is unintentional and temporary noncompliance with technology-based permit effluent limitations because of ' factors beyond the reasonable control of the Permittee. An upset does not include noncompliance to the extent caused by operational error, improperly designed treatment facilities, inadequate treatment facilities, lack of preventive maintenance, or careless or ' improper operation. An upset constitutes an affirmative defense to an action brought for noncompliance with such technology-based permit effluent limitations if the requirements of the following paragraph , are met. A Permittee who wishes to establish the affirmative defense of upset shall demonstrate, ' through properly signed, contemporaneous operating logs or other relevant evidence that: 1) an upset occurred and that the Permittee can identify the cause(s)of the upset; 2)the permitted facility was being properly operated at the time of the upset; 3)the Permittee ' submitted notice of the upset as required in condition S5.17; and 4) the Permittee complied with any remedial measures required under this permit. In any enforcement proceeding,the Permittee seeking to establish the occurrence of an upset , has the burden of proof. G16.PROPERTY RIGHTS ' This permit does not convey any property rights of any sort, or any exclusive privilege. G17.DUTY TO COMPLY , The Permittee shall comply with all conditions of this permit. Any permit noncompliance constitutes a violation of the Clean Water Act and is grounds for enforcement action; for permit termination, revocation and reissuance, or modification; or denial of a permit renewal application. , G18.TOXIC POLLUTANTS The Permittee shall comply with effluent standards or prohibitions established under Section , 307(a) of the Clean Water Act for toxic pollutants within the time provided in the regulations that establish those standards or prohibitions, even if this permit has not yet been modified to incorporate the requirement. , r Page 35 of 46 G19.PENALTIES FOR TAMPERING +• The Clean Water Act provides that any person who falsifies,tampers with, or knowingly renders inaccurate any monitoring device or method required to be maintained under this permit shall, upon conviction, be punished by a fine of not more than$10,000 per violation, .. or by imprisonment for not more than two years per violation, or by both. If a conviction of a person is for a violation committed after a first conviction of such person under this Condition, punishment shall be a fine of not more than$20,000 per day of violation, or .. imprisonment of not more than four(4)years, or both. G20.REPORTING PLANNED CHANGES The Permittee shall, as soon as possible,give notice to Ecology of planned physical alterations, modifications or additions to the permitted construction activity,which will result in: A. The permitted facility being determined to be a new source pursuant to 40 CFR 122.29(b); r. B. A significant change in the nature or an increase in quantity of pollutants discharged, including but not limited to: for sites 5 acres or larger, a 20%or greater increase in r acreage disturbed by construction activity; C. A change in or addition of surface water(s)receiving stormwater or non-stormwater from the construction activity; or D. A change in the construction plans and/or activity that affects the Permittee's monitoring requirements in Special Condition S4. Following such notice, permit coverage may be modified, or revoked and reissued pursuant to 40 CFR 122.62(a)to specify and limit any pollutants not previously limited. Until such r modification is effective, any new or increased discharge in excess of permit limits or not specifically authorized by this permit constitutes a violation. G21.REPORTING OTHER INFORMATION Where the Permittee becomes aware that it failed to submit any relevant facts in a permit application, or submitted incorrect information in a permit application or in any report to Ecology, it shall promptly submit such facts or information. G22.REPORTING ANTICIPATED NON-COMPLIANCE The Permittee shall give advance notice to Ecology by submission of a new application or supplement thereto at least forty-five (45) days prior to commencement of such discharges, .r of any facility expansions, production increases, or other planned changes, such as process modifications, in the permitted facility or activity which may result in noncompliance with permit limits or conditions. Any maintenance of facilities,which might necessitate i Page 36 of 46 ' unavoidable interruption of operation and degradation of effluent quality, shall be scheduled during non-critical water quality periods and carried out in a manner approved by Ecology. ' G23.REQUESTS TO BE EXCLUDED FROM COVERAGE UNDER THE PERMIT Any discharger authorized by this permit may request to be excluded from coverage under ' the general permit by applying for an individual permit. The discharger shall submit to the Director an application as described in WAC 173-220-040 or WAC 173-216-070,whichever ' is applicable,with reasons supporting the request.These reasons shall fully document how an individual permit will apply to the applicant in a way that the general permit cannot. Ecology may make specific requests for information to support the request. The Director shall either ' issue an individual permit or deny the request with a statement explaining the reason for the denial. When an individual permit is issued to a discharger otherwise subject to the construction stormwater general permit,the applicability of the construction stormwater , general permit to that Permittee is automatically terminated on the effective date of the individual permit. G24.APPEALS ' A. The terms and conditions of this general permit,as they apply to the appropriate class of dischargers, are subject to appeal by any person within 30 days of issuance of this general , permit, in accordance with Chapter 43.21B RCW, and Chapter 173-226 WAC. B. The terms and conditions of this general permit, as they apply to an individual discharger, ' are appealable in accordance with Chapter 43.21B RCW within 30 days of the effective date of coverage of that discharger. Consideration of an appeal of general permit coverage of an individual discharger is limited to the general permit's applicability or nonapplicability to that individual discharger. 1 C. The appeal of general permit coverage of an individual discharger does not affect any ' other dischargers covered under this general permit. If the terms and conditions of this general permit are found to be inapplicable to any individual discharger(s),the matter shall be remanded to Ecology for consideration of issuance of an individual permit or permits. ' G25.SEVERABILITY The provisions of this permit are severable, and if any provision of this permit, or application ' of any provision of this permit to any circumstance, is held invalid,the application of such provision to other circumstances, and the remainder of this pen-nit shall not be affected , thereby. G26.BYPASS PROHIBITED ' A. Bypass Procedures Bypass, which is the intentional diversion of waste streams from any portion of a ' treatment facility, is prohibited for stormwater events below the design criteria for Page 37 of 46 stormwater management. Ecology may take enforcement action against a Permittee for bypass unless one of the following circumstances(1, 2, 3 or 4) is applicable. r 1. Bypass of stormwater is consistent with the design criteria and part of an approved management practice in the applicable stormwater management manual. 2. Bypass for essential maintenance without the potential to cause violation of permit limits or conditions. +� Bypass is authorized if it is for essential maintenance and does not have the potential to cause violations of limitations or other conditions of this permit, or adversely impact public health. 3. Bypass of stormwater is unavoidable, unanticipated, and results in noncompliance of this permit. This bypass is permitted only if: a. Bypass is unavoidable to prevent loss of life, personal injury, or severe property damage. "Severe property damage"means substantial physical damage to property, damage to the treatment facilities which would cause them to become inoperable, or substantial and permanent loss of natural resources which can r reasonably be expected to occur in the absence of a bypass; b. There are no feasible alternatives to the bypass, such as the use of auxiliary treatment facilities, retention of untreated wastes, maintenance during normal W periods of equipment downtime(but not if adequate backup equipment should have been installed in the exercise of reasonable engineering judgment to prevent a bypass which occurred during normal periods of equipment downtime or ,., preventative maintenance), or transport of untreated wastes to another treatment facility; and c. Ecology is properly notified of the bypass as required in Special Condition S5.F of this permit. 4. A planned action that would cause bypass of stormwater and has the potential to .. result in noncompliance of this permit during a storm event. The Permittee shall notify Ecology at least thirty (30) days before the planned date of bypass. The notice shall contain: a. a description of the bypass and its cause; b. an analysis of all known alternatives which would eliminate, reduce, or mitigate the need for bypassing; c. a cost-effectiveness analysis of alternatives including comparative resource r damage assessment; d. the minimum and maximum duration of bypass under each alternative; e. a recommendation as to the preferred alternative for conducting the bypass; Page 38 of 46 , f. the projected date of bypass initiation; g. a statement of compliance with SEPA; ' h. a request for modification of water quality standards as provided for in WAC 173- , 201A-110, if an exceedance of any water quality standard is anticipated; and i. steps taken or planned to reduce, eliminate, and prevent reoccurrence of the bypass. ' 5. For probable construction bypasses,the need to bypass is to be identified as early in the planning process as possible. The analysis required above shall be considered , during preparation of the Stormwater Pollution Prevention Plan (SWPPP) and shall be included to the extent practical. In cases where the probable need to bypass is determined early, continued analysis is necessary up to and including the construction period in an effort to minimize or eliminate the bypass. , Ecology will consider the following prior to issuing an administrative order for this type bypass: ' a. If the bypass is necessary to perform construction or maintenance-related activities essential to meet the requirements of this permit. ' b. If there are feasible alternatives to bypass, such as the use of auxiliary treatment facilities, retention of untreated wastes, stopping production, maintenance during normal periods of equipment down time, or transport of untreated wastes to another treatment facility. ' c. If the bypass is planned and scheduled to minimize adverse effects on the public and the environment. , I After consideration of the above and the adverse effects of the proposed bypass and any other relevant factors, Ecology will approve, conditionally approve, or deny the ' request. The public shall be notified and given an opportunity to comment on bypass incidents of significant duration,to the extent feasible. Approval of a request to bypass will be by administrative order issued by Ecology under RCW 90.48.120. ' B. Duty to Mitigate The Permittee is required to take all reasonable steps to minimize or prevent any , discharge or sludge use or disposal in violation of this permit that has a reasonable likelihood of adversely affecting human health or the environment. Page 39 of 46 •. APPENDIX A—DEFINITIONS AKART is an acronym for"all known, available, and reasonable methods of prevention,control, and treatment."AKART represents the most current methodology that can be reasonably required for preventing, controlling, or abating the pollutants and controlling pollution associated with a discharge. i Apjplicable TMDL means a TMDL for turbidity, fine sediment, high pH, or phosphorus,which has been completed and approved by EPA prior to November 16, 2005, or prior to the date the operator's complete permit application is received by Ecology, whichever is later. Applicant means an operator seeking coverage under this permit. 41 Best Management Practices(BMPs)means schedules of activities, prohibitions of practices, maintenance procedures, and other physical, structural and/or managerial practices to prevent or reduce the pollution of waters of the state. BMPs include treatment systems, operating " procedures, and practices to control: stormwater associated with construction activity, spillage or leaks, sludge or waste disposal, or drainage from raw material storage. Bu er means an area designated by a local jurisdiction that is contiguous to and intended to protect a sensitive area .. Bypass means the intentional diversion of waste streams from any portion of a treatment facility. Calendar Week(same as Week) means a period of seven consecutive days starting on Sunday. Certified Erosion and Sediment Control Lead(CESCL) means a person who has current certification through an approved erosion and sediment control training program that meets the minimum training standards established by Ecology (see BMP C160 in the SWMM). Clean Water Act(CWA) means the Federal Water Pollution Control Act enacted by Public Law 92-500, as amended by Public Laws 95-217, 95-576, 96-483, and 97-117; USC 1251 et seq. Combined Sewer means a sewer which has been designed to serve as a sanitary sewer and a storm sewer, and into which inflow is allowed by local ordinance. Common plan ofdevelopment or sale means a site where multiple separate and distinct construction activities may be taking place at different times on different schedules, but still under a single plan. Examples include: 1)phased projects and projects with multiple filings or lots, even if the separate phases or filings/lots will be constructed under separate contract or by separate owners(e.g., a development where lots are sold to separate builders); 2) a development plan that may be phased over multiple years, but is still under a consistent plan for long-term development; and 3) projects in a contiguous area that may be unrelated but still under the same contract, such as construction of a building extension and a new parking lot at the same facility. Page 40 of 46 ' If the project is part of a common plan of development or sale,the disturbed area of the entire plan shall be used in determining permit requirements. ' Composite Sample A mixture of grab samples collected at the same sampling point at different times, formed either by continuous sampling or by mixing discrete samples. May be "time- ' composite" (collected at constant time intervals)or"flow-proportional" (collected either as a constant sample volume at time intervals proportional to stream flow, or collected by increasing the volume of each aliquot as the flow increases while maintaining a constant time interval ' between the aliquots. Construction Activity means land disturbing operations including clearing, grading or excavation which disturbs the surface of the land. Such activities may include road construction, , construction of residential houses, office buildings, or industrial buildings, and demolition activity. Demonstrably Equivalent means that the technical basis for the selection of all stormwater BMPs , is documented within a SWPPP, including: 1. The method and reasons for choosing the stormwater BMPs selected; ' 2. The pollutant removal performance expected from the BMPs selected; 3. The technical basis supporting the performance claims for the BMPs selected, including any available data concerning field performance of the BMPs selected; 4. An assessment of how the selected BMPs will comply with state water quality standards; and 5. An assessment of how the selected BMPs will satisfy both applicable federal , technology-based treatment requirements and state requirements to use all known, available, and reasonable methods of prevention, control, and treatment(AKART). Department means the Washington State Department of Ecology. , Detention means the temporary storage of stormwater to improve quality and/or to reduce the mass flow rate of discharge. ' De-watering means the act of pumping ground water or stormwater away from an active construction site. ' Director means the Director of the Washington Department of Ecology or his/her authorized representative. Discharger means an owner or operator of any facility or activity subject to regulation under Chapter 90.48 RCW or the Federal Clean Water Act. ' Domestic Wastewater means water carrying human wastes, including kitchen, bath, and laundry wastes from residences, buildings, industrial establishments, or other places,together with such ground water infiltration or surface waters as may be present. Page 41 of 46 Engineered soils The use of soil amendments including, but not limited,to Portland cement treated base(CTB), cement kiln dust(CKD), or fly ash to achieve certain desirable soil r characteristics. Equivalent BMPs means operational, source control,treatment, or innovative BMPs which result r• in equal or better quality of stormwater discharge to surface water or to ground water than BMPs selected from the SWMM. r. Erosion means the wearing away of the land surface by running water, wind, ice, or other geological agents, including such processes as gravitational creep. Erosion and Sediment Control BMPs means BMPs that are intended to prevent erosion and sedimentation, such as preserving natural vegetation, seeding, mulching and matting, plastic covering, filter fences, sediment traps, and ponds. Erosion and sediment control BMPs are synonymous with stabilization and structural BMPs. Final Stabilization(same as fully stabilized or full stabilization)means the establishment of a permanent vegetative cover, or equivalent permanent stabilization measures(such as riprap, gabions or geotextiles)which prevents erosion. Ground Water means water in a saturated zone or stratum beneath the land surface or a surface water body. Iniection well means a"well"that is used for the subsurface emplacement of fluids. (see Well) Jurisdiction means a political unit such as a city, town or county; incorporated for local self- government. rri National Pollutant Discharge Elimination S stem(NPDES) means the national program for issuing, modifying, revoking and reissuing, terminating, monitoring, and enforcing permits, and �. imposing and enforcing pretreatment requirements, under sections 307,402, 318, and 405 of the Federal Clean Water Act, for the discharge of pollutants to surface waters of the state from point sources. These permits are referred to as NPDES permits and, in Washington State, are .. administered by the Washington Department of Ecology. Notice oflntent(NOI)means the application for, or a request for coverage under this general permit pursuant to WAC 173-226-200. ' Notice of Termination(NOT) means a request for termination of coverage under this general permit as specified by Special Condition S 10 of this permit. ' Operator means any party associated with a construction project that meets either of the following two criteria: 1. The party has operational control over construction plans and specifications, including the ' ability to make modifications to those plans and specifications; or Page 42 of 46 2.The party has day-to-day operational control of those activities at a project which are necessary to ensure compliance with a SWPPP for the site or other permit conditions(e.g.,they are authorized to direct workers at a site to carry out activities required by the SWPPP or comply with other permit conditions). Out all means the location where stormwater leaves the site. It also includes the location where ' stormwater is discharged to a surface waterbody within a site,but does not include discharges to on-site stormwater treatment/infiltration devices or storm sewer systems. ' Permittee means individual or entity that receives notice of coverage under this general permit. pH means a liquid's acidity or alkalinity. A pH of 7 is defined as neutral.Large variations above ' or below this value are considered harmful to most aquatic life. pH Monitoring Period means the time period in which the pH of stormwater runoff from a site ' shall be tested a minimum of once every seven days to determine if stormwater is above pH 8.5. Point Source means any discernible, confined, and discrete conveyance, including but not ' limited to, any pipe, ditch, channel,tunnel, conduit, well, discrete fissure, and container from which pollutants are or may be discharged to surface waters of the state. This term does not include return flows from irrigated agriculture. (See Fact Sheet for further explanation.) ' Pollutant means dredged spoil, solid waste, incinerator residue, filter backwash, sewage, garbage, domestic sewage sludge(biosolids), munitions, chemical wastes, biological materials, ' radioactive materials, heat,wrecked or discarded equipment, rock, sand,cellar dirt, and industrial, municipal, and agricultural waste. This term does not include sewage from vessels within the meaning of section 312 of the CWA, nor does it include dredged or fill material discharged in accordance with a permit issued under section 404 of the CWA. Pollution means contamination or other alteration of the physical, chemical, or biological ' properties of waters of the state; including change in temperature,taste, color,turbidity, or odor of the waters; or such discharge of any liquid, gaseous, solid, radioactive or other substance into any waters of the state as will or is likely to create a nuisance or render such waters harmful, detrimental or injurious to the public health, safety or welfare; or to domestic, commercial, industrial, agricultural, recreational, or other legitimate beneficial uses; or to livestock, wild animals, birds, fish or other aquatic life. Receiving Water means the waterbody at the point of discharge. If the discharge is to a storm sewer system, either surface or subsurface,the receiving water is the waterbody that the storm sewer system discharges to. Systems designed primarily for other purposes such as for ground water drainage, redirecting stream natural flows, or for conveyance of irrigation water/return rr flows that coincidentally convey stormwater are considered the receiving water. Representative means a stormwater or wastewater sample which represents the flow and .r characteristics of the discharge. Representative samples may be a grab sample, a time- proportionate composite sample, or a flow proportionate sample. Ecology's Construction Stormwater Monitoring Manual provides guidance on representative sampling. r s Page 43 of 46 Sanitary Sewer means a sewer which is designed to convey domestic wastewater. Sediment means the fragmented material that originates from the weathering and erosion of rocks or unconsolidated deposits, and is transported by, suspended in, or deposited by water. Sedimentation means the depositing or formation of sediment. Sensitive area means a waterbody,wetland, stream, aquifer recharge area, or channel migration zone. .. SEPA (State Environmental Policy Act)means the Washington State Law, RCW 43.21C.020, intended to prevent or eliminate damage to the environment. Significant Amount means an amount of a pollutant in a discharge that is amenable to available and reasonable methods of prevention or treatment; or an amount of a pollutant that has a reasonable potential to cause a violation of surface or ground water quality or sediment management standards. Significant Concrete Work means greater than 1000 cubic yards poured concrete or recycled concrete. Significant Contributor of Pollutants means a facility determined by Ecology to be a contributor of a significant amount(s) of a pollutant(s)to waters of the state of Washington. Site means the land or water area where any "facility or activity" is physically located or conducted. Source Control BMPs means physical, structural or mechanical devices or facilities that are intended to prevent pollutants from entering stormwater. A few examples of source control ,r BMPs are erosion control practices, maintenance of stormwater facilities, constructing roofs over storage and working areas, and directing wash water and similar discharges to the sanitary sewer or a dead end sump. Stabilization means the application of appropriate BMPs to prevent the erosion of soils, such as, temporary and permanent seeding, vegetative covers, mulching and matting, plastic covering and sodding. See also the definition of Erosion and Sediment Control BMPs. Storm Drain means any drain which drains directly into a storm sewer system, usually found along roadways or in parking lots. Storm Sewer System means a means a conveyance, or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, manmade channels, or storm drains designed or used for collecting or conveying stormwater. This does not include systems which are part of a combined sewer or Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.2. Page 44 of 46 Stormwater means that portion of precipitation that does not naturally percolate into the ground or evaporate, but flows via overland flow, interflow, pipes, and other features of a stormwater drainage system into a defined surface water body, or a constructed infiltration facility. Stormwater Management Manual(SWMM) or Manual means the technical manual published by , Ecology for use by local governments that contain descriptions of and design criteria for BMPs to prevent, control, or treat pollutants in stormwater. Stormwater Pollution Prevention Plan (SWPPP) means a documented plan to implement measures to identify, prevent, and control the contamination of point source discharges of stormwater. r Surface Waters of the State includes lakes, rivers, ponds, streams, inland waters, salt waters, and all other surface waters and water courses within the jurisdiction of the state of Washington. Total Maximum Daily Load(TMDL) means a calculation of the maximum amount of a pollutant that a waterbody can receive and still meet state water quality standards. Percentages of the total maximum daily load are allocated to the various pollutant sources. A TMDL is the sum of the allowable loads of a single pollutant from all contributing point and nonpoint sources. The TMDL calculations shall include a "margin of safety" to ensure that the waterbody can be protected in case there are unforeseen events or unknown sources of the pollutant. The calculation shall also account for seasonable variation in water quality. Treatment BMPs means BMPs that are intended to remove pollutants from stormwater. A few examples of treatment BMPs are detention ponds, oil/water separators, biofiltration, and constructed wetlands. Transparency means a measurement of water clarity in centimeters (cm), using a 60 cm. transparency tube.The transparency tube is used to estimate the relative clarity or transparency of water by noting the depth at which a black and white Secchi disc becomes visible when water is released from a value in the bottom of the tube.A transparency tube is sometimes referred to "r as a"turbidity tube". Turbidity The clarity of water expressed as nephelometric turbidity units (NTU)and measured with a calibrated turbidimeter. Waste Load Allocation (WLA) means the portion of a receiving water's loading capacity that is allocated to one of its existing or future point sources of pollution. WLAs constitute a type of water quality based effluent limitation(40 CFR 130.2(h)). r Water Qualitk means the chemical, physical, and biological characteristics of water, usually with respect to its suitability for a particular purpose. .r Waters of the State includes those waters as defined as "waters of the United States" in 40 CFR Subpart 122.2 within the geographic boundaries of Washington State and "waters of the state" as Page 45 of 46 defined in Chapter 90.48 RCW which include lakes, rivers, ponds, streams, inland waters, underground waters, salt waters, and all other surface waters and water courses within the jurisdiction of the state of Washington. Well means a bored, drilled or driven shaft, or dug hole whose depth is greater than the largest surface dimension. (see Injection Welo rn .r w r r rr Page 46 of 46 APPENDIX B—ACRONYMS AKART All Known, Available,and Reasonable Methods of Prevention, Control, and Treatment BMP Best Management Practice CESCL Certified Erosion and Sediment Control Lead t CFR Code of Federal Regulations CKD Cement Kiln Dust cm Centimeters CTB Cement Treated Base CWA Clean Water Act DMR Discharge Monitoring Report EPA Environmental Protection Agency ESC Erosion and Sediment Control NOI Notice of Intent NOT Notice of Termination NPDES National Pollutant Discharge Elimination System NTU Nephelometric Turbidity Unit RCW Revised Code of Washington SEPA State Environmental Policy Act SWMM Stormwater Management Manual SWPPP Stormwater Pollution Prevention Plan TMDL Total Maximum Daily Load UIC Underground Injection Control USC United States Code USEPA United States Environmental Protection Agency WAC Washington Administrative Code WQ Water Quality WWHM Western Washington Hydrology Model i Washington HYDRAULIC PROJECT APPROVAL North Puget Sound Department of 16018 Mill Creek Boulevard FISH and RCW 77.55.021-Appeal pursuant to Chapter 34.05 RCW Mill Creek,WA 98012-1296 WILDLIFE - (425)775-1311 $ t , y� t ' Issue Date:August 05, 2006 � 'lntrol Number: 104542-2 Project Expiration Date: July 30,2011 FPA/Public Notice#: N/A i fy i#` a 7-()i'y Sys-.._MS PERMITTEE AUTHORIZED AGENT OR CONTRACTOR City of Renton Surface Water Utility ATTENTION:Allen Quynn - 1055 South Grady Way Renton,WA 98055 425-430-7247 Project Name: SW 34th St. Culvert Replacement Project Description: Replace four parallel metal culverts with a 30 X 10 foot concrete box culvert and install large woody material upstream and downstream of the culvert in alcoves on the west side of the stream in Springbrook Creek at SW 34 St. PROVISIONS 1. Work below the ordinary high water line (OHWL) shall occur only between June 15 and September 30 of calendar years 2006-2010. 2. NOTIFICATION REQUIREMENT: The Area Habitat Biologist (AHB) listed below shall receive written notification (FAX to 425-649-7098 or e-mail fisheldf @dfw.wa.gov)from the person to whom this Hydraulic Project Approval (HPA) is issued (permittee) no less than three working days prior to start of work, and again within seven days of completion of work to arrange for a compliance inspection. The notification shall include the permittee's name, project location, starting date for work or completion date of work, and the control number for this HPA. 3. Work shall be accomplished per plans and specifications submitted to and approved by the Washington Department of Fish and Wildlife (WDFW) entitled, "SW 34TH STREET CULVERT REPLACEMENT PROJECT", dated December 2005, and "CONCEPTUAL WETLAND MITIGATION PLAN SW 34TH STREET CULVERT REPLACEMENT PROJECT", dated february 2006, except as modified by this Hydraulic Project Approval. A copy of these plans shall be available on site during construction. 4. A temporary bypass to divert flow around the work area shall be in place prior to initiation of other work in the wetted perimeter. 5. A sandbag revetment or similar device shall be installed at the bypass inlet to divert the entire flow through the bypass. 6. A sandbag revetment or similar device shall be installed at the downstream end of the bypass to prevent backwater from entering the work area. 7. The bypass shall be of sufficient size to pass all flows and debris for the duration of the project. Page 1 of 6 H Washington HYDRAULIC PROJECT APPROVAL North Puget Sound ' Department of 16018 Mill Creek Boulevard FISH and RCW 77.55.021-Appeal pursuant to Chapter 34.05 RCW Mill Creek,WA 98012-1296 WILDLIFE (425)775-1311 Issue Date:August 05, 2006 Control Number: 104542-2 Project Expiration Date: July 30, 2011 FPA/Public Notice#: N/A 8. Prior to releasing the water flow to the project area, all bank protection or armoring shall be completed. 9. Upon completion of the project, all material used in the temporary bypass shall be removed from the site and the site returned to preproject or improved conditions. 10. The permittee shall capture and safely move food fish, game fish, and other fish life from the job site. The permittee shall have fish capture and transportation equipment ready and on the job site. Captured fish shall be immediately and safely transferred to free-flowing water downstream of the project site. The permittee may request that WDFW assist in capturing and safely moving fish life from the job site to free-flowing water, and assistance may be granted if personnel are available. 11. Any device used for diverting water from a fish-bearing stream shall be equipped with a fish guard to prevent passage of fish into the diversion device pursuant to RCW 77.57.010 and 77.57.070. The pump intake shall be screened with 1/8-inch mesh to prevent fish from entering the system. The screened intake shall consist of a facility with enough surface area to ensure that the velocity through the screen is less than 0.4 feet per second. Screen maintenance shall be adequate to prevent injury or entrapment to juvenile fish and the screen shall remain in place whenever water is withdrawn from the stream through the pump intake. 12. The culvert shall be installed and maintained to ensure unimpeded fish passage. 13. The culvert shall be placed on a flat gradient with the bottom of the culvert placed below the level of the streambed a minimum of 20 percent of the culvert's height. The 20 percent placement below the streambed shall be measured at the culvert outlet. 14. The culvert width at the streambed shall be equal to or greater than the average width of the streambed. 15. The culvert shall be installed to maintain structural integrity to the 100-year peak flow with consideration of the debris likely to be encountered. 16. Fill associated with the culvert installation shall be protected from erosion to the 100-year peak flow. 17. The culvert shall be installed and maintained to avoid inlet scouring and to prevent erosion of stream banks downstream of the project. 18. The culvert facility shall be maintained by the City of Renton per RCW 77.57.030 to ensure continued, unimpeded fish passage. If the structure becomes a hindrance to fish passage, the City shall be responsible for obtaining an HPA and providing prompt repair. Financial responsibility for maintenance and repairs shall be that of the City. Page 2 of 6 Washington HYDRAULIC PROJECT APPROVAL North Puget Sound Department of 16018 Mill Creek Boulevard FISH and RCW 77.55.021-Appeal pursuant to Chapter 34.05 RCW Mill Creek,WA 98012-1296 WILDLIFE (425)775-1311 Issue Date:August 05, 2006 Control Number: 104542-2 Project Expiration Date: July 30, 2011 FPA/Public Notice#: N/A 19. Fish habitat components consisting of large woody material are required as part of the project to mitigate project impacts. These fish habitat components shall be undamaged coniferous materials a minimum of 20 inches diameter at breast height with all primary roots intact. They shall be installed to withstand 100-year peak flows and far enough out from the banks to provide properly functioning fish habitat, as shown in the approved mitigation plan (Provision 3). The permittee shall direct the contractor to consult with the WDFW AHB prior to installation of the woody material. 20. Disturbance of the streambed and banks and their associated vegetation shall be limited to that necessary to perform the project. Affected streambed and bank areas shall be restored to preproject or improved habitat configuration. Prior to December 31 of the year of project installation, the disturbed areas of vegetation shall be revegetated with native or other woody species approved by the WDFW Area Habitat Biologist (AHB) listed below. Vegetative cuttings shall be planted at a maximum interval of three feet (on center). Plantings shall be maintained as necessary for three years to ensure 80 percent or greater survival of each species or a contingency species approved by the AHB. 21. Equipment used for this project shall be free of external petroleum-based products while working around the stream. Accumulation of soils or debris shall be removed from the drive mechanisms (wheels, tires, tracks, etc.) and undercarriage of equipment prior to its working below the ordinary high water line. Equipment shall be checked daily for leaks and any necessary repairs shall be completed prior to commencing work activities along the stream. 22. If at any time, as a result of project activities, fish are observed in distress, a fish kill occurs, or water quality problems develop (including equipment leaks or spills), immediate notification shall be made to the Washington Emergency Management Division at 1-800-258-5990, and to the AHB. 23. Erosion control methods shall be used to prevent silt-laden water from entering the stream. These may include, but are not limited to, straw bales, filter fabric, temporary sediment ponds, check dams of pea gravel-filled burlap bags or other material, and/or immediate mulching of exposed areas. 24. Prior to starting work, the selected erosion control methods (Provision 23) shall be installed. Accumulated sediments shall be removed during the project and prior to removing the erosion control methods after completion of work. 25. Wastewater from project activities and water removed from within the work area shall be routed to an area landward of the OHWL to allow removal of fine sediment and other contaminants prior to being discharged to the stream or wetlands associated with the stream. 26. All waste material such as construction debris, silt, excess dirt or overburden resulting from this project shall be deposited above the limits of floodwater in an approved upland disposal site. Page 3 of 6 r Washington HYDRAULIC PROJECT APPROVAL North Puget Sound Department of 16018 Mill Creek Boulevard FISH and RCW 77.55.021-Appeal pursuant to Chapter 34.05 RCW Mill Creek,WA 98012-1296 WILDLIFE (425)775-1311 Issue Date:August 05, 2006 Control Number: 104542-2 Project Expiration Date: July 30, 2011 FPA/Public Notice#: N/A 27. If high flow conditions that may cause siltation are encountered during this project, work shall stop until the flow subsides. 28. Extreme care shall be taken to ensure that no petroleum products, hydraulic fluid, fresh cement, sediments, sediment-laden water, chemicals, or any other toxic or deleterious materials are allowed to enter or leach into the stream or wetlands associated with the stream. PROJECT LOCATIONS Location #1 SW 34th St. Culvert Replacement WORK START: August 07, 2006 IWORK END: July 30, 2011 WRIA: Waterbody: Tributary to: 09.0005 Spring Brook Creek Black River 1/4 SEC: Section: 1-wnship: Range: Latitude: Longitude: County: NE 1/4 2 N 04 E N 47.44931 W 122.22755 King Location#1 Driving Directions NOTES This HPA supersedes all previous HPAs issued for this project. Only the timing limitations in Provision 1 have been changed from the -01 version of the HPA. APPLY TO ALL HYDRAULIC PROJECT APPROVALS This Hydraulic Project Approval pertains only to those requirements of the Washington State Hydraulic Code, specifically Chapter 77.55 RCW(formerly RCW 77.20). Additional authorization from other public agencies may be necessary for this project. The person(s)to whom this Hydraulic Project Approval is issued is responsible for applying for and obtaining any additional authorization from other public agencies (local, state and/or federal)that may be necessary for this project. This Hydraulic Project Approval shall be available on the job site at all times and all its provisions followed by the person(s)to whom this Hydraulic Project Approval is issued and operator(s)performing the work. This Hydraulic Project Approval does not authorize trespass. The person(s)to whom this Hydraulic Project Approval is issued and operator(s)performing the work may be held liable for any loss or damage to fish life or fish habitat that results from failure to comply with the provisions of this Hydraulic Project Approval. Failure to comply with the provisions of this Hydraulic Project Approval could result in a civil penalty of up to one hundred dollars per day and/or a gross misdemeanor charge, possibly punishable by fine and/or imprisonment. All Hydraulic Project Approvals issued pursuant to RCW 77.55.021 (EXCEPT agricultural irrigation, stock watering or bank stabilization projects)or 77.55.141 are subject to additional restrictions, conditions or revocation if the Department of Fish and Wildlife determines that new biological or physical information indicates the need for such action. The person(s)to whom this Hydraulic Project Approval is issued has the right pursuant to Chapter 34.04 RCW to appeal Page 4 of 6 Department HYDRAULIC PROJECT APPROVAL North Puget Sound Department of 16018 Mill Creek Boulevard FISH and RCW 77.55.021-Appeal pursuant to Chapter 34.05 RCW Mill Creek,WA 98012-1296 WILDLIFE (425)775-1311 Issue Date:August 05, 2006 Control Number: 104542-2 Project Expiration Date:July 30,2011 FPA/Public Notice#: N/A such decisions. All agricultural irrigation, stock watering or bank stabilization Hydraulic Project Approvals issued pursuant to RCW 77.55.021 may be modified by the Department of Fish and Wildlife due to changed conditions after consultation with the person(s)to whom this Hydraulic Project Approval is issued: PROVIDED HOWEVER,that such modifications shall be subject to appeal to the Hydraulic Appeals Board established in RCW 77.55.301. APPEALS INFORMATION If you wish to appeal the issuance or denial of,or conditions provided in a Hydraulic Project Approval, there are informal and formal appeal processes available. A. INFORMAL APPEALS (WAC 220-110-340)OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW 77.55.021, 77.55.141, 77.55.181, and 77.55.291: A person who is aggrieved or adversely affected by the following Department actions may request an informal review of: (A)The denial or issuance of a Hydraulic Project Approval, or the conditions or provisions made part of a Hydraulic Project Approval; or (B)An order imposing civil penalties. A request for an INFORMAL REVIEW shall be in WRITING to the Department of Fish and Wildlife HPA Appeals Coordinator, 600 Capitol Way North, Olympia, Washington 98501-1091 and shall be RECEIVED by the Department within 30 days of the denial or issuance of a Hydraulic Project Approval or receipt of an order imposing civil penalties. If agreed to by the aggrieved party, and the aggrieved party is the Hydraulic Project Approval applicant, resolution of the concerns will be facilitated through discussions with the Area Habitat Biologist and his/her supervisor. If resolution is not reached, or the aggrieved party is not the Hydraulic Project Approval applicant, the Habitat Technical Services Division Manager or his/her designee shall conduct a review and recommend a decision to the Director or his/her designee. If you are not satisfied with the results of this informal appeal, a formal appeal may be filed. B. FORMAL APPEALS (WAC 220-110-350)OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW 77.55.021 (EXCEPT agricultural irrigation, stock watering or bank stabilization projects)or 77.55.291: A person who is aggrieved or adversely affected by the following Department actions may request a formal review of: (A)The denial or issuance of a Hydraulic Project Approval, or the conditions or provisions made part of a Hydraulic Project Approval; (B)An order imposing civil penalties; or (C)Any other'agency action'for which an adjudicative proceeding is required under the Administrative Procedure Act, Chapter 34.05 RCW. A request for a FORMAL APPEAL shall be in WRITING to the Department of Fish and Wildlife HPA Appeals Coordinator, shall be plainly labeled as'REQUEST FOR FORMAL APPEAL'and shall be RECEIVED DURING OFFICE HOURS by the Department at 600 Capitol Way North, Olympia, Washington 98501-1091,within 30-days of the Department action that is being challenged. The time period for requesting a formal appeal is suspended during consideration of a timely informal appeal. If there has been an informal appeal,the deadline for requesting a formal appeal shall be within 30-days of the date of the Department's written decision in response to the informal appeal. C. FORMAL APPEALS OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW 77.55.021 (agricultural irrigation, stock watering or bank stabilization only), 77.55.141, 77.55.181, or 77.55.241: A person who is aggrieved or adversely affected by the denial or issuance of a Hydraulic Project Approval, or the conditions or provisions made part of a Hydraulic Project Approval may request a formal appeal. The request for FORMAL APPEAL shall be in WRITING to the Hydraulic Appeals Board per WAC 259-04 at Environmental Hearings Office, 4224 Sixth Avenue SE, Building Two- Rowe Six, Lacey,Washington 98504; telephone 360/459-6327. D. FORMAL APPEALS OF DEPARTMENT ACTIONS TAKEN PURSUANT TO CHAPTER 43.21 L RCW: A person who is aggrieved or adversely affected by the denial or issuance of a Hydraulic Project Approval, or the conditions or provisions made part of a Hydraulic Project Approval may request a formal appeal. The FORMAL APPEAL shall be in accordance with the provisions of Chapter 43.21 L RCW and Chapter 199-08 WAC. The request for FORMAL APPEAL shall be in WRITING to the Environmental and Land Use Hearings Board at Environmental Hearings Office, Environmental and Land Use Hearings Board, 4224 Sixth Avenue SE, Building Two-Rowe Six, P.O. Box 40903, Lacey,Washington 98504; telephone 360/459-6327. Page 5 of 6 r. Washington HYDRAULIC PROJECT APPROVAL North Puget Sound Department of 16018 Mill Creek Boulevard FISH and RCW 77.55.021-Appeal pursuant to Chapter 34.05 RCW Mill Creek,WA 98012-1296 WILDLIFE (425)775-1311 Issue Date:August 05, 2006 Control Number: 104542-2 Project Expiration Date: July 30, 2011 FPA/Public Notice#: N/A E. FAILURE TO APPEAL WITHIN THE REQUIRED TIME PERIODS results in forfeiture of all appeal rights. If there is no timely request for an appeal, the department action shall be final and unappealable. ENFORCEMENT: Sergeant Chandler (34) P2 Habitat Biologist o✓ for Director Larry Fisher 425-649-7042 --- WDFW CC: Page 6 of 6 1 DEPARTMENT OF THE ARMY SEATTLE DISTRICT,CORPS OF ENGINEERS , rr P.O.BOX 3755 RECEIVED SEATTLE,WAS�II�jG� �98124-3755 �" REPLY TO OCT L / NOV 0 € 2006 ATTENTION OF AN -1TY OF RE TOI UTILITY SYS T,zM 1, Regulatory Branch City of Renton Mr. Allen Quynn 1055 South Grady Way Renton, Washington 98055 Reference: 200600350 Renton, City of ,rr Dear Mr. Quynn: W We have reviewed your application to replace four side-by-side, 72-inch diameter culverts with one 30x10-feet box culvert, divert streamflow during construction,place two pairs of rootwads and 277 cubic yards of gravel in the stream to reduce erosion potential and restore the .r stream channel, and temporarily impact 0.27 acres of wetland in Springbrook Creek at Renton, King County, Washington. Based on the information you provided to us,Nationwide Permit 3, Maintenance, Nationwide Permit 27, Stream and Wetland Restoration Activities, and as Nationwide Permit 33, Temporary Construction, Access, and Dewatering (Federal Register, January 15, 2002,Vol. 67,No. 10), authorize your proposal as depicted on the enclosed drawings dated December 2005. In order to ensure that this project is minimally impacting and meets the requirements of the nationwide permits (NWPs), the wetland temporarily impacted by construction must be restored as described in the mitigation plan entitled Conceptual Wetland Mitigation Plan dated February 2006. We are unable to determine whether or not your project requires individual Water Quality Certification(WQC) and a Coastal Zone Management(CZM) consistency determination response from the Washington State Department of Ecology(Ecology). Before you may proceed with the work authorized by this NWT, you must contact the following Ecology office regarding these requirements: Nationwide Permit Coordinator, Department of " Ecology, SEA Program, Post Office Box 47600, Olympia, Washington 98504-7600; telephone (360) 407-6926. If more than 180 days pass without Ecology responding to your individual WQC and CZM consistency determination concurrence request, your requirement to obtain an individual WQC and CZM consistency determination response becomes waived. You may then proceed to construction. We have reviewed your project pursuant to the requirements of the Endangered Species Act (ESA) and the Magnuson-Stevens Fishery Conservation and Management Act in regards to Essential Fish Habitat (EFH). We have determined that this project complies with the �r -2- '�► requirements of NWP National General Condition 11 and will not adversely affect EFH. A "No Effect"determination was made for listed threatened and endangered species because none occur in the project area, therefore no work windows have been assigned to this project. This verification is valid until the NWPs are modified,reissued, or revoked. All of the existing,NWPs are scheduled to be modified, reissued, or revoked prior to March 18, 2007. It is incumbent upon you to remain informed of changes to the NWPs. We will issue a public notice when the NWPs are reissued. Furthermore, if you commence or are under contract to commence this activity before the date that the relevant nationwide permits are modified or revoked, you will have twelve months from the date of the modification or revocation of the NWPs to complete the activity under the present terms and conditions of this nationwide permit. Failure to comply with all terms and conditions of the NWT verification invalidates this authorization and could result in a violation of Section 404 of the Clean Water Act and/or Section 10 of the 1899 Rivers and Harbors Act. Also, you must obtain all State and local permits that apply to this project. Upon completing the authorized work, you must fill out and return the enclosed Certificate of Compliance with Department of the Army Permit form. Thank you for your cooperation during the permit process. We are interested in your experience with our Regulatory a Program and encourage you to complete a customer service survey form. This form and information about our program is available on our website at: www.nws.usace.army.mil (select"Regulatory"and then"Regulatory/Permits"). +� If you have any questions about this letter, please contact me at(206) 766-6438 or via email at Amy.S.Klein(aDusace.army.mil. r Sincerely, Amy S. Klein, Project Manager North Application Review Section Enclosures r wr z z I Ow l��I 7K O� \ % W N U O U / Y U `1CQt1 1,"'222 N m V U \ O 2 Q ' OCJ O � U. — 1 p Ig st- TT- Ic U0 ra tJ 2 I I N I � Z Q :... 3 I • O o N 2 I� I ZOKW AD O() Project Name: SW 34th Street Culvert In: City of Renton Map Prepared: December Replacement Project At: Intersection of Springbrook Creek 2005 Purpose: To replace four, side—by—side and SW 34th St crossing 72—inch culverts with one, 30—foot by County of: King 10—foot, 4—sided box culvert State: WA e CITY OF y Datum: NAD27 Application by: RENTON -+ :w-..n�•=�- ,�,� Legal Description: T23N, R5E, NW 1/4, SW I/e f co f;nn 3n —4. NF 1/4 SF 1 14 of Tnnac Jb�tl 7M=a H3LM'F191113 90K1 Vls w 00K1 Y3S SM 13 09M V3S W s671 13 99"1 VLS 79 99"61 13 RNl Y15 7A7 OOFYI V15 � � n � a 90'Q 13 II II II I' Y OSKI Y's W WYC 9.5 $ Z N S Z ck:~ 0 C> O 0' V w a W < N N ca OOKI qs GOU Vls Ya U61 13 KKl V3S]13 6+ IWA V M A my\�I a�v t�ifTCel .3 l Pr Name: SW 34th Street Culvert In: City of Renton Map Prepared: Decembe Re, iment Project At: Intersection of Springbrook Creek 'urpose: To replace four, side—by—side and SW 34th St crossing '2—inch culverts with one, 30—foot by County of: King 0—foot, 4—sided box culvert State: WA �..� CITY OF Datum: NAD27 Application by: RENTON egal Description: T23N, R5E, NW 1/4, SW /. 11 — —/1 -1 T----D_C�� a 5 @a rt M F1 L 1 II Z WK Ilk W CO2 N S' vo 3S-0 Project Name: SW 34th Street Culvert In: City of Renton Map Prepared: December Replacement Project At: Intersection of Springbrook Creek 2005 Purpose: To replace four, side—by—side and SW 34th St crossing 72—inch culverts with one, 30—toot by County of: King 10—foot, 4—sided box culvert State: WA CITY Of r Datum: NA027 Application by: RENTON Legal Description: T23N, RSE, NW 1/4, SW N� 44ZllU��W � W � V+ ��``��,, ° Vf Waco Z N mg �o� mQ° G.� 3 Oa:a `,o(( r w rn (i NSW �O Z W MN N I's Q�� U� m_ Z�QOZdZZ, W o xo emu, t a� �� ZZZ dZ cn r' �N oQ {�y>►�� OQ ar3 °Bc�za _ W =>' dm �wcl- z N M Z I N N rn W SE I n c" :2 r 10 _ Zw ac Z Z cn 3 �•W Z W o� _ Z ` E In: of Renton Map Prepared: December i P--'-d Name: SW 34th Street Culvert City xment Project At Intersection of Springbrook Creek 2005 _.4m To replace four, side—by—side and SW 34th St crossing 72—inch cuhwb with one, 30--foot. by County of: long 10—foot, 4—sided box culvert State: WA CRY OF i Datum: NAD27 �0t10n RENTON Legal Description: T23N, RSE, NW 1/4, SW 1/4 of Section 30. and NE 1/4, SE 1/4 of JUM& T • r Irm ZD axM wx CIA i srntyot °' S.W. 34 SW 341 p92 CCw aim ( _ �� .' `moo, w N m �i WW • 3 N 1 C3 6 N Z I 13 ° KING COUNlY DRAINAGE WRICT 1 Raw 1 N 11 I 5 . Project Name: SW 34th Street Culvert In: City of Renton Map Prepared: Decembe, Replacement Project At: Intersection of Springbrook Creek 2005 Purpose: To replace four, side—by—side and SW 34th St crossing 72—inch culverts with one, 30—foot by County of: IOng N _ 10—foo4 4-4ded box culvert State: WA CITY OF F R=1 Datum: NAD27 Application by: OR RENTON Legal Description: T23N, R5E, NW 1/4, SW 4/A _t c_..+:..., In —A NF 1/L CF 7/L of I s - �� 1 I � I �2 a 011 9 ° ° pp_ co co q 1c �.Y'".. W � M M II � 0=W j■j Rw• � ;559 _ m _ r MWE vE LLK 99A 0 15 sw__34TM STREET � J b IC �n9�5 nam oAe aw rpw �.. a� ° oAC aw A!4 HH}OE ART N qj WNJC r _ MOM UU ID m cc p.W W W o I J a do01 ODD 2 I Name: SW 34th Street Culvert In: City of Renton 2o � Pa�' December 11%..10"ent Project At: Intersection of Springbrook Creek I Purpose: To replace four, side—by—side and SW 34th St crossing } 72—inch culverts with one, 30—foot by County of: &g N 10—foot, 4-3ided box culvert State: WA CITY OF Datum: NAD27 Application by. AeR RENTON �" ' mil fl—infirm- TIAN RAF. NW 1/4- SW in NATIONWIDE PERMIT 3 Army Corps of Engineers Terms and Conditions of c •• Seattle District Effective Date: March 18,2002 A. Description of Authorized Activities—page 1 ,l. B. Corps Regional Specific Conditions for this NWP—page 2 ..� C. EPA,Puyallup Tribe and Chehalis Tribe WQC Conditions for this NWP—page 3 D. State WQC Conditions for this NWP—page 3 r E. State CZM Consistency Determination Conditions for this NWP—page 4 •• F. Corps National General Conditions for all NWPs—page 4 G. Corps Regional General Conditions for all NWPs—page 11 H. Additional Limitations on the Use of NWPs—page 13 .. I. Further Information—page 13 In addition to any special condition that may be required on a case-by-case basis by the District Engineer, the following terms and conditions must be met, as applicable, for a Nationwide Permit 3 authorization to be valid in Washington State. -� A. DESCRIPTION OF AUTHORIZED ACTIVITIES Maintenance. Activities related to: +r (i) The repair,rehabilitation,or replacement of any previously authorized,currently serviceable,structure, or fill,or of any currently serviceable structure or fill authorized by 33 CFR 330.3,provided that the structure or fill is not to be put to uses differing from those uses specified or contemplated for it in the original permit or the most recently authorized modification. Minor deviations in the structure's configuration or filled area including those due to changes in materials,construction techniques,or current construction codes or safety standards which are necessary to make repair,rehabilitation,or ,r replacement,are permitted,provided the adverse environmental effects resulting from such repair, rehabilitation,or replacement are minimal. Currently serviceable means useable as is or with some maintenance,but not so degraded as to essentially require reconstruction. This NWP authorizes the repair,rehabilitation,or replacement of those structures or fills destroyed or damaged by storms, floods,fire,or other discrete events,provided the repair,rehabilitation,or replacement is commenced, .n ,err or is under contract to commence,within two years of the date of their destruction or damage. In cases ar of catastrophic events,such as hurricanes or tornadoes,this two-year limit may be waived by the District Engineer,provided the permittee can demonstrate funding,contract,or other similar delays. (ii) Discharges of dredged or fill material,including excavation,into all waters of the US to remove W accumulated sediments and debris in the vicinity of,and within,existing structures(e.g.,bridges, culverted road crossings,water intake structures,etc.)and the placement of new or additional riprap to protect the structure,provided the permittee notifies the District Engineer in accordance with General Condition 13. The removal of sediment is limited to the minimum necessary to restore the waterway in the immediate vicinity of the structure to the approximate dimensions that existed when the structure was built,but cannot extend further than 200 feet in any direction from the structure. The placement of so riprap must be the minimum necessary to protect the structure or to ensure the safety of the structure. All excavated materials must be deposited and retained in an upland area unless otherwise specifically approved by the District Engineer under separate authorization. Any bank stabilization measures not directly associated with the structure will require a separate authorization from the District Engineer. (Sections 10 and 404) (iii) REVOKED r This permit does not authorize maintenance dredging for the primary purpose of navigation and beach restoration. This permit does not authorize new stream channelization or stream relocation projects. Any work authorized by this permit must not cause more than minimal degradation of water quality, more than minimal changes to the flow characteristics of the stream,or increase flooding(See General Conditions 9 and 21). (Sections 10 and 404) NOTE: This NWP authorizes the repair,rehabilitation,or replacement of any previously authorized structure or fill that does not qualify for the Section 404(f)exemption for maintenance. B. CORPS REGIONAL CONDITIONS FOR THIS NWP Regional Condition for NWP 3(i)—Maintenance,Repair The repair or replacement of existing permitted bank protection must incorporate the least environmentally damaging practicable methods. These methods include but are not limited to the use of bioengineering, biotechnical design,root wads, large woody debris,native plantings,and fish friendly riprap designs. Regional Condition for NWP 3(ii)—Sediment Removal,Riprap Placement The permittee must avoid and minimize discharges into waters of the United States at the project site to the maximum extent practicable,and the "Notification"must include a written justification to the District Engineer detailing compliance with this condition. To enable the Corps in making this determination,the notification must include the following assessments: • a. Why the discharge must occur in waters of the United States and why avoidance or additional minimization cannot be achieved. b. How the proposed project incorporates least environmentally damaging practicable bank protection methods. These methods include but are not limited to the use of bioengineering,biotechnical design, root wads,large woody debris,native plantings,and fish friendly riprap designs. rill 2 as •0 C. EPA, Puyallup Tribe and Chehalis Tribe WQC CONDITIONS FOR THIS NWP "r EPA,Puyallup Tribe and Chehalis Tribe water quality certification(WQC)has been denied without prejudice. An individual WQC is required for all Section 404 activities. D. STATE WQC CONDITIONS FOR THIS NWP �r State WQC has been partially denied without prejudice for this permit. An individual 401 Certification is required for projects or activities authorized under this NWP if the project/activity will likely result in any of the following adverse effects: *■ 1. The project or activity will likely cause or contribute to an exceedance of a State water quality standard (WAC 173-201 A)or sediment quality standard(WAC 173-204). The requirement to obtain an individual 401 certification shall not apply to projects or activities that are carried out in accordance with the following permits, r approvals,or management practices. These projects are presumed to comply with state water quality standards including state sediment management standards: a. Projects or activities where the discharges authorized under this NWP are explicitly authorized or .a covered by a National Pollutant Discharge Elimination System permit. b. Projects,activities or portions of projects or activities designed,constructed and maintained in accordance with the stormwater standards and practices contained in the most current version of Ecology's '~ Stormwater Manual or an Ecology approved equivalent. c. For WSDOT in-water or over-water construction and maintenance activities,an individual 401 r certification is not required for those projects carried out in compliance with 2 through 4 below and the Ecology approved Implementing Agreement regarding compliance with the state of Washington Surface Water Quality Standards. Compliance with this condition will be determined through receipt of a signed statement by the WSDOT project engineer or maintenance supervisor,guaranteeing that the project will meet the latest Ecology approved Water Quality Implementing Agreement for work In-Water. This statement shall be sent to the Corps of Engineers ■. along with the JARPA application. 2. For projects/activities not designed in accordance with either Ecology's stormwater manual or an Ecology approved equivalent,or for projects where there is credible site specific information which indicates that the permits,approvals,or management practices identified above will not be sufficient to meet state water quality standards,the applicant may provide documentation with the application that the project/activity will otherwise comply with state water quality standards. An individual 401 Certification is required for projects which are unable to provide documentation that the project/activity will otherwise comply with state water quality standards. 3. Projects or activities that cause or contribute to a discharge to a waterbody on the state's list of impaired waterbodies [i.e.,the 303(d)list] and the discharge may result in further exceedances of a specific parameter the waterbody is listed for. The current list of 303(d)-listed waterbodies is available on Ecology's web site at http://Www.ecy.wa.gov/programs/wq/303d/1998/wrias/1998_water_segs pdf or by contacting Ecology's Federal Permits staff. s NOTE: An individual 401 Certification will not be required if the applicant provides documentation showing that the project or activity will either not result in a discharge containing the listed parameter or, if present,the parameter will not contribute to an increased impairment of the waterbody. 4. Projects that do not incorporate structures and/or modifications beneficial for fish or wildlife habitat(e.g., soil bioengineering,biotechnical design, rock barbs,etc.). r 3 a NOTE:An individual 401 certification will not be required if the project/activity is designed and constructed in it accordance to guidelines developed by the Washington State Department of Fish and Wildlife. E. STATE CZM CONSISTENCY DETERMINATION CONDITIONS FOR THIS NWP The Coastal Zone Management(CZM)Consistency Determination has been partially denied without prejudice for this NWP. An individual CZM Consistency Response must be obtained for projects requiring individual 401 Certification and located within counties in the coastal zone. F. CORPS NATIONAL GENERAL CONDITIONS FOR ALL NWPs 1. Navigation. No activity may cause more than a minimal adverse effect on navigation. 2. Proper Maintenance. Any structure or fill authorized shall be properly maintained,including maintenance to ensure public safety. 3. Soil Erosion and Sediment Controls. Appropriate soil erosion and sediment controls must be used and maintained in effective operating condition during construction,and all exposed soil and other fills,as well as any work ■r below the ordinary high water mark or high tide line,must be permanently stabilized at the earliest practicable date. Permittees are encouraged to perform work within waters of the United States during periods of low-flow or no-flow. 4. Aquatic Life Movements. No activity may substantially disrupt the necessary life-cycle movements of those • species of aquatic life indigenous to the waterbody,including those species that normally migrate through the area, unless the activity's primary purpose is to impound water. Culverts placed in streams must be installed to maintain low flow conditions. ri 5. Equipment. Heavy equipment working in wetlands must be placed on mats,or other measures must be taken to minimize soil disturbance. r 6. Regional and Case-By-Case Conditions. The activity must comply with any regional conditions that may have been added by the Division Engineer(see 33 CFR 330.4(e))and with any case specific conditions added by the Corps or by the state or tribe in its Section 401 Water Quality Certification and Coastal Zone Management Act +rr consistency determination. 7. Wild and Scenic Rivers. No activity may occur in a component of the National Wild and Scenic River System;or in a river officially designated by Congress as a"study river"for possible inclusion in the system,while the river is in an official study status;unless the appropriate Federal agency,with direct management responsibility for such river,has determined in writing that the proposed activity will not adversely affect the Wild and Scenic River designation,or study status. Information on Wild and Scenic Rivers may be obtained from the appropriate Federal land management agency in the area(e.g.,National Park Service,U.S.Forest Service,Bureau of Land Management,U.S. Fish and Wildlife Service). 8. Tribal Rights. No activity or its operation may impair reserved tribal rights,including,but not limited to, reserved water rights and treaty fishing and hunting rights. 9. Water Quality. r (a) In certain states and tribal lands an individual 401 Water Quality Certification must be obtained or waived(See 33 CFR 330.4(c)). (b) For NWPs 12, 14, 17, 18,32,39,40,42,43,and 44,where the state or tribal 401 certification(either generically or individually)does not require or approve water quality management measures,the permittee must provide water quality management measures that will ensure that the authorized work does not result in more than 4 r minimal degradation of water quality(or the Corps determines that compliance with state or local standards,where applicable,will ensure no more than minimal adverse effect on water quality). An important component of water quality management includes stormwater management that minimizes degradation of the downstream aquatic system, including water quality(refer to General Condition 21 for stormwater management requirements). Another important 'r component of water quality management is the establishment and maintenance of vegetated buffers next to open waters,including streams(refer to General Condition 19 for vegetated buffer requirements for the NWPs). This condition is only applicable to projects that have the potential to affect water quality. While appropriate measures must s. be taken,in most cases it is not necessary to conduct detailed studies to identify such measures or to require monitoring. 10. Coastal Zone Management. In certain states,an individual state coastal zone management consistency w concurrence must be obtained or waived(see 33 CFR 330.4(d)). 11. Endangered Species. s (a) No activity is authorized under any NWP which is likely to jeopardize the continued existence'of a threatened or endangered species or a species proposed for such designation,as identified under the Federal Endangered Species Act(ESA),or which will destroy or adversely modify the critical habitat of such species. Non- 9W federal permittees shall notify the District Engineer if any listed species or designated critical habitat might be affected or is in the vicinity of the project,or is located in the designated critical habitat and shall not begin work on the activity until notified by the District Engineer that the requirements of the ESA have been satisfied and that the activity is ow authorized. For activities that may affect Federally-listed endangered or threatened species or designated critical habitat,the notification must include the name(s)of the endangered or threatened species that may be affected by the proposed work or that utilize the designated critical habitat that may be affected by the proposed work. As a result of formal or informal consultation with the FWS or NMFS the District Engineer may add species-specific regional endangered species conditions to the NWPs. (b) Authorization of an activity by a NWP does not authorize the"take"of a threatened or endangered species as defined under the ESA. In the absence of separate authorization(e.g.,an ESA Section 10 Permit,a Biological Opinion with"incidental take"provisions,etc.)from the USFWS or the NMFS,both lethal and non-lethal "takes"of protected species are in violation of the ESA. Information on the location of threatened and endangered species and their critical habitat can be obtained directly from the offices of the USFWS and NMFS or their world wide web pages at http://www.fws.gov/r9endspp/endspp.html and http://www.nmfs.noaa.gov/prot res/overview/es.html respectively. 12. Historic Properties. No activity which may affect historic properties listed,or eligible for listing,in the National Register of Historic Places is authorized,until the District Engineer has complied with the provisions of 33 CFR part 325,Appendix C. The prospective permittee must notify the District Engineer if the authorized activity may affect any historic properties listed,determined to be eligible,or which the prospective permittee has reason to believe +■ may be eligible for listing on the National Register of Historic Places,and shall not begin the activity until notified by the District Engineer that the requirements of the National Historic Preservation Act have been satisfied and that the activity is authorized. Information on the location and existence of historic resources can be obtained from the State +� Historic Preservation Office and the National Register of Historic Places(see 33 CFR 330.4(g)). For activities that may affect historic properties listed in,or eligible for listing in,the National Register of Historic Places,the notification must state which historic property may be affected by the proposed work or include a vicinity map indicating the location of the historic property. rr 13. Notification. (a) Timing: Where required by the terms of the NWP,the prospective permittee must notify the District Engineer with a preconstruction notification(PCN)as early as possible. The District Engineer must determine if the notification is complete within 30 days of the date of receipt and can request additional information necessary to make the PCN complete only once. However,if the prospective permittee does not provide all of the requested information, w then the District Engineer will notify the prospective permittee that the notification is still incomplete and the PCN review process will not commence until all of the requested information has been received by the District Engineer. The prospective permittee shall not begin the activity: 5 (1) Until notified in writing by the District Engineer that the activity may proceed under the NWP with s any special conditions imposed by the District or Division Engineer;or (2) If notified in writing by the District or Division Engineer that an Individual Permit is required;or (3) Unless 45 days have passed from the District Engineer's receipt of the complete notification and the prospective permittee has not received written notice from the District or Division Engineer. Subsequently,the permittee's right to proceed under the NWP may be modified,suspended,or revoked only in accordance with the procedure set forth in 33 CFR 330.5(d)(2). (b) Contents of Notification: The notification must be in writing and include the following information: (1) Name,address and telephone numbers of the prospective permittee; (2) Location of the proposed project; (3) Brief description of the proposed project;the project's purpose;direct and indirect adverse environmental effects the project would cause;any other NWP(s),Regional General Permit(s),or Individual Permit(s) used or intended to be used to authorize any part of the proposed project or any related activity. Sketches should be provided when necessary to show that the activity complies with the terns of the NWT(Sketches usually clarify the project and when provided result in a quicker decision.); (4) For NWPs 7, 12, 14, 18,21,34,38,39,40,41,42,and 43,the PCN must also include a delineation of affected special aquatic sites,including wetlands,vegetated shallows(e.g.,submerged aquatic vegetation,seagrass beds),and riffle and pool complexes(see paragraph 13(f)); (5) For NWP 7(Outfall Structures and Maintenance),the PCN must include information regarding the original design capacities and configurations of those areas of the facility where maintenance dredging or excavation is proposed; (6) For NWP 14(Linear Transportation Projects),the PCN must include a compensatory mitigation proposal to offset permanent losses of waters of the US and a statement describing how temporary losses of waters of the US will be minimized to the maximum extent practicable; • (7) For NWP 21 (Surface Coal Mining Activities),the PCN must include an Office of Surface Mining (OSM)or state-approved mitigation plan,if applicable. To be authorized by this NWP,the District Engineer must arr determine that the activity complies with the terms and conditions of the NWP and that the adverse environmental effects are minimal both individually and cumulatively and must notify the project sponsor of this determination in writing; ar (8) For NWP 27(Stream and Wetland Restoration Activities),the PCN must include documentation of the prior condition of the site that will be reverted by the permittee; (9) For NWP 29(Single-Family Housing),the PCN must also include: (i) Any past use of this NWP by the Individual Permittee and/or the permittee's spouse; �1 (ii) A statement that the single-family housing activity is for a personal residence of the permittee; (iii) A description of the entire parcel,including its size,and a delineation of wetlands. For the purpose of this NWP,parcels of land measuring 1/4-acre or less will not require a formal on-site delineation. However, the applicant shall provide an indication of where the wetlands are and the amount of wetlands that exists on the property. For parcels greater than 1/4-acre in size,formal wetland delineation must be prepared in accordance with the current method required by the Corps.(See paragraph 13(f)); 6 Am .. (iv) A written description of all land(including,if available,legal descriptions)owned by the prospective permittee and/or the prospective permittee's spouse,within a one mile radius of the parcel,in any form of ownership(including any land owned as a partner,corporation,joint tenant,co-tenant,or as a tenant-by-the-entirety) w and any land on which a purchase and sale agreement or other contract for sale or purchase has been executed; (10) For NWP 31 (Maintenance of Existing Flood Control Facilities),the prospective permittee must either notify the District Engineer with a PCN prior to each maintenance activity or submit a five year(or less) .• maintenance plan. In addition,the PCN must include all of the following: (i) Sufficient baseline information identifying the approved channel depths and configurations and r existing facilities. Minor deviations are authorized,provided the approved flood control protection or drainage is not increased; (ii) A delineation of any affected special aquatic sites,including wetlands;and, s.r (iii) Location of the dredged material disposal site; IV (11) For NWP 33(Temporary Construction,Access,and Dewatering),the PCN must also include a restoration plan of reasonable measures to avoid and minimize adverse effects to aquatic resources; (12) For NWPs 39,43 and 44,the PCN must also include a written statement to the District Engineer r explaining how avoidance and minimization for losses of waters of the US were achieved on the project site; (13) For NWP 39 and NWP 42,the PCN must include a compensatory mitigation proposal to offset losses of waters of the US or justification explaining why compensatory mitigation should not be required. For discharges that cause the loss of greater than 300 linear feet of an intermittent stream bed,to be authorized,the District Engineer must determine that the activity complies with the other terms and conditions of the NWP,determine adverse environmental effects are minimal both individually and cumulatively,and waive the limitation on stream impacts in „�. writing before the permittee may proceed; (14) For NWP 40(Agricultural Activities),the PCN must include a compensatory mitigation proposal to offset losses of waters of the US. This NWP does not authorize the relocation of greater than 300 linear-feet of existing serviceable drainage ditches constructed in non-tidal streams unless,for drainage ditches constructed in intermittent non-tidal streams,the District Engineer waives this criterion in writing,and the District Engineer has determined that the project complies with all terms and conditions of this NWP,and that any adverse impacts of the project on the „w aquatic environment are minimal,both individually and cumulatively; (15) For NWP 43 (Stormwater Management Facilities),the PCN must include,for the construction of new stormwater management facilities,a maintenance plan(in accordance with state and local requirements,if applicable)and a compensatory mitigation proposal to offset losses of waters of the US. For discharges that cause the loss of greater than 300 linear feet of an intermittent stream bed,to be authorized,the District Engineer must determine that the activity complies with the other terms and conditions of the NWP,determine adverse environmental effects are minimal both individually and cumulatively,and waive the limitation on stream impacts in writing before the permittee may proceed; (16) For NWP 44(Mining Activities),the PCN must include a description of all waters of the US OW adversely affected by the project,a description of measures taken to minimize adverse effects to waters of the US,a description of measures taken to comply with the criteria of the NWP,and a reclamation plan(for all aggregate mining activities in isolated waters and non-tidal wetlands adjacent to headwaters and any hard rock/mineral mining activities); ar (17) For activities that may adversely affect Federally-listed endangered or threatened species,the PCN must include the name(s)of those endangered or threatened species that may be affected by the proposed work or utilize the designated critical habitat that may be affected by the proposed work;and ar rw 7 r (18) For activities that may affect historic properties listed in,or eligible for listing in,the National Register of Historic Places,the PCN must state which historic property may be affected by the proposed work or include a vicinity map indicating the location of the historic property. (c) Form of Notification: The standard Individual Permit application form(Form ENG 4345)may be used as the notification but must clearly indicate that it is a PCN and must include all of the information required in(b)(1)- (18)of General Condition 13. A letter containing the requisite information may also be used. (d) District Engineer's Decision: In reviewing the PCN for the proposed activity,the District Engineer will determine whether the activity authorized by the NWP will result in more than minimal individual or cumulative adverse environmental effects or may be contrary to the public interest. The prospective permittee may submit a proposed mitigation plan with the PCN to expedite the process. The District Engineer will consider any proposed compensatory mitigation the applicant has included in the proposal in determining whether the net adverse environmental effects to the aquatic environment of the proposed work are minimal. If the District Engineer determines that the activity complies with the terms and conditions of the NWP and that the adverse effects on the aquatic environment are minimal,after considering mitigation,the District Engineer will notify the permittee and include any conditions the District Engineer deems necessary. The District Engineer must approve any compensatory mitigation proposal before the permittee commences work. If the prospective permittee is required to submit a compensatory mitigation proposal with the PCN,the proposal may be either conceptual or detailed. If the prospective permittee elects to submit a compensatory mitigation plan with the PCN,the District Engineer will expeditiously review the proposed compensatory mitigation plan. The District Engineer must review the plan within 45 days of receiving a complete PCN and determine whether the conceptual or specific proposed mitigation would ensure no more than minimal adverse effects on the aquatic environment. If the net adverse effects of the project on the aquatic environment(after consideration of the compensatory mitigation proposal)are determined by the District Engineer to be minimal,the District Engineer will provide a timely written response to the applicant. The response will state that the project can proceed under the terms and conditions of the NWP. If the District Engineer determines that the adverse effects of the proposed work are more than minimal,then the District Engineer will notify the applicant either: (1)That the project does not qualify for authorization under the NWP and instruct the applicant on the procedures to seek authorization under an Individual Permit;(2)that the project is authorized under the NWP subject to the applicant's submission of a mitigation proposal that would reduce the adverse effects on the aquatic environment to the minimal level;or(3)that the project is authorized under the NWP with specific modifications or conditions. Where the District Engineer determines that mitigation is required to ensure no more than minimal adverse effects occur to the aquatic environment,the activity will be authorized within the 45-day PCN period. The authorization will include the +� necessary conceptual or specific mitigation or a requirement that the applicant submit a mitigation proposal that would reduce the adverse effects on the aquatic environment to the minimal level. When conceptual mitigation is included,or a mitigation plan is required under item(2)above,no work in waters of the US will occur until the District Engineer has approved a specific mitigation plan. (e) Agency Coordination: The District Engineer will consider any comments from Federal and state agencies concerning the proposed activity's compliance with the terms and conditions of the NWPs and the need for M mitigation to reduce the project's adverse environmental effects to a minimal level. For activities requiring notification to the District Engineer that result in the loss of greater than 1/2-acre of waters of the US,the District Engineer will provide immediately(e.g.,via facsimile transmission,overnight mail,or other expeditious manner)a copy to the appropriate Federal or state offices(USFWS,state natural resource or water quality agency,EPA,State Historic Preservation Officer(SHPO),and,if appropriate,the NMFS). With the exception of NWP 37,these agencies will then have 10 calendar days from the date the material is transmitted to telephone or fax the District Engineer notice that they intend to provide substantive,site-specific comments. If so contacted by an agency,the District Engineer will wait an • additional 15 calendar days before making a decision on the notification. The District Engineer will fully consider agency comments received within the specified time frame,but will provide no response to the resource agency,except as provided below. The District Engineer will indicate in the administrative record associated with each notification that the resource agencies'concerns were considered. As required by section 305(b)(4)(B)of the Magnuson-Stevens Fishery Conservation and Management Act,the District Engineer will provide a response to NMFS within 30 days of receipt of any Essential Fish Habitat conservation recommendations. Applicants are encouraged to provide the Corps multiple copies of notifications to expedite agency notification. �i 8 .. (f) Wetland Delineations: Wetland delineations must be prepared in accordance with the current method required by the Corps(For NWP 29 see paragraph(b)(9)(iii)for parcels less than(I/4-acre in size). The permittee may ask the Corps to delineate the special aquatic site. There may be some delay if the Corps does the delineation. Furthermore,the 45-day period will not start until the wetland delineation has been completed and submitted to the '� Corps,where appropriate. 14. Compliance Certification. Every permittee who has received NWP verification from the Corps will submit ■r a signed certification regarding the completed work and any required mitigation. The certification will be forwarded by the Corps with the authorization letter and will include: (a) A statement that the authorized work was done in accordance with the Corps authorization,including any rr general or specific conditions; (b) A statement that any required mitigation was completed in accordance with the permit conditions;and «r (c) The signature of the permittee certifying the completion of the work and mitigation. 15. Use of Multiple Nationwide Permits. The use of more than one NWP for a single and complete project is r prohibited,except when the acreage loss of waters of the US authorized by the NWPs does not exceed the acreage limit of the NWP with the highest specified acreage limit(e.g.if a road crossing over tidal waters is constructed under NWP 14,with associated bank stabilization authorized by NWP 13,the maximum acreage loss of waters of the US for rr the total project cannot exceed 1/3-acre). 16. Water Supply Intakes. No activity,including structures and work in navigable waters of the US or discharges of dredged or fill material,may occur in the proximity of a public water supply intake except where the activity is for repair of the public water supply intake structures or adjacent bank stabilization. 17. Shellfish Beds. No activity,including structures and work in navigable waters of the US or discharges of r dredged or fill material,may occur in areas of concentrated shellfish populations,unless the activity is directly related to a shellfish harvesting activity authorized by NWP 4. 18. Suitable Material. No activity, including structures and work in navigable waters of the US or discharges of dredged or fill material,may consist of unsuitable material(e.g.,trash,debris,car bodies,asphalt,etc.)and material . used for construction or discharged must be free from toxic pollutants in toxic amounts(see section 307 of the CWA). rr 19. Mitigation. The District Engineer will consider the factors discussed below when determining the acceptability of appropriate and practicable mitigation necessary to offset adverse effects on the aquatic environment that are more than minimal. r (a) The project must be designed and constructed to avoid and minimize adverse effects to waters of the US to the maximum extent practicable at the project site(i.e.,on site). +r (b) Mitigation in all its forms(avoiding,minimizing,rectifying,reducing or compensating)will be required to the extent necessary to ensure that the adverse effects to the aquatic environment are minimal. (c) Compensatory mitigation at a minimum one-for-one ratio will be required for all wetland impacts r requiring a PCN,unless the District Engineer determines in writing that some other form of mitigation would be more environmentally appropriate and provides a project-specific waiver of this requirement. Consistent with National policy,the District Engineer will establish a preference for restoration of wetlands as compensatory mitigation,with sr preservation used only in exceptional circumstances. (d) Compensatory mitigation(i.e.,replacement or substitution of aquatic resources for those impacted)will not be used to increase the acreage losses allowed by the acreage limits of some of the NWPs. For example, 1/4-acre of +r wetlands cannot be created to change a 3/4-acre loss of wetlands to a 1/2-acre loss associated with NWP 39 verification. However, 1/2-acre of created wetlands can be used to reduce the impacts of a 1/2-acre loss of wetlands to the minimum impact level in order to meet the minimal impact requirement associated with NWPs. r 9 r r (e) To be practicable,the mitigation must be available and capable of being done considering costs,existing 4, technology,and logistics in light of the overall project purposes. Examples of mitigation that may be appropriate and practicable include,but are not limited to: reducing the size of the project;establishing and maintaining wetland or upland vegetated buffers to protect open waters such as streams;and replacing losses of aquatic resource functions and to values by creating,restoring,enhancing,or preserving similar functions and values,preferably in the same watershed. (f) Compensatory mitigation plans for projects in or near streams or other open waters will normally include a requirement for the establishment,maintenance,and legal protection(e.g.,easements,deed restrictions)of vegetated IN buffers to open waters. In many cases,vegetated buffers will be the only compensatory mitigation required. Vegetated buffers should consist of native species. The width of the vegetated buffers required will address documented water quality or aquatic habitat loss concerns. Normally,the vegetated buffer will be 25 to 50 feet wide on each side of the stream,but the District Engineers may require slightly wider vegetated buffers to address documented water quality or habitat loss concerns. Where both wetlands and open waters exist on the project site,the Corps will determine the appropriate compensatory mitigation(e.g.,stream buffers or wetlands compensation)based on what is best for the aquatic environment on a watershed basis. In cases where vegetated buffers are determined to be the most appropriate M form of compensatory mitigation,the District Engineer may waive or reduce the requirement to provide wetland compensatory mitigation for wetland impacts. (g) Compensatory mitigation proposals submitted with the"notification"may be either conceptual or detailed. If conceptual plans are approved under the verification,then the Corps will condition the verification to require detailed plans be submitted and approved by the Corps prior to construction of the authorized activity in waters of the US. (h) Permittees may propose the use of mitigation banks,in-lieu fee arrangements or separate activity-specific compensatory mitigation. In all cases that require compensatory mitigation,the mitigation provisions will specify the party responsible for accomplishing and/or complying with the mitigation plan. i 20. Spawning Areas. Activities,including structures and work in navigable waters of the US or discharges of dredged or fill material,in spawning areas during spawning seasons must be avoided to the maximum extent practicable. Activities that result in the physical destruction(e.g.,excavate,fill,or smother downstream by substantial turbidity)of an important spawning area are not authorized. 21. Management of Water Flows. To the maximum extent practicable,the activity must be designed to maintain preconstruction downstream flow conditions(e.g.,location,capacity,and flow rates). Furthermore,the activity must not permanently restrict or impede the passage of normal or expected high flows(unless the primary purpose of the fill is to impound waters)and the structure or discharge of dredged or fill material must withstand expected high flows. The activity must,to the maximum extent practicable,provide for retaining excess flows from the site,provide for maintaining surface flow rates from the site similar to preconstruction conditions,and provide for not increasing water flows from the project site,relocating water,or redirecting water flow beyond preconstruction conditions. Stream channelizing will be reduced to the minimal amount necessary,and the activity must,to the maximum extent practicable,reduce adverse effects such as flooding or erosion downstream and upstream of the project site,unless the activity is part of a larger system designed to manage water flows. In most cases,it will not be a requirement to conduct detailed studies and monitoring of water flow. This condition is only applicable to projects that have the potential to affect waterflows. While appropriate measures must be taken, it is not necessary to conduct detailed studies to identify such measures or require monitoring to ensure their effectiveness. Normally,the Corps will defer to state and local authorities regarding management of water flow. 22. Adverse Effects From Impoundments. If the activity creates an impoundment of water,adverse effects to the aquatic system due to the acceleration of the passage of water,and/or the restricting its flow shall be minimized to the maximum extent practicable. This includes structures and work in navigable waters of the US,or discharges of dredged or fill material. 23. Waterfowl Breeding Areas. Activities,including structures and work in navigable waters of the US or discharges of dredged or fill material, into breeding areas for migratory waterfowl must be avoided to the maximum extent practicable. 10 rw 24. Removal of Temporary Fills. Any temporary fills must be removed in their entirety and the affected areas returned to their preexisting elevation. 25. Designated Critical Resource Waters. Critical resource waters include,NOAA-designated marine .r sanctuaries,National Estuarine Research Reserves,National Wild and Scenic Rivers,critical habitat for Federally listed threatened and endangered species,coral reefs,state natural heritage sites,and outstanding national resource waters or other waters officially designated by a state as having particular environmental or ecological significance and identified «r by the District Engineer after notice and opportunity for public comment. The District Engineer may also designate additional critical resource waters after notice and opportunity for comment. No (a) Except as noted below,discharges of dredged or fill material into waters of the US are not authorized by NWPs 7, 12, 14, 16, 17,21,29,31,35,39,40,42,43,and 44 for any activity within,or directly affecting,critical resource waters,including wetlands adjacent to such waters. Discharges of dredged or fill materials into waters of the US may be authorized by the above NWPs in National Wild and Scenic Rivers if the activity complies with General .w Condition 7. Further,such discharges may be authorized in designated critical habitat for Federally listed threatened or endangered species if the activity complies with General Condition 11 and the USFWS or the NMFS has concurred in a determination of compliance with this condition. No (b) For NWPs 3,8, 10, 13, 15, 18, 19,22,23,25,27,28,30,33,34,36,37,and 38,notification is required in accordance with General Condition 13,for any activity proposed in the designated critical resource waters including wetlands adjacent to those waters. The District Engineer may authorize activities under these NWPs only after it is wr determined that the impacts to the critical resource waters will be no more than minimal. 26. Fills Within 100-Year F000dplains. For purposes of this General Condition, 100-year floodplains will be identified through the existing Federal Emergency Management Agency's(FEMA)Flood Insurance Rate Maps or FEMA-approved local floodplain maps. (a) Discharges in Floodplain;Below Headwaters. Discharges of dredged or fill material into waters of the aw US within the mapped 100-year floodplain,below headwaters(i.e.,5 cfs),resulting in permanent above-grade fills,are not authorized by NWPs 39,40,42,43,and 44. (b) Discharges in Floodway;Above Headwaters. Discharges of dredged or fill material into waters of the US 'w within the FEMA or locally mapped floodway,resulting in permanent above-grade fills,are not authorized by NWPs 39,40,42,and 44. „w (c) The permittee must comply with any applicable FEMA-approved state or local floodplain management requirements. 27. Construction Period. For activities that have not been verified by the Corps and the project was commenced or under contract to commence by the expiration date of the NWP(or modification or revocation date),the work must be completed within 12-months after such date(including any modification that affects the project). For activities that have been verified and the project was commenced or under contract to commence within the verification period,the +w work must be completed by the date determined by the Corps. For projects that have been verified by the Corps,an extension of a Corps approved completion date maybe requested. This request must be submitted at least one month before the previously approved completion date. r G. CORPS REGIONAL GENERAL CONDITIONS FOR ALL NWPS +� 1. Mature Forested and Bog and Bog-like Wetlands. The use of NWPs is specifically prohibited in mature forested wetlands or bog and bog-like wetlands or just these components of a wetland system(as defined in the Definition section of this Public Notice),except for projects provided coverage under the following NWPs: rw r 11 r NWP 3(i,ii) — Maintenance 111 NWT 20 — Oil Spill Cleanup NWP 32 — Completed Enforcement Actions NWT 38 — Cleanup of Hazardous and Toxic Waste NWP 40(a) — USDA program participant NOTE: NWP regulations do not allow the regional conditioning of NWP 40(a). 1111 2. Access. You must allow representatives from this office to inspect the authorized activity at any time deemed necessary to ensure that it is being,or has been,accomplished in accordance with the terms and conditions of your permit. 3. Commencement Bay. An individual permit is required in the Commencement Bay Study Area(CBSA)for activities which would have qualified for the following NWPs: NWP 12 — Utility Line Activities(substations and access roads) NWP 13 — Bank Stabilization NWP 14 — Linear Transportation Crossings NWP 23 — Approved Categorical Exclusions �r NWP 29 — Single-Family Housing NWP 39 — Residential,Commercial,and Institutional Developments NWP 40 — Agricultural Activities NWP 41 — Reshaping Existing Drainage Ditches NWP 42 — Recreational Facilities NWP 43 — Stormwater Management Facilities �r The CBSA is located near the southern end of Puget Sound's main basin at Tacoma,Pierce County,Washington. The CBSA extends from Brown's Point around the bay to Point Defiance and includes the commercial waterways, wetlands,and any other jurisdictional waters. From Point Defiance,the line runs southeast to State Route 7(Pacific Avenue),then south to the centerline of I-5;then east(northbound lanes)along 1-5 to the Puyallup River. The boundary extends 200 feet on either side of the Puyallup River southeast to the Clark Creek Road(Melroy)Bridge. From the Puyallup River,the boundary extends east along I-5 to 70th Avenue E. The line then returns to Brown's Point to the northwest,following the 100-foot contour elevation above sea level located east of Hylebos Creek and Marine View Drive. 4. Mill Creek Special Area Management Plan(SAMP). Within the boundaries of the(SAMP),the following NWPs can be used only in those areas designated as"Developable Wetlands": NWP 14 — Linear Transportation Crossings NWP 23 — Approved Categorical Exclusions va NWP 29 — Single-Family Housing NWP 33 — Temporary Construction,Access and Dewatering NWP 39 — Residential,Commercial,and Institutional Developments 4W NWP 40— Agricultural Activities NWP 41 — Reshaping Existing Drainage Ditches NWP 42 — Recreational Facilities NWP 43 — Stormwater Management Facilities Ir► Until the SAMP is approved,the users of these NWPs listed above(except NWP 40a.)must notify the District Engineer in accordance with General Condition 13 for any acreage or volume proposed. Once the SAMP is approved, the"Notification"limits will be as specified in the individual NWPs. Mitigation requirements for these projects must either be onsite or within the areas designated as"Preferred Mitigation Sites". Mitigation plans must comply with the requirements found within the Mill Creek Special Area Management Plan,King County,Washington,dated April 2000. nil 12 rr r .. An individual permit is required for all proposals in"Developable Wetlands"that would have qualified for NWPs other than those listed above. NWP 27,Stream Restoration and Enhancement Activities,can be used within the SAMP,but,must comply with the requirements found within the Mill Creek Special Area Management Plan,King County,Washington. The Mill Creek SAMP applies to all areas and tributaries drained by Mill Creek(Auburn),Mullen Slough,Midway r. Creek,Auburn Creek,and the area bounded by 4th Street Northeast in Auburn on the south,and the Ordinary High Water mark of the Green River on the east and north. 5. Prohibited Work Times for Bald Eagle Protection. For compliance with National General Condition 11, r the following construction activity prohibitions apply to protect bald eagles,listed as threatened under the Endangered Species Act: r (a) No construction activity authorized under a NWP shall occur within 1/4 mile of an occupied bald eagle nest,nocturnal roost site,or wintering concentration area,within the following seasonal work prohibition times. (b) No construction activity authorized under a NWP shall occur within 1/2 mile BY LINE OF SIGHT of an ow occupied bald eagle nest or nocturnal roost site,within the following seasonal work prohibition times: Work prohibition times: (1) Nesting between January 1 and August 15 each year. (2) Wintering areas between November 1 and March 31 each year. 4W Exceptions to these prohibited work times can be made by request to the Corps and approved by the U.S.Fish and Wildlife Service(USFWS). «. Contact the USFWS to determine if a bald eagle nest,nocturnal roost,or wintering concentration occurs near your proposed project: West of Cascades: Olympia Office—(360)753-9440 East of Cascades: Ephrata—(509)754-8580 or Spokane—(509)893-8002 Mainstem of the Columbia River downstream from McNary Dam: Portland—(503)231-6179 dw H. ADDITIONAL LIMITATIONS ON THE USE OF NWPs ,rr 1. District Engineers have authority to determine if an activity complies with the terms and conditions of an NWP. 2. NWPs do not obviate the need to obtain other Federal,state,or local permits,approvals,or authorizations w required by law. 3. NWPs do not grant any property rights or exclusive privileges. r 4. NWPs do not authorize any injury to the property or rights of others. 5. NWPs do not authorize interference with any existing or proposed Federal project. �r 6. If future operations by the United States require the removal,relocation,or other alteration of the work herein authorized, or if,in the opinion of the Secretary of the Army or his authorized representative,said structure or work shall cause unreasonable obstruction to the free navigation of the navigable waters,you r will be required,upon due notice from the U. S Army Corps of Engineers,to remove,relocate,or alter the r 13 r structural work or obstructions caused thereby,without expense to the United States. No claim shall be �r made against the United States on account of any such removal or alteration. I. FURTHER INFORMATION Further information about the U.S.Army Corps of Engineers regulatory program,including nationwide permits,may also be accessed on our Internet page: ht1p✓1www.nws.usace.army.mi1 (select"Regulatory/Permits"). r r r r r r 14 NATIONWIDE PERMIT 27 US Army Corps of Engineers o Terms and Conditions Aw Seattle District Effective Date: March 18, 2002 A. Description of Authorized Activities—page 1 B. Corps Regional Specific Conditions for this NWP—page 3 C. EPA,Puyallup Tribe and Chehalis Tribe WQC Conditions for this NWP—page 3 D. State WQC Conditions for this NWP—page 3 E. State CZM Consistency Determination Conditions for this NWP—page 4 .. F. Corps National General Conditions for all NWPs—page 5 G. Corps Regional General Conditions for all NWPs—page 12 aw H. Additional Limitations on the Use of NWPs—page 14 40 I. Further Information—page 14 aw In addition to any special condition that may be required on a case-by-case basis by the District Engineer, the following terms and conditions must be met, as applicable, 4W for a Nationwide Permit 27 authorization to be valid in Washington State. dw A. DESCRIPTION OF AUTHORIZED ACTIVITIES Activities in waters of the US associated with the restoration of former waters,the enhancement of degraded tidal and non-tidal wetlands and riparian areas,the creation of tidal and non-tidal wetlands and riparian areas,and the restoration and enhancement of non-tidal streams and non-tidal open water areas as follows: (a) The activity is conducted on: (1) Non-Federal public lands and private lands, in accordance with the terms and conditions of a binding wetland enhancement,restoration,or creation agreement between the landowner and the U.S. Fish and Wildlife Service(FWS)or the Natural Resources Conservation Service(MRCS),the National Marine Fisheries Service,the National Ocean Service,or voluntary wetland restoration, enhancement,and creation actions documented by the NRCS pursuant to NRCS regulations;or .rr ow rr a (2) Reclaimed surface coal mine lands,in accordance with a Surface Mining Control and Reclamation rs Act permit issued by the OSM or the applicable state agency(the future reversion does not apply to streams or wetlands created,restored,or enhanced as mitigation for the mining impacts,nor naturally due to hydrologic or topographic features,nor for a mitigation bank);or (3) Any other public,private or tribal lands; (b) Notification:For activities on any public or private land that are not described by paragraphs(a)(1)or (a)(2)above,the permittee must notify the District Engineer in accordance with General Condition 13; and (c) Planting of only native species should occur on the site. Activities authorized by this NWT include,to the extent that a Corps permit is required,but are not limited to:the removal of accumulated sediments;the installation,removal,and maintenance of small water control structures,dikes,and berms;the installation of current deflectors;the enhancement,restoration,or creation of riffle and pool stream structure;the placement of in-stream habitat structures;modifications of the stream bed and/or banks to restore or create stream meanders;the backfilling of artificial channels and drainage ditches;the removal of existing drainage structures;the construction of small nesting islands;the construction of open water areas;the construction of oyster habitat over unvegetated bottom in tidal waters; activities needed to reestablish vegetation,including plowing or discing for seed bed preparation and the planting of appropriate wetland species;mechanized land clearing to remove non-native invasive,exotic or nuisance vegetation;and other related activities. This NWT does not authorize the conversion of a stream to another aquatic use,such as the creation of an impoundment for waterfowl habitat.This NWP does not authorize stream channelization. This NWP does not authorize the conversion of natural wetlands to another aquatic use,such as creation of waterfowl impoundments where a forested wetland previously existed. However,this NWP authorizes the relocation of non-tidal waters,including non-tidal wetlands,on the project site provided there are net gains in aquatic resource functions and values.For example,this NWP may authorize the creation of an open water impoundment in a non-tidal emergent wetland,provided the non-tidal emergent wetland is replaced by creating that wetland type on the project site.This NWP does not authorize the relocation of tidal waters or the conversion of tidal waters,including tidal wetlands,to other aquatic uses,such as the conversion of tidal r wetlands into open water impoundments. Reversion.For enhancement,restoration,and creation projects conducted under paragraphs(a)(3),this NWP does not authorize any future discharge of dredged or fill material associated with the reversion of the area to its prior condition.In such cases a separate permit would be required for any reversion. For restoration, enhancement,and creation projects conducted under paragraphs(a)(1)and(a)(2),this NWP also authorizes any future discharge of dredged or fill material associated with the reversion of the area to its documented prior condition and use(i.e.,prior to the restoration,enhancement,or creation activities). The reversion must occur within five years after expiration of a limited term wetland restoration or creation agreement or permit,even if the discharge occurs after this NWP expires.This NWP also authorizes the reversion of 40 wetlands that were restored,enhanced,or created on prior-converted cropland that has not been abandoned, in accordance with a binding agreement between the landowner and NRCS or FWS(even though the restoration,enhancement,or creation activity did not require a Section 404 permit).The five-year reversion limit does not apply to agreements without time limits reached under paragraph(a)(1).The prior condition an will be documented in the original agreement or permit,and the determination of return to prior conditions will be made by the Federal agency or appropriate state agency executing the agreement or permit.Before any reversion activity the permittee or the appropriate Federal or state agency must notify the District w Engineer and include the documentation of the prior condition.Once an area has reverted to its prior physical condition,it will be subject to whatever the Corps Regulatory requirements will be at that future date. (Sections 10 and 404) rr r 2 r .. Note:Compensatory mitigation is not required for activities authorized by this NWP,provided the authorized work results in a net increase in aquatic resource functions and values in the project area.This NWP can be used to authorize compensatory mitigation projects,including mitigation banks,provided the permittee notifies the District aw Engineer in accordance with General Condition 13,and the project includes compensatory mitigation for impacts to waters of the US caused by the authorized work.However,this NWP does not authorize the reversion of an area used for a compensatory mitigation project to its prior condition.NWP 27 can be used to authorize impacts at a mitigation bank,but only in circumstances where it has been approved under the Interagency Federal Mitigation a■ Bank Guidelines. ,. B. CORPS REGIONAL CONDITIONS FOR THIS NWP 1. If the proposed work results in impacts to a special aquatic sites(e.g.,wetlands or riffle and pool complexes),the"Notification"must include a statement of why the impacts are necessary,how the impacts have been minimized,and how the overall project is beneficial,despite these impacts. 2. The permittee must notify the District Engineer in accordance with General Condition 13 for proposed projects in stream or wetland restoration and enhancement areas previously authorized as mitigation by a Department of the Army permit. 3. The permittee must notify the District Engineer in accordance with General Condition 13 for a stream and wetland restoration projects occurring in a designated Federal Superfund site(Comprehensive Environmental Response,Compensation and Liability Act),hazardous waste clean-up site(Resource Conservation and Recovery Act),or State clean-up site(Model Toxics Control Act). WN NOTE: The restoration of former waters can occur in either tidal or non-tidal waters. However,NWP 27 cannot be used for the enhancement or creation of tidal waters other than wetland and riparian areas. See the definition section for more information. rr C. EPA, Puyallup Tribe and Chehalis Tribe WQC CONDITIONS FOR THIS NWP EPA,Puyallup Tribe and Chehalis Tribe water quality certification(WQC)has been denied without prejudice. An ... individual WQC is required for all Section 404 activities. D. STATE WQC CONDITIONS FOR THIS NWP State WQC has been partially denied without prejudice for this permit. Written approval of the proposed mitigation plan for the project is required by Ecology for the activities and impacts listed below: rr 1. Any fill-related impacts to tidal waters or to non-tidal wetlands adjacent to tidal waters. 2. Any fill-related impacts greater than'h acre. An individual 401 certification, in addition to an approved mitigation plan,is required prior to starting work for the following: +r a. For the activities listed in 1.and 2.above where Ecology determines the mitigation proposed for the project is insufficient and written approval is not received; .r b. Any project impacting 1 acre or greater of wetlands ar 3 r NOTE: Mitigation plans submitted for Ecology review and approval shall be based on the guidance provided in Guidelines for Developing Freshwater Wetlands Mitigation Plans and Proposals(Ecology Publication 94-29 or as revised). For projects proposing mitigation at an Ecology-approved mitigation bank,applicants shall provide a copy of the bank credit withdrawal transaction recorded at the county auditor's office. An individual 401 Certification is required for projects or activities authorized under this NWP if the project/activity w will likely result in any of the following adverse effects: 1. The project or activity will likely cause or contribute to an exceedance of a State water quality standard (WAC 173-201A)or sediment quality standard(WAC 173-204). The requirement to obtain an individual 401 certification shall not apply to projects or activities that are carried out in accordance with the following permits,approvals,or management practices. These projects are presumed to comply with state water quality standards including state sediment management standards: t11 a. Projects or activities where the discharges authorized under this NWP are explicitly authorized or covered by a National Pollutant Discharge Elimination System permit. b. Projects,activities or portions of projects or activities designed,constructed and maintained in accordance with the stormwater standards and practices contained in the most current version of ' Ecology's Stormwater Manual or an Ecology approved equivalent. 2. For projects/activities not designed in accordance with either Ecology's stormwater manual or an Ecology approved equivalent,or for projects where there is credible site specific information which indicates that the permits,approvals,or management practices identified above will not be sufficient to meet state water quality standards,the applicant may provide documentation with the application that the project/activity will otherwise comply with state water quality standards. An individual 401 Certification is required for ' projects which are unable to provide documentation that the project/activity will otherwise comply with state water quality standards. 3. Projects or activities that cause or contribute to a discharge to a waterbody on the state's list of impaired waterbodies[i.e.,the 303(d)list] and the discharge may result in further exceedances of a specific parameter the waterbody is listed for. The current list of 303(d)-listed waterbodies is available on Ecology's web site at http://www.ecy.wa.gov/programs/wq/303d/1998/1998_by_wrias.htmi or by ' contacting Ecology's Federal Permits staff. NOTE: An individual 401 Certification will not be required if the applicant provides documentation showing that the project or activity will either not result in a discharge containing the listed parameter or,if present,the parameter will not contribute to an increased impairment of the waterbody. 4. Projects that do not incorporate structures and/or modifications beneficial for fish or wildlife habitat(e.g., soil bioengineering,biotechnical design,rock barbs,etc.). NOTE: An individual 401 certification will not be required if the project/activity is designed and constructed in accordance to guidelines developed by the Washington State Department of Fish and Wildlife. E. STATE CZM CONSISTENCY DETERMINATION CONDITIONS FOR THIS NWP The Coastal Zone Management(CZM)Consistency Determination has been partially denied without prejudice subject to the 401 Certification conditions for this NWP. An individual CZM Consistency Response must be obtained for projects requiring individual 401 Certification and located within counties in the coastal zone. 4 ' F. CORPS NATIONAL GENERAL CONDITIONS FOR ALL NWPs 1. Navigation. No activity may cause more than a minimal adverse effect on navigation. r 2. Proper Maintenance. Any structure or fill authorized shall be properly maintained,including maintenance to ensure public safety. 3. Soil Erosion and Sediment Controls. Appropriate soil erosion and sediment controls must be used and maintained in effective operating condition during construction,and all exposed soil and other fills,as well as any work below the ordinary high water mark or high tide line,must be permanently stabilized at the earliest practicable date. rr Permittees are encouraged to perform work within waters of the United States during periods of low-flow or no-flow. 4. Aquatic Life Movements. No activity may substantially disrupt the necessary life-cycle movements of those species of aquatic life indigenous to the waterbody,including those species that normally migrate through the area, 1° unless the activity's primary purpose is to impound water. Culverts placed in streams must be installed to maintain low flow conditions. 5. Equipment. Heavy equipment working in wetlands must be placed on mats,or other measures must be taken to minimize soil disturbance. 6. Regional and Case-By-Case Conditions. The activity must comply with any regional conditions that may have been added by the Division Engineer(see 33 CFR 330.4(e))and with any case specific conditions added by the Corps or by the state or tribe in its Section 401 Water Quality Certification and Coastal Zone Management Act consistency determination. rw 7. Wild and Scenic Rivers. No activity may occur in a component of the National Wild and Scenic River System;or in a river officially designated by Congress as a"study river"for possible inclusion in the system,while the river is in an official study status;unless the appropriate Federal agency,with direct management responsibility for such river,has determined in writing that the proposed activity will not adversely affect the Wild and Scenic River designation,or study status. Information on Wild and Scenic Rivers may be obtained from the appropriate Federal land management agency in the area(e.g.,National Park Service,U.S.Forest Service,Bureau of Land Management,U.S. r.. Fish and Wildlife Service). 8. Tribal Rights. No activity or its operation may impair reserved tribal rights,including,but not limited to, reserved water rights and treaty fishing and hunting rights. r 9. Water Quality. w (a) In certain states and tribal lands an individual 401 Water Quality Certification must be obtained or waived(See 33 CFR 330.4(c)). (b) For NWPs 12, 14, 17, 18,32,39,40,42,43,and 44,where the state or tribal 401 certification(either rr. generically or individually)does not require or approve water quality management measures,the permittee must provide water quality management measures that will ensure that the authorized work does not result in more than minimal degradation of water quality(or the Corps determines that compliance with state or local standards,where applicable,will ensure no more than minimal adverse effect on water quality). An important component of water .. quality management includes stormwater management that minimizes degradation of the downstream aquatic system, including water quality(refer to General Condition 21 for stormwater management requirements). Another important component of water quality management is the establishment and maintenance of vegetated buffers next to open �r waters, including streams(refer to General Condition 19 for vegetated buffer requirements for the NWPs). This condition is only applicable to projects that have the potential to affect water quality. While appropriate measures must be taken,in most cases it is not necessary to conduct detailed studies to identify such measures or to require r monitoring. r 5 r 10. Coastal Zone Management. In certain states,an individual state coastal zone management consistency ■r concurrence must be obtained or waived(see 33 CFR 330.4(d)). 11. Endangered Species. (a) No activity is authorized under any NWP which is likely to jeopardize the continued existence of a threatened or endangered species or a species proposed for such designation,as identified under the Federal Endangered Species Act(ESA),or which will destroy or adversely modify the critical habitat of such species. Non- r11 federal permittees shall notify the District Engineer if any listed species or designated critical habitat might be affected or is in the vicinity of the project,or is located in the designated critical habitat and shall not begin work on the activity , until notified by the District Engineer that the requirements of the ESA have been satisfied and that the activity is authorized. For activities that may affect Federally-listed endangered or threatened species or designated critical habitat,the notification must include the name(s)of the endangered or threatened species that may be affected by the proposed work or that utilize the designated critical habitat that may be affected by the proposed work. As a result of formal or informal consultation with the FWS or NMFS the District Engineer may add species-specific regional endangered species conditions to the NWPs. (b) Authorization of an activity by a NWP does not authorize the"take"of a threatened or endangered ' species as defined under the ESA. In the absence of separate authorization(e.g.,an ESA Section 10 Permit,a Biological Opinion with"incidental take"provisions,etc.)from the USFWS or the NMFS,both lethal and non-lethal "takes"of protected species are in violation of the ESA. Information on the location of threatened and endangered species and their critical habitat can be obtained directly from the offices of the USFWS and NMFS or their world wide web pages at http://www.fws.govlr9endspplendspp.html and http://Www.nmfs.noaa.govlprot_res/overview/es.html respectively. 12. Historic Properties. No activity which may affect historic properties listed,or eligible for listing,in the National Register of Historic Places is authorized,until the District Engineer has complied with the provisions of 33 CFR part 325,Appendix C. The prospective permittee must notify the District Engineer if the authorized activity may affect any , historic properties listed,determined to be eligible,or which the prospective permittee has reason to believe may be eligible for listing on the National Register of Historic Places,and shall not begin the activity until notified by the District Engineer that the requirements of the National Historic Preservation Act have been satisfied and that the activity is authorized. Information on the location and existence of historic resources can be obtained from the State Historic Preservation Office and the National Register of Historic Places(see 33 CFR 330.4(g)). For activities that may affect historic properties listed in,or eligible for listing in,the National Register of Historic Places,the notification must state which historic property may be affected by the proposed work or include a vicinity map indicating the ' location of the historic property. 13. Notification. (a) Timing: Where required by the terms of the NWP,the prospective permittee must notify the District Engineer with a preconstruction notification(PCN)as early as possible. The District Engineer must determine if the notification is complete within 30 days of the date of receipt and can request additional information necessary to make the PCN complete only once. However,if the prospective permittee does not provide all of the requested information, then the District Engineer will notify the prospective permittee that the notification is still incomplete and the PCN review process will not commence until all of the requested information has been received by the District Engineer. The prospective permittee shall not begin the activity: (1) Until notified in writing by the District Engineer that the activity may proceed under the NWP with any special conditions imposed by the District or Division Engineer;or (2) If notified in writing by the District or Division Engineer that an Individual Permit is required;or (3) Unless 45 days have passed from the District Engineer's receipt of the complete notification and the prospective permittee has not received written notice from the District or Division Engineer. Subsequently,the permittee's right to proceed under the NWP may be modified,suspended,or revoked only in accordance with the procedure set forth in 33 CFR 330.5(d)(2). 6 , ■. (b) Contents of Notification: The notification must be in writing and include the following information: (1) Name,address and telephone numbers of the prospective permittee; r (2) Location of the proposed project; (3) Brief description of the proposed project;the project's purpose;direct and indirect adverse r environmental effects the project would cause;any other NWP(s),Regional General Permit(s),or Individual Permit(s) used or intended to be used to authorize any part of the proposed project or any related activity. Sketches should be provided when necessary to show that the activity complies with the terms of the NWP(Sketches usually clarify the project and when provided result in a quicker decision.); (4) For NWPs 7, 12, 14, 18,21,34,38,39,40,41,42,and 43,the PCN must also include a delineation of affected special aquatic sites,including wetlands,vegetated shallows(e.g.,submerged aquatic vegetation,seagrass .r beds),and riffle and pool complexes(see paragraph 13(f)); (5) For NWP 7(Outfall Structures and Maintenance),the PCN must include information regarding the original design capacities and configurations of those areas of the facility where maintenance dredging or excavation is proposed; (6) For NWP 14(Linear Transportation Projects),the PCN must include a compensatory mitigation .. proposal to offset permanent losses of waters of the US and a statement describing how temporary losses of waters of the US will be minimized to the maximum extent practicable; (7) For NWP 21 (Surface Coal Mining Activities),the PCN must include an Office of Surface Mining (OSM)or state-approved mitigation plan, if applicable. To be authorized by this NWP,the District Engineer must determine that the activity complies with the terms and conditions of the NWP and that the adverse environmental effects are minimal both individually and cumulatively and must notify the project sponsor of this determination in writing; (8) For NWP 27(Stream and Wetland Restoration Activities),the PCN must include documentation of the prior condition of the site that will be reverted by the permittee; rr (9) For NWP 29(Single-Family Housing),the PCN must also include: (i) Any past use of this NWP by the Individual Permittee and/or the permittee's spouse; (ii) A statement that the single-family housing activity is for a personal residence of the permittee; (iii) A description of the entire parcel,including its size,and a delineation of wetlands. For the purpose of this NWP,parcels of land measuring 1/4-acre or less will not require a formal on-site delineation. However, the applicant shall provide an indication of where the wetlands are and the amount of wetlands that exists on the r property. For parcels greater than 1/4-acre in size,formal wetland delineation must be prepared in accordance with the current method required by the Corps.(See paragraph 13(f)); (iv) A written description of all land(including,if available,legal descriptions)owned by the prospective permittee and/or the prospective permittee's spouse,within a one mile radius of the parcel,in any form of ownership(including any land owned as a partner,corporation,joint tenant,co-tenant,or as a tenant-by-the-entirety) and any land on which a purchase and sale agreement or other contract for sale or purchase has been executed; rr (10) For NWP 31 (Maintenance of Existing Flood Control Facilities),the prospective permittee must either notify the District Engineer with a PCN prior to each maintenance activity or submit a five year(or less) maintenance plan. In addition,the PCN must include all of the following: rrr rr� 7 r (i) Sufficient baseline information identifying the approved channel depths and configurations and existing facilities. Minor deviations are authorized,_provided the approved flood control protection or drainage is not increased; (ii) A delineation of any affected special aquatic sites,including wetlands;and, (iii) Location of the dredged material disposal site; (11) For NWP 33(Temporary Construction,Access,and Dewatering),the PCN must also include a restoration plan of reasonable measures to avoid and minimize adverse effects to aquatic resources; (12) For NWPs 39,43 and 44,the PCN must also include a written statement to the District Engineer explaining how avoidance and minimization for losses of waters of the US were achieved on the project site; (13) For NWP 39 and NWP 42,the PCN must include a compensatory mitigation proposal to offset losses of waters of the US or justification explaining why compensatory mitigation should not be required. For discharges that cause the loss of greater than 300 linear feet of an intermittent stream bed,to be authorized,the District Engineer must determine that the activity complies with the other terms and conditions of the NWP,determine adverse environmental effects are minimal both individually and cumulatively,and waive the limitation on stream impacts in writing before the permittee may proceed; (14) For NWP 40(Agricultural Activities),the PCN must include a compensatory mitigation proposal to , offset losses of waters of the US. This NWP does not authorize the relocation of greater than 300 linear-feet of existing serviceable drainage ditches constructed in non-tidal streams unless,for drainage ditches constructed in intermittent non-tidal streams,the District Engineer waives this criterion in writing,and the District Engineer has determined that the project complies with all terms and conditions of this NWP,and that any adverse impacts of the project on the aquatic environment are minimal,both individually and cumulatively; (15) For NWP 43(Stormwater Management Facilities),the PCN must include,for the construction of ' new stormwater management facilities,a maintenance plan(in accordance with state and local requirements,if applicable)and a compensatory mitigation proposal to offset losses of waters of the US. For discharges that cause the , loss of greater than 300 linear feet of an intermittent stream bed,to be authorized,the District Engineer must determine that the activity complies with the other terms and conditions of the NWP,determine adverse environmental effects are minimal both individually and cumulatively,and waive the limitation on stream impacts in writing before the permittee may proceed; (16) For NWP 44(Mining Activities),the PCN must include a description of all waters of the US adversely affected by the project,a description of measures taken to minimize adverse effects to waters of the US,a , description of measures taken to comply with the criteria of the NWP,and a reclamation plan(for all aggregate mining activities in isolated waters and non-tidal wetlands adjacent to headwaters and any hard rock/mineral mining activities); (17) For activities that may adversely affect Federally-listed endangered or threatened species,the PCN ' must include the name(s)of those endangered or threatened species that may be affected by the proposed work or utilize the designated critical habitat that may be affected by the proposed work;and (18) For activities that may affect historic properties listed in,or eligible for listing in,the National Register of Historic Places,the PCN must state which historic property may be affected by the proposed work or include a vicinity map indicating the location of the historic property. (c) Form of Notification: The standard Individual Permit application form(Form ENG 4345)may be used as the notification but must clearly indicate that it is a PCN and must include all of the information required in(b)(1)- (18)of General Condition 13. A letter containing the requisite information may also be used. (d) District Engineer's Decision: In reviewing the PCN for the proposed activity,the District Engineer will determine whether the activity authorized by the NWP will result in more than minimal individual or cumulative adverse environmental effects or may be contrary to the public interest. The prospective permittee may submit a ' 8 , M w proposed mitigation plan with the PCN to expedite the process. The District Engineer will consider any proposed compensatory mitigation the applicant has included in the proposal in determining whether the net adverse environmental effects to the aquatic environment of the proposed work are minimal. If the District Engineer determines that the activity complies with the terms and conditions of the NWP and that the adverse effects on the r aquatic environment are minimal,after considering mitigation,the District Engineer will notify the permittee and include any conditions the District Engineer deems necessary. The District Engineer must approve any compensatory mitigation proposal before the permittee commences work. If the prospective permittee is required to submit a .. compensatory mitigation proposal with the PCN,the proposal may be either conceptual or detailed. If the prospective permittee elects to submit a compensatory mitigation plan with the PCN,the District Engineer will expeditiously review the proposed compensatory mitigation plan. The District Engineer must review the plan within 45 days of receiving a complete PCN and determine whether the conceptual or specific proposed mitigation would ensure no more rr than minimal adverse effects on the aquatic environment. If the net adverse effects of the project on the aquatic environment(after consideration of the compensatory mitigation proposal)are determined by the District Engineer to be minimal,the District Engineer will provide a timely written response to the applicant. The response will state that .. the project can proceed under the terms and conditions of the NWP. If the District Engineer determines that the adverse effects of the proposed work are more than minimal,then the District Engineer will notify the applicant either: (1)That the project does not qualify for authorization under the NWP and instruct the applicant on the procedures to seek authorization under an Individual Permit;(2)that the project is authorized under the NWP subject to the applicant's submission of a mitigation proposal that would reduce the adverse effects on the aquatic environment to the minimal level;or(3)that the project is authorized under the NWP with specific modifications or conditions. Where the District Engineer determines that mitigation is required to ensure no more than minimal adverse effects occur to the .�„ aquatic environment,the activity will be authorized within the 45-day PCN period. The authorization will include the necessary conceptual or specific mitigation or a requirement that the applicant submit a mitigation proposal that would reduce the adverse effects on the aquatic environment to the minimal level. When conceptual mitigation is included,or a mitigation plan is required under item(2)above,no work in waters of the US will occur until the District Engineer 'r has approved a specific mitigation plan. (e) Agency Coordination: The District Engineer will consider any comments from Federal and state agencies concerning the proposed activity's compliance with the terms and conditions of the NWPs and the need for mitigation to reduce the project's adverse environmental effects to a minimal level. For activities requiring notification to the District Engineer that result in the loss of greater than 1/2-acre of waters of the US,the District Engineer will provide immediately(e.g.,via facsimile transmission,overnight mail,or other expeditious manner)a copy to the appropriate Federal or state offices(USFWS,state natural resource or water quality agency,EPA,State Historic Preservation Officer(SHPO),and,if appropriate,the NMFS). With the exception of NWP 37,these agencies will then have 10 calendar days from the date the material is transmitted to telephone or fax the District Engineer notice that they rw intend to provide substantive,site-specific comments. If so contacted by an agency,the District Engineer will wait an additional 15 calendar days before making a decision on the notification. The District Engineer will fully consider agency comments received within the specified time frame,but will provide no response to the resource agency,except as provided below. The District Engineer will indicate in the administrative record associated with each notification r� that the resource agencies'concerns were considered. As required by section 305(b)(4)(B)of the Magnuson-Stevens Fishery Conservation and Management Act,the District Engineer will provide a response to NMFS within 30 days of receipt of any Essential Fish Habitat conservation recommendations. Applicants are encouraged to provide the Corps .� multiple copies of notifications to expedite agency notification. (f) Wetland Delineations: Wetland delineations must be prepared in accordance with the current method required by the Corps(For NWP 29 see paragraph(b)(9)(iii)for parcels less than(1/4-acre in size). The permittee may r ask the Corps to delineate the special aquatic site. There may be some delay if the Corps does the delineation. Furthermore,the 45-day period will not start until the wetland delineation has been completed and submitted to the Corps,where appropriate. 14. Compliance Certification. Every permittee who has received NWP verification from the Corps will submit a signed certification regarding the completed work and any required mitigation. The certification will be forwarded by the Corps with the authorization letter and will include: +� (a) A statement that the authorized work was done in accordance with the Corps authorization,including any general or specific conditions; 9 r (b) A statement that any required mitigation was completed in accordance with the permit conditions;and rr (c) The signature of the permittee certifying the completion of the work and mitigation. 15. Use of Multiple Nationwide Permits. The use of more than one NWP for a single and complete project is prohibited,except when the acreage loss of waters of the US authorized by the NWPs does not exceed the acreage limit of the NWP with the highest specified acreage limit(e.g.if a road crossing over tidal waters is constructed under NWP 14,with associated bank stabilization authorized by NWP 13,the maximum acreage loss of waters of the US for the total project cannot exceed 1/3-acre). 16. Water Supply Intakes. No activity,including structures and work in navigable waters of the US or , discharges of dredged or fill material,may occur in the proximity of a public water supply intake except where the activity is for repair of the public water supply intake structures or adjacent bank stabilization. 17. Shellfish Beds. No activity,including structures and work in navigable waters of the US or discharges of , dredged or fill material,may occur in areas of concentrated shellfish populations,unless the activity is directly related to a shellfish harvesting activity authorized by NWP 4. 18. Suitable Material. No activity,including structures and work in navigable waters of the US or discharges of dredged or fill material,may consist of unsuitable material(e.g.,trash,debris,car bodies,asphalt,etc.)and material used for construction or discharged must be free from toxic pollutants in toxic amounts(see section 307 of the CWA). 19. Mitigation. The District Engineer will consider the factors discussed below when determining the acceptability of appropriate and practicable mitigation necessary to offset adverse effects on the aquatic environment that are more than minimal. (a) The project must be designed and constructed to avoid and minimize adverse effects to waters of the US to the maximum extent practicable at the project site(i.e.,on site). (b) Mitigation in all its forms(avoiding,minimizing,rectifying,reducing or compensating)will be required to the extent necessary to ensure that the adverse effects to the aquatic environment are minimal. ' (c) Compensatory mitigation at a minimum one-for-one ratio will be required for all wetland impacts requiring a PCN,unless the District Engineer determines in writing that some other form of mitigation would be more environmentally appropriate and provides a project-specific waiver of this requirement. Consistent with National ' policy,the District Engineer will establish a preference for restoration of wetlands as compensatory mitigation,with preservation used only in exceptional circumstances. (d) Compensatory mitigation(i.e.,replacement or substitution of aquatic resources for those impacted)will not be used to increase the acreage losses allowed by the acreage limits of some of the NWPs. For example, 1/4-acre of wetlands cannot be created to change a 3/4-acre loss of wetlands to a 1/2-acre loss associated with NWP 39 verification. However, 1/2-acre of created wetlands can be used to reduce the impacts of a 1/2-acre loss of wetlands to , the minimum impact level in order to meet the minimal impact requirement associated with NWPs. (e) To be practicable,the mitigation must be available and capable of being done considering costs,existing technology,and logistics in light of the overall project purposes. Examples of mitigation that may be appropriate and practicable include,but are not limited to: reducing the size of the project;establishing and maintaining wetland or upland vegetated buffers to protect open waters such as streams;and replacing losses of aquatic resource functions and values by creating,restoring,enhancing,or preserving similar functions and values,preferably in the same watershed. ' (f) Compensatory mitigation plans for projects in or near streams or other open waters will normally include a requirement for the establishment,maintenance,and legal protection(e.g.,easements,deed restrictions)of vegetated buffers to open waters. In many cases,vegetated buffers will be the only compensatory mitigation required. Vegetated ' buffers should consist of native species. The width of the vegetated buffers required will address documented water quality or aquatic habitat loss concerns. Normally,the vegetated buffer will be 25 to 50 feet wide on each side of the stream,but the District Engineers may require slightly wider vegetated buffers to address documented water quality or ' 10 ' .. habitat loss concerns. Where both wetlands and open waters exist on the project site,the Corps will determine the appropriate compensatory mitigation(e.g.,stream buffers or wetlands compensation)based on what is best for the aquatic environment on a watershed basis. In cases where vegetated buffers are determined to be the most appropriate form of compensatory mitigation,the District Engineer may waive or reduce the requirement to provide wetland r compensatory mitigation for wetland impacts. (g) Compensatory mitigation proposals submitted with the"notification'may be either conceptual or .. detailed. If conceptual plans are approved under the verification,then the Corps will condition the verification to require detailed plans be submitted and approved by the Corps prior to construction of the authorized activity in waters of the US. 'r m) Permittees may propose the use of mitigation banks in-lieu fee arrangements or separate activity-specific compensatory mitigation. In all cases that require compensatory mitigation,the mitigation provisions will specify the party responsible for accomplishing and/or complying with the mitigation plan. 20. Spawning Areas. Activities,including structures and work in navigable waters of the US or discharges of dredged or fill material,in spawning areas during spawning seasons must be avoided to the maximum extent practicable. Activities that result in the physical destruction(e.g.,excavate,fill,or smother downstream by substantial turbidity)of an important spawning area are not authorized. 21. Management of Water Flows. To the maximum extent practicable,the activity must be designed to r maintain preconstruction downstream flow conditions(e.g.,location,capacity,and flow rates). Furthermore,the activity must not permanently restrict or impede the passage of normal or expected high flows(unless the primary purpose of the fill is to impound waters)and the structure or discharge of dredged or fill material must withstand expected high flows. The activity must,to the maximum extent practicable,provide for retaining excess flows from the site,provide for maintaining surface flow rates from the site similar to preconstruction conditions,and provide for not increasing water flows from the project site,relocating water,or redirecting water flow beyond preconstruction conditions. Stream channelizing will be reduced to the minimal amount necessary,and the activity must,to the maximum extent practicable,reduce adverse effects such as flooding or erosion downstream and upstream of the project site,unless the activity is part of a larger system designed to manage water flows. In most cases,it will not be a requirement to conduct detailed studies and monitoring of water flow. This condition is only applicable to projects that have the potential to affect waterflows. While appropriate measures must be taken,it is not necessary to conduct detailed studies to identify such measures or require monitoring to ensure their effectiveness. Normally,the Corps will defer to state and local authorities regarding management of water flow. 22. Adverse Effects From Impoundments. If the activity creates an impoundment of water,adverse effects to the aquatic system due to the acceleration of the passage of water,and/or the restricting its flow shall be minimized to the maximum extent practicable. This includes structures and work in navigable waters of the US,or discharges of dredged or fill material. rrr 23. Waterfowl Breeding Areas. Activities,including structures and work in navigable waters of the US or discharges of dredged or fill material,into breeding areas for migratory waterfowl must be avoided to the maximum r extent practicable. 24. Removal of Temporary Fills. Any temporary fills must be removed in their entirety and the affected areas returned to their preexisting elevation. r 25. Designated Critical Resource Waters. Critical resource waters include,NOAA-designated marine sanctuaries,National Estuarine Research Reserves,National Wild and Scenic Rivers,critical habitat for Federally listed r threatened and endangered species,coral reefs,state natural heritage sites,and outstanding national resource waters or other waters officially designated by a state as having particular environmental or ecological significance and identified by the District Engineer after notice and opportunity for public comment. The District Engineer may also designate additional critical resource waters after notice and opportunity for comment. r r 11 ■r (a) Except as noted below,discharges of dredged or fill material into waters of the US are not authorized by mr NWPs 7, 12, 14, 16, 17,21,29,31,35,39,40,42,43,and 44 for any activity within,or directly affecting,critical resource waters,including wetlands adjacent to such waters. Discharges of dredged or fill materials into waters of the US may be authorized by the above NWPs in National Wild and Scenic Rivers if the activity complies with General Condition 7. Further,such discharges may be authorized in designated critical habitat for Federally listed threatened or endangered species if the activity complies with General Condition 11 and the USFWS or the NMFS has concurred in a determination of compliance with this condition. (b) For NWPs 3,8, 10, 13, 15, 18, 19,22,23,25,27,28,30,33,34,36,37,and 38,notification is required in accordance with General Condition 13,for any activity proposed in the designated critical resource waters including , wetlands adjacent to those waters. The District Engineer may authorize activities under these NWPs only after it is determined that the impacts to the critical resource waters will be no more than minimal. 26. Fills Within 100-Year F000dplains. For purposes of this General Condition, 100-year floodplains will be , identified through the existing Federal Emergency Management Agency's(FEMA)Flood Insurance Rate Maps or FEMA-approved local floodplain maps. (a) Discharges in Floodplain;Below Headwaters. Discharges of dredged or fill material into waters of the US within the mapped 100-year floodplain,below headwaters(i.e.,5 cfs),resulting in permanent above-grade fills,are not authorized by NWPs 39,40,42,43,and 44. (b) Discharges in Floodway;Above Headwaters. Discharges of dredged or fill material into waters of the US , within the FEMA or locally mapped floodway,resulting in permanent above-grade fills,are not authorized by NWPs 39,40,42,and 44. (c) The permittee must comply with any applicable FEMA-approved state or local floodplain management requirements. 27. Construction Period. For activities that have not been verified by the Corps and the project was commenced i or under contract to commence by the expiration date of the NWP(or modification or revocation date),the work must be completed within 12-months after such date(including any modification that affects the project). For activities that ' have been verified and the project was commenced or under contract to commence within the verification period,the work must be completed by the date determined by the Corps. For projects that have been verified by the Corps,an extension of a Corps approved completion date maybe requested. This request must be submitted at least one month before the previously approved completion date. , G. CORPS REGIONAL GENERAL CONDITIONS FOR ALL NWPs 1. Mature Forested and Bog and Bog-like Wetlands. The use of NWPs is specifically prohibited in mature forested wetlands or bog and bog-like wetlands or just these components of a wetland system(as defined in the Definition section of this Public Notice),except for projects provided coverage under the following NWPs: NWP 3(i,ii) - Maintenance NWP 20 - Oil Spill Cleanup NWP 32 - Completed Enforcement Actions NWP 38 - Cleanup of Hazardous and Toxic Waste NWP 40(a) - USDA program participant NOTE: NWP regulations do not allow the regional conditioning of NWP 40(a). 2. Access. You must allow representatives from this office to inspect the authorized activity at any time deemed necessary to ensure that it is being,or has been,accomplished in accordance with the terms and conditions of your permit. 12 �,. 3. Commencement Bay. An individual permit is required in the Commencement Bay Study Area(CBSA)for activities which would have qualified for the following NWPs: NWP 12 — Utility Line Activities(substations and access roads) 'r NWP 13 — Bank Stabilization NWP 14 — Linear Transportation Crossings NWP 23 — Approved Categorical Exclusions .. NWP 29 — Single-Family Housing NWP 39 — Residential,Commercial,and Institutional Developments NWP 40 — Agricultural Activities NWP 41 — Reshaping Existing Drainage Ditches rr NWP 42 — Recreational Facilities NWP 43 — Stormwater Management Facilities rr The CBSA is located near the southern end of Puget Sound's main basin at Tacoma,Pierce County,Washington. The CBSA extends from Brown's Point around the bay to Point Defiance and includes the commercial waterways, wetlands,and any other jurisdictional waters. From Point Defiance,the line runs southeast to State Route 7(Pacific Avenue),then south to the centerline of 1-5;then east(northbound lanes)along 1-5 to the Puyallup River. The boundary extends 200 feet on either side of the Puyallup River southeast to the Clark Creek Road(Melroy)Bridge. From the Puyallup River,the boundary extends east along I-5 to 70th Avenue E. The line then returns to Brown's Point to the northwest,following the 100-foot contour elevation above sea level located east of Hylebos Creek and Marine View Drive. 4. Mill Creek Special Area Management Plan(SAMP). Within the boundaries of the(SAW),the following NWPs can be used only in those areas designated as"Developable Wetlands": r NWP 14 — Linear Transportation Crossings NWP 23 — Approved Categorical Exclusions NWP 29 — Single-Family Housing NWP 33 — Temporary Construction,Access and Dewatering NWP 39 — Residential,Commercial,and Institutional Developments NWP 40— Agricultural Activities r' NWP 41 — Reshaping Existing Drainage Ditches NWP 42 — Recreational Facilities NWP 43 — Stormwater Management Facilities rri Until the SAW is approved,the users of these NWPs listed above(except NWP 40a.)must notify the District Engineer in accordance with General Condition 13 for any acreage or volume proposed. Once the SAW is approved, the"Notification"limits will be as specified in the individual NWPs. r Mitigation requirements for these projects must either be onsite or within the areas designated as"Preferred Mitigation Sites". Mitigation plans must comply with the requirements found within the Mill Creek Special Area Management Plan,King County,Washington,dated April 2000. An individual permit is required for all proposals in"Developable Wetlands"that would have qualified for NWPs other than those listed above. rr NWP 27,Stream Restoration and Enhancement Activities,can be used within the SAW,but,must comply with the requirements found within the Mill Creek Special Area Management Plan,King County,Washington. The Mill Creek SAW applies to all areas and tributaries drained by Mill Creek(Auburn),Mullen Slough,Midway Creek,Auburn Creek,and the area bounded by 4th Street Northeast in Auburn on the south,and the Ordinary High Water mark of the Green River on the east and north. r r 13 5. Prohibited Work Times for Bald Eagle Protection. For compliance with National General Condition 11, ar the following construction activity prohibitions apply to protect bald eagles,listed as threatened under the Endangered Species Act: (a) No construction activity authorized under a NWP shall occur within 1/4 mile of an occupied bald eagle nest,nocturnal roost site,or wintering concentration area,within the following seasonal work prohibition times. (b) No construction activity authorized under a NWP shall occur within 1/2 mile BY LINE OF SIGHT of an occupied bald eagle nest or nocturnal roost site,within the following seasonal work prohibition times: Work prohibition times: ' (1) Nesting between January 1 and August 15 each year. (2) Wintering areas between November 1 and March 31 each year. Exceptions to these prohibited work times can be made by request to the Corps and approved by the U.S.Fish and Wildlife Service(USFWS). Contact the USFWS to determine if a bald eagle nest,nocturnal roost,or wintering concentration occurs near your proposed project: West of Cascades: Olympia Office—(360)753-9440 East of Cascades: Ephrata—(509)754-8580 or Spokane—(509)893-8002 Mainstem of the Columbia River downstream from McNary Dam: Portland—(503)231-6179 H. ADDITIONAL LIMITATIONS ON THE USE OF NWPS 1. District Engineers have authority to determine if an activity complies with the terms and conditions of an NWP. 2. NWPs do not obviate the need to obtain other Federal,state,or local permits,approvals,or authorizations ' required by law. 3. NWPs do not grant any property rights or exclusive privileges. ' 4. NWPs do not authorize any injury to the property or rights of others. 5. NWPs do not authorize interference with any existing or proposed Federal project. ' 6. If future operations by the United States require the removal,relocation,or other alteration of the work , herein authorized,or if,in the opinion of the Secretary of the Army or his authorized representative,said structure or work shall cause unreasonable obstruction to the free navigation of the navigable waters,you will be required,upon due notice from the U. S Army Corps of Engineers,to remove,relocate,or alter the structural work or obstructions caused thereby,without expense to the United States. No claim shall be ' made against the United States on account of any such removal or alteration. I. FURTHER INFORMATION ' Further information about the U.S.Army Corps of Engineers regulatory program,including nationwide permits,may also be accessed on our Internet page: htip.11www.nws.usace.army.mil (select"Regulatory/Permits"). , 14 , NATIONWIDE PERMIT 33 3 Army Corps of Engineers Terms and Conditions of dw Seattle District Effective Date: March 18, 2002 A. Description of Authorized Activities—page 1 B. Corps Regional Specific Conditions for this NWP—page 2 C. EPA,Puyallup Tribe and Chehalis Tribe WQC Conditions for this NWP—page 2 D. State WQC Conditions for this NWP—page 2 r E. State CZM Consistency Determination Conditions for this NWP—page 3 .. F. Corps National General Conditions for all NWPs—page 3 G. Corps Regional General Conditions for all NWPs—page 11 H. Additional Limitations on the Use of NWPs—page 13 I. Further Information—page 13 In addition to any special condition that may be required on a case-by-case basis by the District Engineer, the following terms and conditions must be met, as applicable, for a Nationwide Permit 33 authorization to be valid in Washington State. ' A. DESCRIPTION OF AUTHORIZED ACTIVITIES ' Temporary Construction,Access and Dewatering. Temporary structures,work and discharges,including cofferdams, necessary for construction activities or access fills or dewatering of construction sites;provided that the associated primary activity is authorized by the Corps of Engineers or the USCG,or for other construction activities not subject to the Corps or USCG regulations. Appropriate measures must be taken to maintain near normal downstream flows and to minimize flooding. Fill must be of materials,and placed in a manner,that will not be eroded by expected high flows. The use of dredged material may be allowed if it is determined by the District Engineer that it will not cause more than minimal adverse effects on aquatic resources. Temporary fill must be entirely removed to upland areas,or dredged material returned to its original location,following completion of the r� construction activity,and the affected areas must be restored to the pre-project conditions. Cofferdams cannot be used to dewater wetlands or other aquatic areas to change their use. Structures left in place after cofferdams are removed require a Section 10 permit if located in navigable waters of the US. (See 33 CFR Part 322). The permittee must notify the District Engineer in accordance with the "Notification"General Condition. The notification must also include a restoration plan of reasonable measures to avoid and minimize adverse effects to aquatic resources. The District Engineer will add Special Conditions,where necessary,to ensure that environmental adverse effects are minimal. Such conditions may include: limiting the temporary work to the minimum necessary;requiring seasonal r restrictions;modifying the restoration plan;and requiring alternative construction methods(e.g.construction mats in wetlands where practicable). (Sections 10 and 404) B. CORPS REGIONAL CONDITIONS FOR THIS NWP , 1. Temporary fills may be in place for up to six months only,unless the applicant requests and receives approval for an extension from the District Engineer. Additional timing adjustments may be included to lessen impacts during critical times for migratory species. , 2. The permittee must avoid and minimize discharges into waters of the US at the project site to the maximum extent practicable,and the"Notification"must include a written justification to the District Engineer ' detailing compliance with this condition, i.e.,why the discharge must occur in waters of the US and why avoidance or additional minimization cannot be achieved. 3. This NWP is prohibited from use in playa lakes,prairie potholes,vernal pools,kettles,and camas prairie ' wetlands or within 100 feet of any such system. An individual permit application must be submitted for proposed work in these areas. C. EPA, PUYALLUP TRIBE AND CHEHALIS TRIBE WQC CONDITIONS FOR THIS NWP ' EPA,Puyallup Tribe and Chehalis Tribe water quality certification(WQC)has been denied without prejudice. An individual WQC is required for all Section 404 activities. ' D. STATE WQC CONDITIONS FOR THIS NWP State WQC has been partially denied without prejudice for this permit. An individual 401 Certification is required ' for projects or activities authorized under this NWP if the project/activity will likely result in any of the following adverse effects: ' I. The project or activity will likely cause or contribute to an exceedance of a State water quality standard (WAC 173-201A)or sediment quality standard(WAC 173-204). The requirement to obtain an individual 401 certification shall not apply to projects or activities that are carried out in accordance with the following permits,approvals,or management practices. These projects are presumed to comply with state water quality standards including state sediment management standards: a. Projects or activities where the discharges authorized under this NWP are explicitly authorized or ' covered by a National Pollutant Discharge Elimination System permit. b. Projects, activities or portions of projects or activities designed,constructed,and maintained in ' accordance with the stormwater standards and practices contained in the most current version of Ecology's Stormwater Manual or an Ecology approved equivalent. c. For WSDOT in-water or over-water construction and maintenance activities,an individual 401 , certification is not required for those projects carried out in compliance with conditions 2 through 4 below and the Ecology approved Implementing Agreement regarding compliance with the state of Washington Surface Water Quality Standards. ' 2 ' .. Compliance with this condition will be determined through receipt of a signed statement by the WSDOT project engineer or maintenance supervisor,guaranteeing that the project will meet the latest Ecology approved Water Quality Implementing Agreement for work In-Water. This statement shall be sent to the Corps of Engineers along with the JARPA application. 2. For projects/activities not designed in accordance with either Ecology's stormwater manual or an Ecology approved equivalent,or for projects where there is credible site specific information which indicates that +. the permits,approvals,or management practices identified above will not be sufficient to meet state water quality standards,the applicant may provide documentation with the application that the project/activity will otherwise comply with state water quality standards. An individual 401 Certification is required for projects which are unable to provide documentation that the project/activity will otherwise comply with rr state water quality standards. 3. Projects or activities that cause or contribute to a discharge to a waterbody on the state's list of impaired .. waterbodies[i.e.,the 303(d)list]and the discharge may result in further exceedances of a specific parameter the waterbody is listed for. The current list of 303(d)-listed waterbodies is available on Ecology's web site at http://www.ecy.wa.gov/programs/wq/303d/1998/1998_by_wrias.html or by r contacting Ecology's Federal Permits staff. NOTE: An individual 401 Certification will not be required if the applicant provides documentation showing that the project or activity will either not result in a discharge containing the listed parameter or,if present,the parameter ,. will not contribute to an increased impairment of the waterbody. 4. Projects that do not incorporate structures and/or modifications beneficial for fish or wildlife habitat(e.g., r soil bioengineering,biotechnical design,rock barbs,etc.) NOTE:An individual 401 certification will not be required if the project/activity is designed and constructed in accordance to guidelines developed by the Washington State Department of Fish and Wildlife. E. STATE CZM CONSISTENCY DETERMINATION CONDITIONS FOR THIS NWP The Coastal Zone Management(CZM)Consistency Determination has been partially denied without prejudice for this NWP. An individual CZM Consistency Response must be obtained for projects requiring individual 401 Certification and located within counties in the coastal zone. "' F. CORPS NATIONAL GENERAL CONDITIONS FOR ALL NWPs 1. Navigation. No activity may cause more than a minimal adverse effect on navigation. r 2. Proper Maintenance. Any structure or fill authorized shall be properly maintained,including maintenance to ensure public safety. 3. Soil Erosion and Sediment Controls. Appropriate soil erosion and sediment controls must be used and maintained in effective operating condition during construction,and all exposed soil and other fills,as well as any work below the ordinary high water mark or high tide line,must be permanently stabilized at the earliest practicable date. +� Permittees are encouraged to perform work within waters of the United States during periods of low-flow or no-flow. 4. Aquatic Life Movements. No activity may substantially disrupt the necessary life-cycle movements of those species of aquatic life indigenous to the waterbody,including those species that normally migrate through the area, unless the activity's primary purpose is to impound water. Culverts placed in streams must be installed to maintain low flow conditions. 3 r 5. Equipment. Heavy equipment working in wetlands must be placed on mats,or other measures must be taken ■r to minimize soil disturbance. 6. Regional and Case-By-Case Conditions. The activity must comply with any regional conditions that may have been added by the Division Engineer(see 33 CFR 330.4(e))and with any case specific conditions added by the Corps or by the state or tribe in its Section 401 Water Quality Certification and Coastal Zone Management Act consistency determination. 7. Wild and Scenic Rivers. No activity may occur in a component of the National Wild and Scenic River System;or in a river officially designated by Congress as a"study river"for possible inclusion in the system,while the , river is in an official study status;unless the appropriate Federal agency,with direct management responsibility for such river,has determined in writing that the proposed activity will not adversely affect the Wild and Scenic River designation,or study status. Information on Wild and Scenic Rivers may be obtained from the appropriate Federal land management agency in the area(e.g.,National Park Service,U.S.Forest Service,Bureau of Land Management,U.S. ' Fish and Wildlife Service). 8. Tribal Rights. No activity or its operation may impair reserved tribal rights,including,but not limited to, reserved water rights and treaty fishing and hunting rights. ' 9. Water Quality. (a) In certain states and tribal lands an individual 401 Water Quality Certification must be obtained or ' waived(See 33 CFR 330.4(c)). (b) For NWPs 12, 14, 17, 18,32,39,40,42,43,and 44,where the state or tribal 401 certification(either generically or individually)does not require or approve water quality management measures,the permittee must provide water quality management measures that will ensure that the authorized work does not result in more than minimal degradation of water quality(or the Corps determines that compliance with state or local standards,where applicable,will ensure no more than minimal adverse effect on water quality). An important component of water ' quality management includes stormwater management that minimizes degradation of the downstream aquatic system, including water quality(refer to General Condition 21 for stormwater management requirements). Another important component of water quality management is the establishment and maintenance of vegetated buffers next to open , waters,including streams(refer to General Condition 19 for vegetated buffer requirements for the NWPs). This condition is only applicable to projects that have the potential to affect water quality. While appropriate measures must be taken,in most cases it is not necessary to conduct detailed studies to identify such measures or to require monitoring. ' 10. Coastal Zone Management. In certain states,an individual state coastal zone management consistency concurrence must be obtained or waived(see 33 CFR 330.4(d)). ' 11. Endangered Species. (a) No activity is authorized under any NWP which is likely to jeopardize the continued existence of a ' threatened or endangered species or a species proposed for such designation,as identified under the Federal Endangered Species Act(ESA),or which will destroy or adversely modify the critical habitat of such species. Non- federal permittees shall notify the District Engineer if any listed species or designated critical habitat might be affected ' or is in the vicinity of the project,or is located in the designated critical habitat and shall not begin work on the activity until notified by the District Engineer that the requirements of the ESA have been satisfied and that the activity is authorized. For activities that may affect Federally-listed endangered or threatened species or designated critical habitat,the notification must include the name(s)of the endangered or threatened species that may be affected by the proposed work or that utilize the designated critical habitat that may be affected by the proposed work. As a result of formal or informal consultation with the FWS or NMFS the District Engineer may add species-specific regional endangered species conditions to the NWPs. (b) Authorization of an activity by a NWP does not authorize the"take"of a threatened or endangered ' species as defined under the ESA. In the absence of separate authorization(e.g.,an ESA Section 10 Permit,a Biological Opinion with"incidental take"provisions,etc.)from the USFWS or the NMFS,both lethal and non-lethal , 4 ' r "takes"of protected species are in violation of the ESA. Information on the location of threatened and endangered species and their critical habitat can be obtained directly from the offices of the USFWS and NMFS or their world wide web pages at http://www.fws.gov/r9endspp/endspp.html and http://www.nmfs.noaa.gov/prot res/overview/es.html respectively. 12. Historic Properties. No activity which may affect historic properties listed,or eligible for listing,in the National Register of Historic Places is authorized,until the District Engineer has complied with the provisions of 33 r CFR part 325,Appendix C. The prospective permittee must notify the District Engineer if the authorized activity may affect any historic properties listed,determined to be eligible,or which the prospective permittee has reason to believe may be eligible for listing on the National Register of Historic Places,and shall not begin the activity until notified by the District Engineer that the requirements of the National Historic Preservation Act have been satisfied and that the activity is authorized. Information on the location and existence of historic resources can be obtained from the State Historic Preservation Office and the National Register of Historic Places(see 33 CFR 330.4(g)). For activities that may affect historic properties listed in,or eligible for listing in,the National Register of Historic Places,the notification .. must state which historic property may be affected by the proposed work or include a vicinity map indicating the location of the historic property. 13. Notification. r. (a) Timing: Where required by the terms of the NWP,the prospective permittee must notify the District Engineer with a preconstruction notification(PCN)as early as possible. The District Engineer must determine if the ,. notification is complete within 30 days of the date of receipt and can request additional information necessary to make the PCN complete only once. However,if the prospective permittee does not provide all of the requested information, then the District Engineer will notify the prospective permittee that the notification is still incomplete and the PCN review process will not commence until all of the requested information has been received by the District Engineer. The prospective permittee shall not begin the activity: (1) Until notified in writing by the District Engineer that the activity may proceed under the NWP with any special conditions imposed by the District or Division Engineer;or (2) If notified in writing by the District or Division Engineer that an Individual Permit is required;or (3) Unless 45 days have passed from the District Engineer's receipt of the complete notification and the prospective permittee has not received written notice from the District or Division Engineer. Subsequently,the permittee's right to proceed under the NWP may be modified,suspended,or revoked only in accordance with the procedure set forth in 33 CFR 330.5(d)(2). (b) Contents of Notification: The notification must be in writing and include the following information: a' (1) Name,address and telephone numbers of the prospective permittee; (2) Location of the proposed project; (3) Brief description of the proposed project;the project's purpose;direct and indirect adverse environmental effects the project would cause;any other NWP(s),Regional General Permit(s),or Individual Permit(s) used or intended to be used to authorize any part of the proposed project or any related activity. Sketches should be provided when necessary to show that the activity complies with the terms of the NWP(Sketches usually clarify the project and when provided result in a quicker decision.); i (4) For NWPs 7, 12, 14, 18,21,34,38,39,40,41,42,and 43,the PCN must also include a delineation of affected special aquatic sites,including wetlands,vegetated shallows(e.g.,submerged aquatic vegetation,seagrass beds),and riffle and pool complexes(see paragraph 13(f)); (5) For NWP 7(Outfall Structures and Maintenance),the PCN must include information regarding the original design capacities and configurations of those areas of the facility where maintenance dredging or excavation is proposed; r 5 r (6) For NWP 14(Linear Transportation Projects),the PCN must include a compensatory mitigation proposal to offset permanent losses of waters of the US and a statement describing how temporary losses of waters of the US will be minimized to the maximum extent practicable; ' (7) For NWP 21 (Surface Coal Mining Activities),the PCN must include an Office of Surface Mining (OSM)or state-approved mitigation plan,if applicable. To be authorized by this NWP,the District Engineer must determine that the activity complies with the terms and conditions of the NWP and that the adverse environmental effects are minimal both individually and cumulatively and must notify the project sponsor of this determination in writing; (8) For NWP 27(Stream and Wetland Restoration Activities),the PCN must include documentation of ' the prior condition of the site that will be reverted by the permittee; (9) For NWP 29(Single-Family Housing),the PCN must also include: ' (i) Any past use of this NWP by the Individual Permittee and/or the permittee's spouse; (ii) A statement that the single-family housing activity is for a personal residence of the permittee; t (iii) A description of the entire parcel,including its size,and a delineation of wetlands. For the purpose of this NWP,parcels of land measuring 1/4-acre or less will not require a formal on-site delineation. However, , the applicant shall provide an indication of where the wetlands are and the amount of wetlands that exists on the property. For parcels greater than 1/4-acre in size,formal wetland delineation must be prepared in accordance with the current method required by the Corps.(See paragraph 13(f)); , (iv) A written description of all land(including,if available,legal descriptions)owned by the prospective permittee and/or the prospective permittee's spouse,within a one mile radius of the parcel,in any form of ownership(including any land owned as a partner,corporation,joint tenant,co-tenant,or as a tenant-by-the-entirety) , and any land on which a purchase and sale agreement or other contract for sale or purchase has been executed; (10) For NWP 31 (Maintenance of Existing Flood Control Facilities),the prospective permittee must , either notify the District Engineer with a PCN prior to each maintenance activity or submit a five year(or less) maintenance plan. In addition,the PCN must include all of the following: (i) Sufficient baseline information identifying the approved channel depths and configurations and ' existing facilities. Minor deviations are authorized,provided the approved flood control protection or drainage is not increased; (ii) A delineation of any affected special aquatic sites,including wetlands;and, (iii) Location of the dredged material disposal site; (11) For NWP 33(Temporary Construction,Access,and Dewatering),the PCN must also include a , restoration plan of reasonable measures to avoid and minimize adverse effects to aquatic resources; (12) For NWPs 39,43 and 44,the PCN must also include a written statement to the District Engineer ' explaining how avoidance and minimization for losses of waters of the US were achieved on the project site; (13) For NWP 39 and NWP 42,the PCN must include a compensatory mitigation proposal to offset ' losses of waters of the US or justification explaining why compensatory mitigation should not be required. For discharges that cause the loss of greater than 300 linear feet of an intermittent stream bed,to be authorized,the District Engineer must determine that the activity complies with the other terms and conditions of the NWP,determine adverse environmental effects are minimal both individually and cumulatively,and waive the limitation on stream impacts in writing before the permittee may proceed; 6 ■i r (14) For NWP 40(Agricultural Activities),the PCN must include a compensatory mitigation proposal to offset losses of waters of the US. This NWP does not authorize the relocation of greater than 300 linear-feet of existing serviceable drainage ditches constructed in non-tidal streams unless,for drainage ditches constructed in intermittent .r non-tidal streams,the District Engineer waives this criterion in writing,and the District Engineer has determined that the project complies with all terms and conditions of this NWP,and that any adverse impacts of the project on the aquatic environment are minimal,both individually and cumulatively; •� (15) For NWP 43(Stormwater Management Facilities),the PCN must include,for the construction of new stormwater management facilities,a maintenance plan(in accordance with state and local requirements,if applicable)and a compensatory mitigation proposal to offset losses of waters of the US. For discharges that cause the loss of greater than 300 linear feet of an intermittent stream bed,to be authorized,the District Engineer must determine that the activity complies with the other terms and conditions of the NWP,determine adverse environmental effects are minimal both individually and cumulatively,and waive the limitation on stream impacts in writing before the permittee may proceed; r. (16) For NWP 44(Mining Activities),the PCN must include a description of all waters of the US adversely affected by the project,a description of measures taken to minimize adverse effects to waters of the US,a description of measures taken to comply with the criteria of the NWP,and a reclamation plan(for all aggregate mining activities in isolated waters and non-tidal wetlands adjacent to headwaters and any hard rock/mineral mining activities); (17) For activities that may adversely affect Federally-listed endangered or threatened species,the PCN .. must include the name(s)of those endangered or threatened species that may be affected by the proposed work or utilize the designated critical habitat that may be affected by the proposed work;and (18) For activities that may affect historic properties listed in,or eligible for listing in,the National Register of Historic Places,the PCN must state which historic property may be affected by the proposed work or include a vicinity map indicating the location of the historic property. (c) Form of Notification: The standard Individual Permit application form(Form ENG 4345)may be used as the notification but must clearly indicate that it is a PCN and must include all of the information required in(b)(1)- (18)of General Condition 13. A letter containing the requisite information may also be used. (d) District Engineer's Decision: In reviewing the PCN for the proposed activity,the District Engineer will determine whether the activity authorized by the NWP will result in more than minimal individual or cumulative adverse environmental effects or may be contrary to the public interest. The prospective permittee may submit a proposed mitigation plan with the PCN to expedite the process. The District Engineer will consider any proposed compensatory mitigation the applicant has included in the proposal in determining whether the net adverse environmental effects to the aquatic environment of the proposed work are minimal. If the District Engineer determines that the activity complies with the terms and conditions of the NWP and that the adverse effects on the aquatic environment are minimal,after considering mitigation,the District Engineer will notify the permittee and include any conditions the District Engineer deems necessary. The District Engineer must approve any compensatory mitigation proposal before the permittee commences work. If the prospective permittee is required to submit a compensatory mitigation proposal with the PCN,the proposal may be either conceptual or detailed. If the prospective permittee elects to submit a compensatory mitigation plan with the PCN,the District Engineer will expeditiously review the proposed compensatory mitigation plan. The District Engineer must review the plan within 45 days of receiving a complete PCN and determine whether the conceptual or specific proposed mitigation would ensure no more than minimal adverse effects on the aquatic environment. If the net adverse effects of the project on the aquatic environment(after consideration of the compensatory mitigation proposal)are determined by the District Engineer to be minimal,the District Engineer will provide a timely written response to the applicant. The response will state that the project can proceed under the terms and conditions of the NWP. If the District Engineer determines that the adverse effects of the proposed work are more than minimal,then the District Engineer will notify the applicant either: (1)That the project does not qualify for authorization under the NWP and instruct the applicant on the procedures to seek authorization under an Individual Permit;(2)that the project is authorized under the NWP subject to the applicant's submission of a mitigation proposal that would reduce the adverse effects on the aquatic environment to the minimal level;or(3)that the project is authorized under the NWP with specific modifications or conditions. Where the District Engineer determines that mitigation is required to ensure no more than minimal adverse effects occur to the 7 r �r aquatic environment,the activity will be authorized within the 45-day PCN period. The authorization will include the r necessary conceptual or specific mitigation or a requirement that the applicant submit a mitigation proposal that would reduce the adverse effects on the aquatic environment to the minimal level. When conceptual mitigation is included,or ' a mitigation plan is required under item(2)above,no work in waters of the US will occur until the District Engineer has approved a specific mitigation plan. (e) Agency Coordination: The District Engineer will consider any comments from Federal and state ' agencies concerning the proposed activity's compliance with the terms and conditions of the NWPs and the need for mitigation to reduce the project's adverse environmental effects to a minimal level. For activities requiring notification to the District Engineer that result in the loss of greater than 1/2-acre of waters of the US,the District Engineer will ' provide immediately(e.g.,via facsimile transmission,overnight mail,or other expeditious manner)a copy to the appropriate Federal or state offices(USFWS,state natural resource or water quality agency,EPA,State Historic Preservation Officer(SHPO),and,if appropriate,the NMFS). With the exception of NWP 37,these agencies will then have 10 calendar days from the date the material is transmitted to telephone or fax the District Engineer notice that they , intend to provide substantive,site-specific comments. If so contacted by an agency,the District Engineer will wait an additional 15 calendar days before making a decision on the notification. The District Engineer will fully consider agency comments received within the specified time frame,but will provide no response to the resource agency,except ' as provided below. The District Engineer will indicate in the administrative record associated with each notification that the resource agencies'concerns were considered. As required by section 305(b)(4)(B)of the Magnuson-Stevens Fishery Conservation and Management Act,the District Engineer will provide a response to NMFS within 30 days of receipt of any Essential Fish Habitat conservation recommendations. Applicants are encouraged to provide the Corps ' multiple copies of notifications to expedite agency notification. (f) Wetland Delineations: Wetland delineations must be prepared in accordance with the current method required by the Corps(For NWP 29 see paragraph(b)(9)(iii)for parcels less than(1/4-acre in size). The permittee may ask the Corps to delineate the special aquatic site. There may be some delay if the Corps does the delineation. Furthermore,the 45-day period will not start until the wetland delineation has been completed and submitted to the Corps,where appropriate. , 14. Compliance Certification. Every permittee who has received NWP verification from the Corps will submit a signed certification regarding the completed work and any required mitigation. The certification will be forwarded by , the Corps with the authorization letter and will include: (a) A statement that the authorized work was done in accordance with the Corps authorization,including any general or specific conditions; , (b) A statement that any required mitigation was completed in accordance with the permit conditions;and (c) The signature of the permittee certifying the completion of the work and mitigation. ' 15. Use of Multiple Nationwide Permits. The use of more than one NWP for a single and complete project is prohibited,except when the acreage loss of waters of the US authorized by the NWPs does not exceed the acreage limit , of the NWP with the highest specified acreage limit(e.g.if a road crossing over tidal waters is constructed under NWP 14,with associated bank stabilization authorized by NWP 13,the maximum acreage loss of waters of the US for the total project cannot exceed 1/3-acre). 16. Water Supply Intakes. No activity,including structures and work in navigable waters of the US or ' discharges of dredged or fill material,may occur in the proximity of a public water supply intake except where the activity is for repair of the public water supply intake structures or adjacent bank stabilization. 17. Shellfish Beds. No activity,including structures and work in navigable waters of the US or discharges of dredged or fill material,may occur in areas of concentrated shellfish populations,unless the activity is directly related ' to a shellfish harvesting activity authorized by NWP 4. 8 ' .. 18. Suitable Material. No activity,including structures and work in navigable waters of the US or discharges of dredged or fill material,may consist of unsuitable material(e.g.,trash,debris,car bodies,asphalt,etc.)and material used for construction or discharged must be free from toxic pollutants in toxic amounts(see section 307 of the CWA). 19. Mitigation. The District Engineer will consider the factors discussed below when determining the acceptability of appropriate and practicable mitigation necessary to offset adverse effects on the aquatic environment that are more than minimal. (a) The project must be designed and constructed to avoid and minimize adverse effects to waters of the US to the maximum extent practicable at the project site(i.e.,on site). 'r (b) Mitigation in all its forms(avoiding,minimizing,rectifying,reducing or compensating)will be required to the extent necessary to ensure that the adverse effects to the aquatic environment are minimal. (c) Compensatory mitigation at a minimum one-for-one ratio will be required for all wetland impacts requiring a PCN,unless the District Engineer determines in writing that some other form of mitigation would be more environmentally appropriate and provides a project-specific waiver of this requirement. Consistent with National policy,the District Engineer will establish a preference for restoration of wetlands as compensatory mitigation,with preservation used only in exceptional circumstances. (d) Compensatory mitigation(i.e.,replacement or substitution of aquatic resources for those impacted)will not be used to increase the acreage losses allowed by the acreage limits of some of the NWPs. For example, 1/4-acre of wetlands cannot be created to change a 3/4-acre loss of wetlands to a 1/2-acre loss associated with NWP 39 verification. However, 1/2-acre of created wetlands can be used to reduce the impacts of a 1/2-acre loss of wetlands to the minimum impact level in order to meet the minimal impact requirement associated with NWPs. (e) To be practicable,the mitigation must be available and capable of being done considering costs,existing technology,and logistics in light of the overall project purposes. Examples of mitigation that may be appropriate and r practicable include,but are not limited to: reducing the size of the project;establishing and maintaining wetland or upland vegetated buffers to protect open waters such as streams;and replacing losses of aquatic resource functions and values by creating,restoring,enhancing,or preserving similar functions and values,preferably in the same watershed. .. (f) Compensatory mitigation plans for projects in or near streams or other open waters will normally include a requirement for the establishment,maintenance,and legal protection(e.g.,easements,deed restrictions)of vegetated buffers to open waters. In many cases,vegetated buffers will be the only compensatory mitigation required. Vegetated buffers should consist of native species. The width of the vegetated buffers required will address documented water quality or aquatic habitat loss concerns. Normally,the vegetated buffer will be 25 to 50 feet wide on each side of the stream,but the District Engineers may require slightly wider vegetated buffers to address documented water quality or habitat loss concerns. Where both wetlands and open waters exist on the project site,the Corps will determine the r appropriate compensatory mitigation(e.g.,stream buffers or wetlands compensation)based on what is best for the aquatic environment on a watershed basis. In cases where vegetated buffers are determined to be the most appropriate form of compensatory mitigation,the District Engineer may waive or reduce the requirement to provide wetland r. compensatory mitigation for wetland impacts. (g) Compensatory mitigation proposals submitted with the"notification'may be either conceptual or detailed. If conceptual plans are approved under the verification,then the Corps will condition the verification to r. require detailed plans be submitted and approved by the Corps prior to construction of the authorized activity in waters of the US. (h) Permittees may propose the use of mitigation banks, in-lieu fee arrangements or separate activity-specific compensatory mitigation. In all cases that require compensatory mitigation,the mitigation provisions willspecify the party responsible for accomplishing and/or complying with the mitigation plan. 9 r 20. Spawning Areas. Activities,including structures and work in navigable waters of the US or discharges of dredged or fill material,in spawning areas during spawning seasons must be avoided to the maximum extent practicable. Activities that result in the physical destruction(e.g.,excavate,fill,or smother downstream by substantial turbidity)of an important spawning area are not authorized. ■1 21. Management of Water Flows. To the maximum extent practicable,the activity must be designed to maintain preconstruction downstream flow conditions(e.g.,location,capacity,and flow rates). Furthermore,the ' activity must not permanently restrict or impede the passage of normal or expected high flows(unless the primary purpose of the fill is to impound waters)and the structure or discharge of dredged or fill material must withstand expected high flows. The activity must,to the maximum extent practicable,provide for retaining excess flows from the ' site,provide for maintaining surface flow rates from the site similar to preconstruction conditions,and provide for not increasing water flows from the project site,relocating water,or redirecting water flow beyond preconstruction conditions. Stream channelizing will be reduced to the minimal amount necessary,and the activity must,to the maximum extent practicable,reduce adverse effects such as flooding or erosion downstream and upstream of the ' project site,unless the activity is part of a larger system designed to manage water flows. In most cases,it will not be a requirement to conduct detailed studies and monitoring of water flow. This condition is only applicable to projects that have the potential to affect waterflows. While appropriate measures must be taken,it is not necessary to conduct ' detailed studies to identify such measures or require monitoring to ensure their effectiveness. Normally,the Corps will defer to state and local authorities regarding management of water flow. 22. Adverse Effects From Impoundments. If the activity creates an impoundment of water,adverse effects to , the aquatic system due to the acceleration of the passage of water,and/or the restricting its flow shall be minimized to the maximum extent practicable. This includes structures and work in navigable waters of the US,or discharges of dredged or fill material. 23. Waterfowl Breeding Areas. Activities,including structures and work in navigable waters of the US or discharges of dredged or fill material,into breeding areas for migratory waterfowl must be avoided to the maximum extent practicable. ' 24. Removal of Temporary Fills. Any temporary fills must be removed in their entirety and the affected areas returned to their preexisting elevation. ' 25. Designated Critical Resource Waters. Critical resource waters include,NOAA-designated marine sanctuaries,National Estuarine Research Reserves,National Wild and Scenic Rivers,critical habitat for Federally listed threatened and endangered species,coral reefs,state natural heritage sites,and outstanding national resource waters or ' other waters officially designated by a state as having particular environmental or ecological significance and identified by the District Engineer after notice and opportunity for public comment. The District Engineer may also designate additional critical resource waters after notice and opportunity for comment. ' (a) Except as noted below,discharges of dredged or fill material into waters of the US are not authorized by NWPs 7, 12, 14, 16, 17,21,29,31,35,39,40,42,43,and 44 for any activity within,or directly affecting,critical resource waters,including wetlands adjacent to such waters. Discharges of dredged or fill materials into waters of the US may be authorized by the above NWPs in National Wild and Scenic Rivers if the activity complies with General Condition 7. Further,such discharges may be authorized in designated critical habitat for Federally listed threatened or endangered species if the activity complies with General Condition 11 and the USFWS or the NMFS has concurred in a determination of compliance with this condition. , (b) For NWPs 3,8, 10, 13, 15, 18, 19,22,23,25,27,28,30,33,34,36,37,and 38,notification is required in accordance with General Condition 13,for any activity proposed in the designated critical resource waters including wetlands adjacent to those waters. The District Engineer may authorize activities under these NWPs only after it is determined that the impacts to the critical resource waters will be no more than minimal. 26. Fills Within 100-Year F000dplains. For purposes of this General Condition, 100-year floodplains will be ' identified through the existing Federal Emergency Management Agency's(FEMA)Flood Insurance Rate Maps or FEMA-approved local floodplain maps. 10 , .. (a) Discharges in Floodplain;Below Headwaters. Discharges of dredged or fill material into waters of the US within the mapped 100-year floodplain,below headwaters(i.e.,5 cfs),resulting in permanent above-grade fills,are not authorized by NWPs 39,40,42,43,and 44. (b) Discharges in Floodway;Above Headwaters. Discharges of dredged or fill material into waters of the US within the FEMA or locally mapped floodway,resulting in permanent above-grade fills,are not authorized by NWPs 39,40,42,and 44. (c) The permittee must comply with any applicable FEMA-approved state or local floodplain management requirements. rr 27. Construction Period. For activities that have not been verified by the Corps and the project was commenced or under contract to commence by the expiration date of the NWP(or modification or revocation date),the work must be completed within 12-months after such date(including any modification that affects the project). For activities that .r have been verified and the project was commenced or under contract to commence within the verification period,the work must be completed by the date determined by the Corps. For projects that have been verified by the Corps,an extension of a Corps approved completion date maybe requested. This request must be submitted at least one month before the previously approved completion date. .o G. CORPS REGIONAL GENERAL CONDITIONS FOR ALL NWPS 1. Mature Forested and Bog and Bog-like Wetlands. The use of NWPs is specifically prohibited in mature forested wetlands or bog and bog-like wetlands or just these components of a wetland system(as defined in the Definition section of this Public Notice),except for projects provided coverage under the following NWPs: NWP 3(i,ii) — Maintenance NWP 20 — Oil Spill Cleanup NWP 32 — Completed Enforcement Actions NWP 38 — Cleanup of Hazardous and Toxic Waste NWP 40(a) — USDA program participant rr NOTE: NWP regulations do not allow the regional conditioning of NWP 40(a). 2. Access. You must allow representatives from this office to inspect the authorized activity at any time deemed necessary to ensure that it is being,or has been,accomplished in accordance with the terms and conditions of your permit. r 3. Commencement Bay. An individual permit is required in the Commencement Bay Study Area(CBSA)for activities which would have qualified for the following NWPs: NWP 12 — Utility Line Activities(substations and access roads) r NWP 13 — Bank Stabilization NWP 14 — Linear Transportation Crossings NWP 23 — Approved Categorical Exclusions NWP 29 — Single-Family Housing .. NWP 39 — Residential,Commercial,and Institutional Developments NWP 40 — Agricultural Activities NWP 41 — Reshaping Existing Drainage Ditches NWP 42 — Recreational Facilities NWP 43 — Stormwater Management Facilities The CBSA is located near the southern end of Puget Sound's main basin at Tacoma,Pierce County,Washington. The CBSA extends from Brown's Point around the bay to Point Defiance and includes the commercial waterways, wetlands,and any other jurisdictional waters. From Point Defiance,the line runs southeast to State Route 7(Pacific 11 r Avenue),then south to the centerline of I-5;then east(northbound lanes)along I-5 to the Puyallup River. The boundary extends 200 feet on either side of the Puyallup River southeast to the Clark Creek Road(Melroy)Bridge. From the Puyallup River,the boundary extends east along I-5 to 70th Avenue E. The line then returns to Brown's Point to the northwest,following the 100-foot contour elevation above sea level located east of Hylebos Creek and Marine View Drive. 4. Mill Creek Special Area Management Plan(SAMP). Within the boundaries of the(SAMP),the following NWPs can be used only in those areas designated as"Developable Wetlands": ■� NWP 14 — Linear Transportation Crossings NWP 23 — Approved Categorical Exclusions NWP 29 — Single-Family Housing NWP 33 — Temporary Construction,Access and Dewatering NWP 39 — Residential,Commercial,and Institutional Developments NWP 40— Agricultural Activities NWP 41 — Reshaping Existing Drainage Ditches NWP 42 — Recreational Facilities NWP 43 — Stormwater Management Facilities Until the SAMP is approved,the users of these NWPs listed above(except NWP 40a.)must notify the District Engineer in accordance with General Condition 13 for any acreage or volume proposed. Once the SAMP is approved, ' the"Notification"limits will be as specified in the individual NWPs. Mitigation requirements for these projects must either be onsite or within the areas designated as"Preferred Mitigation , Sites". Mitigation plans must comply with the requirements found within the Mill Creek Special Area Management Plan,King County,Washington,dated April 2000. An individual permit is required for all proposals in"Developable Wetlands"that would have qualified for NWPs other ' than those listed above. NWP 27,Stream Restoration and Enhancement Activities,can be used within the SAMP,but must comply with the ' requirements found within the Mill Creek Special Area Management Plan,King County,Washington. The Mill Creek SAMP applies to all areas and tributaries drained by Mill Creek(Auburn),Mullen Slough,Midway Creek,Auburn Creek,and the area bounded by 4th Street Northeast in Auburn on the south,and the Ordinary High Water mark of the Green River on the east and north. 5. Prohibited Work Times for Bald Eagle Protection. For compliance with National General Condition 11, the following construction activity prohibitions apply to protect bald eagles,listed as threatened under the Endangered ' Species Act: (a) No construction activity authorized under a NWP shall occur within 1/4 mile of an occupied bald eagle ' nest,nocturnal roost site,or wintering concentration area,within the following seasonal work prohibition times. (b) No construction activity authorized under a NWP shall occur within 1/2 mile BY LINE OF SIGHT of an occupied bald eagle nest or nocturnal roost site,within the following seasonal work prohibition times: ' Work prohibition times: (1) Nesting between January 1 and August 15 each year. ' (2) Wintering areas between November 1 and March 31 each year. Exceptions to these prohibited work times can be made by request to the Corps and approved by the U.S.Fish and , Wildlife Service(USFWS). 12 , .. Contact the USFWS to determine if a bald eagle nest,nocturnal roost,or wintering concentration occurs near your proposed project: West of Cascades: Olympia Office—(360)753-9440 East of Cascades: Ephrata—(509)754-8580 or Spokane—(509)893-8002 Mainstem of the Columbia River downstream from McNary Dam: Portland—(503)231-6179 H. ADDITIONAL LIMITATIONS ON THE USE OF NWPs r. 1. District Engineers have authority to determine if an activity complies with the terms and conditions of an NWP. 2. NWPs do not obviate the need to obtain other Federal,state,or local permits,approvals,or authorizations required by law. 3. NWPs do not grant any property rights or exclusive privileges. 4. NWPs do not authorize any injury to the property or rights of others. 5. NWPs do not authorize interference with any existing or proposed Federal project. 6. If future operations by the United States require the removal,relocation,or other alteration of the work herein authorized,or if,in the opinion of the Secretary of the Army or his authorized representative,said ,r structure or work shall cause unreasonable obstruction to the free navigation of the navigable waters,you will be required,upon due notice from the U. S Army Corps of Engineers,to remove,relocate, or alter the structural work or obstructions caused thereby,without expense to the United States. No claim shall be made against the United States on account of any such removal or alteration. I. FURTHER INFORMATION Further information about the U.S.Army Corps of Engineers regulatory program,including nationwide permits,may also be accessed on our Internet page: http://Www.nws.usace.army.mil (select"Regulatory/Permits"). �wrr r rr r 13 DRAINAGE DISTRICT NUMBER ONE OF KING COUNTY, Washington 19414 EAST VALLEY HIGHWAY, KENT, WA 98032 (253) 872-8300 PERMIT I. Permitter: Drainage District No. 1 of King County, Washington II. Permittee: City of Renton 1055 S. Grady Way Renton, WA 98057 Contact: Allen Quynn III. Identification: Applicant: City of Renton Property Owner: Drainage District No. 1 of King County Project Development Name: SW 34th Street Culvert Replacement Project Project Location: Crossing of Springbrook Creek and SW 34th St, Renton, WA Drainage District Number One of King County, Washington (hereafter"Drainage District'), as right-of-way owner of Springbrook Creek storm water drainage channel, does hereby issue a Permit to Permittee as follows: IV. Basis: All permission herein is granted on the basis of, and subject to, the following specifically designated project plans and permits: A. Project Permit Application dated December 21, 2006 (Attachment A), a copy of which is attached hereto; B. Other permits and approvals as outlined in Attachment A thereto. V. Purpose and Use: Actions deemed necessary by Permittee to replace four undersized CMP culverts with a new box culvert to improve conveyance capacity at the SW 34th Street crossing of Springbrook Creek. Construction will involve installation of a stream bypass pipe and dewatering while installation takes place. Project also involves relocating several utilities. PERMIT- February 22, 2007 Drainage District No. 1 Page 1 of 2 NA l VI. Term: The term of this Permit shall be from the date hereof through March 1, 2008, unless otherwise extended. VII. Terms and Conditions: This Permit is issued expressly subject to the following terms and conditions: A. Permittee shall not enhance wetlands in or plant vegetation in Drainage District right of way unless in conformance with the Drainage District No. 1 Planting Plan. Permittee shall maintain trees it plants within Drainage District right of way for three (3) calendar years from planting. Permittee shall cut brush around base of newly-planted trees as deemed necessary by District superintendent for a period of three (3) calendar years from planting; B. Permittee shall ensure that any utility lines relocated under Springbrook Creek are placed at least three (3)feet below native soils. C. Permittee shall indemnify and hold Permitter harmless from and against any and all liability for personal injuries, property damage, or for loss of life or property resulting from, or in any way connected with, the condition or use of the premises covered by this Permit, including attorney fees and court costs, except liability for personal injuries, property damage or loss of life or property caused solely by the negligence of Permitter; D. Any facilities installed at the project site on Drainage District property, under this Permit or other grants, shall require Permittee to be responsible for maintenance and cleaning thereof; and The term "Permittee" as used in this Permit specifically refers, and is limited to, the designated Permittee in Paragraph Il, above, but the rights therein may be exercised by any agent, employee, contractor or sub-contractor with the authority of Permittee. Permittee's exercise of any of the rights granted herein shall constitute an acceptance of all terms, conditions and requirements contained in this Permit. Issued: February 22, 2007. Drainage Di icl N . 1 lof King County, Washington f 1 By J hn M. Casey, Attorney for Drainage District Num er One of King County, Washington 555 W. Smith Street P.O. Box 140 Kent, WA 98035-0140 (253) 852-2345 PERMIT- February 22, 2007 Drainage District No. 1 Page 2 of 2 PROJECT PERMIT APPLICATION DRAINAGE DISTRICT NO. 1 of KING COUNTY 19414 84th Avenue So., P O Box 297, Kent,WA 98035-0297 (253) 872-8300 Drainage District No. 1 of King County has In its jurisdiction certain drainage channels in and around Kent and Renton. These include Springbrook Creek, Mill Creek and various unnamed drainage channels or ditches that are tributaries of those creeks. Ownership of the District commonly extends beyond the top of channel banks. This Application must be submitted for any project that abuts or is in the vicinity of one of the District's channels and which will affect or impact any such drainage channel, its flow,or which involves entry(constructive or actual) upon such creeks,channels,ditches or land which the District owns or for which it has easement or other rights. Submit one original and two copies of the completed Project Permit Application(only the original needs to be signed by Applicant), along with supporting documentation, to: John M. Casey,Attorney, Curran Mendoza, P.S., 555 W. Smith Street, P.O. Box 140, Kent,WA 98035-0140[phone(253)852-2345)]. The permit fee is$1,000.00,which is due at the time of permit pickup. No fee is required for submission of application. Additional review charges, bonds, and other financial commitments may apply during processing and/or as a condition of approval. Submission of additional information,such as legal descriptions,surveys, title insurance and project plans, may be required before any permit may be issued. IMPORTANT: PERMISSION GRANTED PURSUANT TO THIS APPLICATION SHALL APPLY ONLY TO THOSE MATTERS OVER WHICH DRAINAGE DISTRICT NO.ONE HAS AUTHORITY AND SHALL NOT RELIEVE APPLICANT FROM THE NEED TO OBTAIN PERMITS LICENSES OR OTHER APPROVALS FROM ANY OTHER APPLICABLE GOVERNMENT AGENCY OR PRIVATE PARTY, ALL ACTIVITIES CONDUCTED UNDER AUTHORITY OF THIS PERMIT MUST BE PERFORMED IN COMPLIANCE WITH ALL APPLICABLE LAWS STATUTES ORDINANCES AND REGULATIONS THAT APPLY DRAINAGE DISTRICT NO.ONE ASSUMES NO RESPONSIBILITY FOR APPLICANT'S COMPLIANCE THEREWITH. _D.._.-_..__..._.._-_. _l ... c:--:_y."._�.^:-..-:.. •-�:..m^:c.'::::�.. .v__:�i Wit,-:.n::za:_.t=::_:c_:_:::::..:;_-i:^- -- ...... lu6�. ..^ APPLICATION MUST BE LEGIBLY COMPLETED IN FULL - PREFERABLY TYPEWRITTEN The Applicant hereby makes application to King County Drainage District No. 1 for permission as specified in Section V, below. I. Applicant: Your Project No.: SWP-27-3223 Name: City of Renton Phone: (425) 430-7247 Contact Person: _ Allen Quynn Fax: (425) 430-7241 Address: 1055 S. Graff Way Renton WA 98057 Street City State Zip II. Property Owner/Sponsor:** ** Property Owner refers to the owner of property where project will take place and/or property abutting District ownership or right-of-way. If there is no Property Owner, use information regarding the sponsor of the project. If more than one owner, attach sheet(s) with information. ❑ Check here if this information pertains to the Sponsor [not an Owner]. Page 1 of 2 Name: City of Renton Phone: (425)430-7247 Address: 1055 S Grady Way Renton WA 98057 Street City State Zip III. Contractor: f Name: Not known at this time Phone: ( ) Contact Person: Fax: { } Address: Street city State Zip I IV. Proposed Project: Project Name or Development Name: SW 34th Street Culvert Replacement Proiect Location: Crossing of Springbrook Creek and SW 34t" Street Proposed Time Period of Work (Beginning and Ending dates): Begin in-stream construction June 15 2007 Complete in-stream construction September 30, 2007. Utility work will begin in May 2007. Description of Project (attach additional explanation, if helpful): Proiect is to replace 4 undersized CMP culverts with a new box culvert to improve conveyance capacity at the SW 34n Street crossing of Springbrook Creek. Project construction will involve installation of a stream bypass pipe and dewatering in order to install the concrete box sections. Several utilities_ including power, gas communications and sewer will need to be relocated prior to in-stream construction. For this project we made completed the following applications: Date of Application/ Granted Date Agency What Applied For Application Approval No. Yes - No Granted City of Kent ❑ ❑ City of Renton SEPA and Shoreline Exempt 4/18/06 LUA06-032 ® ❑ 5/9106, 515106 Dept of Fish &Wildlife Hydraulic Project Approval 3/22/06 104542-2 ® ❑ 8/5/06 King County ❑ ❑ Dept of Trans El 1:1 Page 2 of 2 Dept of Ecology 401 Water Quality Cert. Exempt 3/22/06 200600350 ® ❑ 11/28/06 EPA ❑ ❑ Corps of Engineers Section 404/Nationwide 3/22/06 200600350 ® ❑ 10/26/06 Other***: City will be applying for a Department of Ecology Construction Stormwater General Permit--Notice of Intent *** Other agencies are limited to those which affect the work on the project. V. Nature of Permission Requested from Drainage District No. 1 (attach additional sheets, if necessary): In order to construct the project the City will need permission to access Drainage District No. ROW. Installation of the stream bypass pipe dewaterinq system and new culvert will require the Contractor work within Drainage District No 140' ROW upstream and downstream of the SW 34 St. ROW. The City has a recorded easement that allows construction and maintenance of the existing culverts; however, the easement is not large enough to cover the area needed to construct and maintain the new box culvert Enclosed with this permit application is an amended easement that modifies the existing City easement(REC#8007070465) from a length of 80 feet to 300 feet. This additional length will allow the City to construct the culvert and provide the necessary room to maintain the culvert in the future. Date: /�I al Ob Signed: Appllca t Title&Who Representing Page 3 of 2 APPENDIX D (Stormwater Pollution Prevention Plan) i r SAMPLE An STORMWATER POLLUTION PREVENTION PLAN do (SWPPP) SW 34th Street Culvert Replacement Project Renton,Washington Am ,. .. March 2007 STORMWATER POLLUTION PREVENTION PLAN (SWPPP) SW 34th Street Culvert Replacement Project EROSION AND SEDIMENT CONTROL NARRATIVE LIST OF CONTENTS 1. Project Description 2. Existing Site Conditions 3. Adjacent Areas 4. Critical Areas 5. Soils 6. Erosion and Sedimentation BMPs 7. Construction Sequence 8. Permanent Stabilization 9. Maintenance 10. Calculations " 11. Non Erosion and Sediment Control Management Practices Required APPENDICES aw A. Erosion and Sediment Control Plan and Details B. Erosion and Sediment Control Contract Specifications "" C. Permanent Stabilization a 1. Project Description to replace an existing undersized The City of Renton Surface Water Utility is proposing p g culvert crossing where Springbrook Creek crosses SW 34th Street. The existing crossing consists of 4 parallel 72-inch diameter CMP culverts. The culverts will be replaced with a single 30-foot wide by 12-foot high by 65-foot long precast box culvert. Other major work elements of the project include: erosion and sedimentation control measures including a temporary stream bypass; clearing and grubbing; traffic control; demolition; temporary bypass (stream diversion); temporary waterline diversion; relocation of existing water line; storm drain revisions; temporary sanitary sewer diversion; approximately 900 feet of new sanitary sewer line installation; shoring; excavation and backfill; installation of precast box culvert bottom and top sections; construct cast-in-place wing walls; coordinate relocation of existing gas line, underground communication duct bank, and underground power with private utility companies; roadway embankment; asphalt paving; constructing cement concrete curb, gutter, sidewalk and driveways; installation of handrail; dewatering; stream regrading; creek; pavement stripping, stream regrading; and placement of stream materials including streambed gravels, rootwads/bank logs, and perform stream planting, restoration, and landscaping. A major element of the construction will be the creek bypass pipeline that will temporally divert Springbrook Creek around the construction area for the culvert. This bypass will consists of a minimum of two 48-inch diameter pipes with coffer dams at each end of the diversion. 2. Existing Site Conditions The existing intersection of SW 34th Street and Springbrook Creek consists of four side-by- side 72-inch-diameter corrugated metal pipe culverts. SW 34th Street is a four-lane asphalt concrete roadway with concrete curbs and gutters and sidewalks on both sides (44-foot total pavement width). Total right-of-way (ROW) width is 80 feet. In the vicinity of 34th Street, Springbrook Creek is a modified straight,trapezoidal channel flanked on both banks by wetland fringe. To the north and south of SW 340' Street,the creek is located within a 40-foot wide King County Drainage District Right-of-way. On both sides of this right-of-way are 40-foot wide Springbrook Creek Green Belt and Pedestrian easements that provide a buffer area between the creek and adjacent commercial/industrial development. �w The new culvert is designed to match the invert elevation of the existing culverts; at approximately elevation 8 (NAVD 88). Creek elevations during the summer low flow period are about elevation 10 and dewatering and control of groundwater will be required. Springbrook Creek at this location is considered to have poor water quality and a low dissolved oxygen level; it lacks suitable spawning substrate, especially in low-gradient reaches. i i 3. Adjacent Areas As noted above, along both sides of the drainage district right-of-way are 40-foot wide Springbrook Creek Green Belt and Pedestrian easements. These easements provide a buffer area between the creek and adjacent commercial development. The Springbrook Creek Trail • is a paved recreational trail that runs in a north-south direction along the top of the creek's east bank within the pedestrian easement. 4. Critical Areas Critical areas in the project vicinity are Springbrook Creek and the narrow wetlands that flank both sides of the creek. Washington State has designated Springbrook Creek a Shoreline of the State (WAC 173-18-210). As a Shoreline of the State,the City classifies Springbrook Creek as a Class 1 stream. The narrow, riverine flow-through wetlands along Springbrook Creek area are classified as palustrine emergent(Cowardin et al. 1979) and meet the Washington State Department of .. Ecology's (Ecology's) definition of a Category 3 wetland and the City's definition of a Category 2 wetland because each is greater than 2200 square feet, not isolated (associated with Springbrook Creek), not severely disturbed (Category 3 wetland), and does not possess ar the high-quality attributes of a Category 1 wetland. Wetlands ratings were based on Ecology's Washington State Wetlands Rating System—Western Washington(Ecology 2004) and the City's wetland classification system (Renton Code 4-3- 050). w 5. Soils The soil beneath the road consists of approximately 4 to 5 feet of road fill over organic silt (peat) to a depth of 9 to 10 feet, which in turn lie over alternating layers of sand and silt alluvium. Additional information is available from the Geotechnical Report (SW 34th Street/Springbrook Creek Culvert Improvement Project, HWA, 2005). 6. Erosion and Sedimentation BMPs In accordance with the City of Renton's Erosion Control standards and the Department of Ecology's Stormwater Management Manual for Western Washington (2005), BMPs will be .w implemented to mitigate the adverse affects of erosion. Proposed BMPs used on this project include but are not limited to those listed below. It is noted that the Contractor will be required to submit a detailed Temporary Water Pollution/Erosion Control Plan (TWPECP) for review and approval by the City. The plan will spell out the quantity and location of the BMPs in greater detail. �• Temporary erosion and sediment control measures shall be installed prior to any construction activity. The Contractor shall be responsible for phasing of temporary control during construction so that they are coordinated with the staging of construction activities. A TESC a supervisor shall be designated by the Contractor, whose name and phone number shall be as given to the Engineer at the Preconstruction Conference. Proposed BMPs used on this project include but are not limited to those shown below and to show in the TESC drawing in Appendix A. The Contractor will be required to implement a base level at a minimum. If the base level does not provide sufficient protection,the City can require increased effort to achieve adequate protection and maintain permit compliance. N' BMPs for Base Level 1. Clearly labeling the clearing limits with 42-inch-high orange safety fence (Exxon Safety/Barrier fence, Tenax Beacon, or equal). This fencing will not be needed in areas where silt fencing is used. 2. Constructing a temporary creek diversion using a minimum of two 48-inch diameter pipes with coffer dams at each end. 3. All stream work will need to be complete within the approved fish window of June 15 to September 30, 2007. 4. Additional diversions will be necessary for storm drainage pipe systems. 5. Using temporary silt fencing around the staging/stockpile areas and other cleared areas if feasible to do so. 6. Using Visqueen plastic (minimum 6 mil) to cover stockpiles items when not in use. The Visqueen shall be held down by a minimum of 10 lb sandbags placed every 10 feet along the edge and across the pile. 7. Providing storm drain inlet protection for catch basins and inlets to prevent sediment-laden runoff from entering the storm drain system. 8. Keeping paved roads clean, by constructing temporary rock construction entrances for pervious staging areas to prevent the tracking of sediment onto off-site roadways and by sweeping tracked sediment from the roadways (as necessary). 9. Provide for the cleaning of all surfaced roadways as a result of the execution of the work of this project. Flushing shall not be used. Vacuum type sweepers are required. 10. Where feasible, no more than 100 feet of trench shall be open at one time 11. The Contractor shall be responsible for ensuring that precautions are taken to prevent any cement concrete or by-products, asphalt concrete or byproducts, or any discharge from saw cutting are discharged into any storm drain or surface water system. 12. Treatment of dewatered groundwater from the work area and trenches. At a minimum, this shall include treatment by Baker Tank or sediment pond in addition to pumping discharges to an approved upland location for additional filtering. a� a. The Contractor will be required to ensure that all dewatered groundwater from construction trench being discharged to the storm system meets State Water Quality standards. If ground water discharge exceeds 5 NTUs above background level after treatment by sedimentation pond or Baker Tank, the contractor will be required to treat groundwater prior to discharge. Method of treatment must be approved by the City prior to use. Additional requirements can be found in the project specifications contained in Appendix B. 7. Construction Sequence A preliminary construction sequence was developed and included in the bid document. The preliminary construction sequence provides a conceptual approach to the construction activities required by this project. The Contractor will be required to submit a more detailed ,r construction schedule. A generalized sequence for implementing on-site BMPs is as follows: ■ Hold Pre-construction meeting .. ■ Post sign designating TESC Supervisor ■ Culvert Submittal Process ■ Culvert Fabrication .• ■ Mobilize ■ Install TESC Measures for Sewer Work ■ Relocate Sanitary Sewer ■ Coordinate with Private utility contractors for relocation of their utilities ■ Install TESC Measures for culvert work including water treatment control ■ Install Temp Traffic Control • ■ Install Ground Water Control ■ Remove fish per HPA requirements ■ Install Temporary Creek Diversion and Cofferdams and Storm Pipe Diversions +■' ■ Install Temporary 12" Water ■ Sheet Pile Temporary Shoring ■ Excavation and Demolition ■ Subgrade Work ■ Install Box Culvert Base ■ Install Spawning Gravels in Culvert •' ■ Install Box Culvert Top ■ Construct CIP Wing Walls ■ Backfill and Pull Shoring ■ Install Permanent 12" Water ■ Complete Storm drain Piping Improvements ■ Complete creek grading, rootwads, spawning gravels an Remove Diversion Piping and Cofferdams ■ Complete Roadway, curb, guardrail, handrail, Sidewalk and Pavement Restoration ■ Landscaping ' Final Site Measures and Demobilization 7. Permanent Stabilization The project includes a revegetation plan to restore the vegetation along the creek in the areas where the creek bank is disturbed. Hydroseeding or hand seeding will provide stabilization to other areas disturbed by the project. See Appendix C for the Permanent Stabilization Plan. 9. Maintenance Maintenance for stormwater control will be necessary for the temporary erosion and sediment control system as well as the permanent drainage system. For the temporary erosion and sediment control,the Contractor will be required to clean and maintain catch basin sedimentation inserts,plastic covering for stock piles, and bypass and dewatering systems regularly. Catch basins inserts shall be replaced if damaged or filled with sediment. Plastic sheets protecting stockpiles shall be replaced if torn. Inspection of these control measures will be required daily. 10. Calculations Calculations are required to show that bypass and dewatering pipes and pumps are sized to convey design flows. Information about bypass design flows for Springbrook Creek are provided in the bid document. 11. Non Erosion and Sediment Control Management Practices Required Pesticide Control No chemical herbicides will be allowed in seeding areas, with the exception of the use of glyphosate ("Roundup" or approved equivalent) for selective clearing of weed species as listed above, and as directed by the engineer. Equipment Washing Washout from a concrete trucks should be disposed of into a designated area or where the concrete wash can harden, be broken up, and then hauled for disposal at a location which is not subject to surface water runoff, and more than 100 feet away from a storm drain, open ditch, or receiving water. Petroleum and Chemical Products All vehicle maintenance and fueling shall be performed in areas that are located away from drainage courses. Petroleum and chemical products shall be stored in locked weather resistant sheds that are located away from drainage courses. The sheds shall be monitored regularly for leaks and repaired as necessary. Workers shall be instructed in proper storage and handling of materials. i �• Information for procedures in case of spills shall be provided by the Contractor. The Contractor shall have persons trained in handling spills and shall be on-site or on-call at all times. The construction contractor is required to prepare and submit to the City a Spill Prevention, Control, and Countermeasures Plan (see Section 1-07.15) that will outline responsive actions in the event of a spill. Materials for cleaning spills shall be kept on-site and easily available. Spills should be cleaned up immediately and the contaminated material disposed of properly. Nutrient Application and Control No fertilizers shall be used on this project. a. a■ of �r OW W 40 rr APPENDIX A Temporary Erosion and Sedimentation Control Plan (SEE DRAWING C-1 in the Plans) r APPENDIX B Temporary Erosion and Sediment Control Contract Specifications (SEE SPECIAL PROVISIONS SECTION 1-07.15 - TEMPORARY ow EROSION AND SEDIMENT CONTROL) 1 1 APPENDIX C Permanent Stabilization ., r (SEE LANDSCAPE PLANS AND DETAILS, DWGS L-1 and L-2) r 1 r r r r r +♦w sw aw ■. APPENDIX E (Traffic Control Information/Detour Plan) r w CITY OF RENTON TRANSPORTATION SYSTEMS-TRAFFIC OPERATIONS TRAFFIC CONTROL PLAN CONSTRUCTION COMPANY: APPL.DATE: ADDRESS: PERMIT#: PHONE#: CONSTRUCTION SUPERINTENDENT: MOB./CELL:# PROJECT NAME: FAX#: PROJECT LOCATION: N/E/S/W OF: WORK TIME: APPROVED BY: WORK DATE: APPROVAL DATE: NOTES: 1. WORK ZONE TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES(MUTCD). 2. CALL 911(USING A LOCAL PHONE)OR 253-852-2121(USING A CELL PHONE),FIRE AND POLICE DEPARTMENTS BEFORE ANY CLOSURE WITHIN PUBLIC RIGHT-OF-WAY. 3. CALL METRO TRANSIT CONTROL CENTER AT 206-6842732 AT LEAST TWENTY-FOUR(24) HOURS BEFORE ANY STREET OR LANE CLOSURE AND 30 MINUTES BEFORE THE ACTUAL CLOSURE. 4. THIS PLAN MUST BE SUBMITTED AT LEAST THREE(3)WORKING DAYS PRIOR TO WORK. 5. APROVED TRAFFIC CONTROL PLAN MUST BE AT THE WORK SITE DURING WORK HOURS. 6. ANY VEHICLE AND/OR EQUIPMENT TO BE USED FOR WORD WITHIN THE CITYRIGHT-OF- WAY MUST DISPLAY A COMPANY LOGO(ANY LEGALLY ACCEPTABLE SIGN SHOWING A COMPANY NAME,ADDRESS,AND TELEPHONE NUMBER)AT A CONSPICUOUS PLACE ON THE VEHICLE OR EQUIPMENT. COMMENTS: SKETCH N t I have been informed of my responsibilities for traffic control and OFFICE COPY T- agree to comply with all traffic regulations of the City of Renton. CONTRACTOR DEV.SERVICE,INSPECTION K.KTTTRICK/ SIGNATURE: DATE: DEV.SERVICE,PLAN REVIEW POLICE KATIE McCLINCY FIRE 11M GRAY/STA.#I I Catace[ILCI 7 IM 11 al C01111 oil 1511 representing agree to comply with all traffic regulations of the City of Renton. I shall prepare a traffic control plan and obtain City approval of that plan. That plan shall be implemented for all street and lane closures,and the plan shall be performed in compliance with the Manual on Uniform Traffic Control Devices. I shall notify emergency services twenty-four(24)hours before any street or lane closures. I understand any lane or street closures not in conformance with the approved traffic control plan and/or without notification of emergency services may result in my receiving a citation for violation of R.C.W.47.36.200 through 47.36.220,9A.36.050 Reckless Endangerment,and other applicable State and City codes. I certify I am responsible for the project and the responsible party to be cited for violation of R.C.W. 47.36.200 through 47.36.220 or 9A.36.050 Reckless Endangerment,and other applicable State and City codes. ' NAME: D.O.B. SS#: HOME ADDRESS: WORK ADDRESS: WORK PHONE: HOME PHONE: COLOR EYES: WEIGHT: HEIGHT: COLOR HAIR: WASHINGTON STATE DRIVERS LICENSE NUMBER: t datacenter/pw/trafcontroM � Z U V.0 p r f ^J C\! „ ♦ECV E�V o p O O lot f Q C t �r E Q p 4- M 4L 0 404C 4n n d b z = o-. AO OL �- w f S� S mc {rte o ��p, Q,oC Caf/y dc Q 4- P 4 d p V F V E 7 ~ N •N+ NO C O ®CfG1� Ir M v «— °cY M O M „ ILL 4C ic 4L 4L es 000000 Ft a� O v V N p r < M �« B fi g:_el 1-- _ •� t O f 4 OOV C « QO p V Ap O -r " _ y fir• �rAC r m ` • « `� E OO Sit _C> -4- r r V;�• Q c <8> �s 8 o �al-ft c� I00 wo Jc _ X ID t w �0 • .� �. « « � x 8 '• - - { �� W 4" N i / �.. 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O 2TTH Oa ST. ZO k8 o © O © Pm W i K5 loan © Off' © © 4TH ST. 0 -MlW AWA . uj ti t O O _ O a• �iy ■ ... ;. [4af�j �1,Y 41ST WORK ORDER #6885 DA 02/14/07 SHEET- 1.0 .. CITY OF RENTON �► DEPARTMENT OF PLANNING, BUILDING & PUBLIC WORKS 4'-0„ 41-011 2 ROAD CL .` r 5„ ED. 2.5 850 FEET 5" 1 200 FEET 2 5^ AHEAD, - 5" o AHEAD FOLLO 5,.5 7._ OLLOW DETOUR ROT 5" DETOUR ROUTE ' AIIIIIIIIIIIIIIII G20-1 (MODIFIED) G20-1 (MODIFIED) OAD / OA WORK CLOSED AHEAD AHEAD W20-1 W20-3 30" 30" 3011 r L GAL _ DETOUR _ DETOUR ACCESS N 1. �• R11-4(MODIFIED) M4-9R M4-91- 48„ r O ROAD co CLOSED R 11-2 APPROVED BY: G20-1(MODIFIED), W20-1, W20-3, R11-4(MODIFIED), M4-9R, M4-9L, R11-2 DATE: 02/28/07 r. SHEET: 1.0 CITY OF RENTON, WASHINGTON RESOLUTION NO. 3860 A RESOLUTION OF THE CITY OF RENTON, WASHINGTON, AUTHORIZING THE TEMPORARY CLOSURE OF SW 34TH STREET (BETWEEN LIND AVE. SW AND OAKESDALE AVE SW) TO ALL THROUGH TRAFFIC. WHEREAS, the City of Renton plans to install a new concrete box culvert and associated appurtenances at the 340' Street SW and Springbrook Creek crossing as part of the in- stream work for the SW 34th Street Culvert Replacement Project; and WHEREAS, it would be beneficial to the City and adjacent businesses to temporarily close the street during the in-stream work construction period; and WHEREAS, this temporary street closure will take place between June 15 and September 30, 2007, to be extended depending upon weather conditions; and WHEREAS, pursuant to City Code Section 9-9-3 the City Council is to authorize such closures by means of a Resolution; NOW, THEREFORE, THE CITY COUNCIL OF THE CITY OF RENTON, . WASHINGTON, DOES ORDAIN AS FOLLOWS: SECTION I. The above findings are true and correct in all respects. SECTION H. The City Council hereby authorizes the temporary closure of SW 34th Street to all through traffic across Springbrook Creek (between Lind Ave. SW and Oakesdale Ave. SW), to occur during the period June 15, 2007, to September 30, 2007, to be extended depending upon weather contingencies, to allow the contractor to install a concrete box culvert and all necessary appurtenances across Springbrook Creek. RESOLUTION NO. 3860 ' PASSED BY THE CITY COUNCIL this 26th day of February 2007. Bonnie I. Walton, City Clerk APPROVED BY THE MAYOR this 26th day of February , 2007. Kathy Ke er, Mayor Approved as to form: Lawrence J. Warren, City Attorney Date of Publication: 3/3/2007 (summary) ' RES.1261A:2/22/07:ma 1 . 2 r APPENDIX F .. (Special Water Connection Details) EXISTING 10- WATER LINE INSTALL NEW DEAD MAN BLOCK AROUND EXISTING 12" WATER LINE CUT-IN NEW 12" GATE VALVE AND EXISTING 12"00" CROSS SHACKLE VALVE TO DMB AND VALVES TO BE REMOVED WITH 6-3/4" SHACKLE RODS EXISTING 12" y; EXISTING 12" WATER LINE WATER LINE t10' BEFORE NEW 12" WATER LINE INSTALL NEW 12"x12" TEE (MJxFL) 1-12" GATE VALVE (FLxM 12" PLUG (MJ) RECONNECT TO EXISTING 12" WATER SHACKLE TEE TO VALVE NEW DEAD MAN BLOCK ON EXISTING 12" WATER LINE EXISTING 12" y; EXISTING 12" WATER WATER LINE TO 8E ABANDONED AFTER - i DETAIL A WATER CONNECTION DETAIL BEFORE AND AFTER CITY OF REt71'ON t a STANDARD PtaNs ISr DATE:01/07 DATE I REVISION 1BY ApPR' DWG. NAME: B1 11—B SP PAGE:81 1 1—B EXISTINGI2" DI WATER LINE STA A 0+33 74' LT ' CUT—IN NEW 12" GATE VALVE (MJxMJ) 2-12" SLEEVES (MJxMJ) EXISTING 12"-22.5' BEND (MJxNJ) �— EXISTING 12"X10" REDUCER & 10" GATE VALVE ' TO BE REMOVED BEFORE EXISTING 10" WATER TO BE REMOVED EXISTINGI2" DI WATER LINE REMOVE EXISTING 12"X10" REDUCER & 10" GATE VALVE AND CONNECT TO NEW 12" WATER ,----�WITH 12" SLEEVE (MJ) &12" DI SPOOLS NEW 12"X12" TEE (FLXFL) ' 12" GATE VALVES (FLXMJ) NEW 12" WATER DETAIL-B AFTER NEW 12" WATER WATER CONNECTION DETAIL BEFORE AND AFTER CITY OF RENTON .� �. STANDARD PIANS Ls'N�O LST DATS:01/07 DATE REVISION gy pR DWG. NAME: B1 1 1—A SP PAGE:B11 1—A EXISTING 12"x10" CROSS AND 2-10" GATE VALVES TO BE REMOVED INSTALL NEW DEAD MAN BLOCK AROUND EXISTING 12" WATER LINE SHACKLE 12" GATE VALVE TO DMB WITH 6-3/4" SHACKLE RODS EXISTING 12" y; EXISTING 12" WATER LINE WATER LINE *10, BEFORE NEW 12" WATER LINE NEW 12"x6" TEE (MJxFL) 6" GATE VALVE (FLxMJ) NEW HYDRANT ASSEMBLY INSTALL NEW 12"02" TEE (FLxFL) 2-12" GATE VALVE (FLxMJ) RECONNECT TO EXISTING 12" W FLxMJ ADAPTER SHACKLE TEE TO VALVE NEW DEAD MAN BLOCK ON EXISTING 12" WATER EXISTING 12" WATER LINE NEW 12" SLEEVE & NIPPLES EXISTING 12" WATER LINE DETAIL-C AFTER WATER CONNECTION DETAIL BEFORE AND AFTER CIIY OF RENTON STANDARD PLANS LST DATE:01/07 DATE I REVISION I BY 1APPIRT DWG. NAME: B111-A SP PAGE:8111-A STANDARD DETAILS M Q r r N w lb � o m a Z Z w f- @ a �+ p g N N �1 5 0� m z < ody Z O o �= OZ°m�- a rx- w 3 $ v o 4 Oxx 1- <w Y��? ? 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X LL< O U)CL d U� u0i� a N (`7 of Y ui CD A N c O O N � as LLJ w ``2i z o W /, o W i w --- w O Q N U D �\ \ r � UNOy;�\ — a LLI f cr- r- ;r z 0 a v QU cCD W # a' Q m 6" 3'-0" 6" A -WIDENED CURB 1 z, B � B 18" O 12" O \\-FACE OF CURB OV 1 SLOPE 0.05 FT/FT STREET SECTION A s' CONSTRUCTION JOINTS S CTION B-B r NORMAL GUTTER GRADE NOTES: SECTION A-A 1. 3' TO 5' DRAFT PERMITTED AS NEEDED. 2. WELDING NOT PERMITTED. 3. DIMENSIONS SHALL HAVE ±1/16- TOLERANCE EXCEPT AS NOTED. 4. FOUNDRY NAME SHALL BE EMBOSSED ON TOP OF GRATE. LETTERING TO BE RECESSED 1/16". 5. SEATING OF GRATE SHALL BE ACCOMPLISHED BY ONE OF THE FOLLOWING: ALTERNATE A SHALL BE 8 PADS. 1 1/2"x 3/4"x 1/8" INTEGRALLY CAST WITH THE GRATE. ALTERNATE B SHALL BE A MACHINED SURFACE OUTSIDE A , 17" CIRCLE. BOTTOM ONLY (SEE SECTION B-B). 6. MATERIALS IN ACCORD WITH DIVISION 9 OF STANDARD SPECIFICATIONS SECTION "METAL FRAME AND GRATE FOR CATCH BASIN OR INLETS". , 7. MATERIAL USED FOR GRATE SHALL BE DESIGNATED BY EMBOSSING "DI" (DUCT IRON) OR "CFS" (CAST STEEL) NEAR MFR'S NAME. 7. SEE DWG. NAME BR-32 FOR FRAME AND GRATE DETAIL. GRATE IS OLYMPIC FOUNDRY #SM50G, #SM50GL, #SM50SL; OR EQUAL. FRAME IS OLYMPIC FOUNDRY #SM50 OR EQUAL. SURFACE WATER UTILITY OPEN CURB FACE FRAME & GRATE INSTALLATION DETAIL ADOPTED V� CITY OF RENTON STANDARD PLANS ' F N O LST DATE:04/04 DATE I REVISION i BY PPR DWG. NAME: 8017 SP PAGE:6017 1 04 W o V '� IL z 0 N 6 H U g N N ° ° -N z a_ t O r o c E 3 o m E fn pew H E„¢ ° ° Gi� m Hwy W 0 c c a ° � � a y� MN - Nrr] = U�a U w CL w ° o i� ° °o o io( L OOOO ►- QUm v� ° E - . Er E i Uo .+o L .L.. O 3"'— O N N OA E— c N 1 1(j N Q •; .0 O-Q . O z O ¢ ''Z 6 Ln CF) LO p\ 4 M o � W T- NN t qa w� oQ v ° im ? 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Z to ���� Ix a Im z pa- LL Q&o W WOVE 20�Q u~i a w vv_i� gg CL B ° r gg o p ° m E 'NWI W W Z 6 fq ] m8 LLJ LU a . -T m W = y o k w Ir m 'b F oc EH U = U m�3 W F w °m i �EB v Wi Z 'O U W z a N OLLJ w , � z U i 0 N Z 1 J V W , a :;,:.::::: w LL I � •Niw s� < z � 4 � � Z < b s $N < _ o � y-� ►- _ a c0 CID 0 �o YYnIDM/.YIwOO V wmvlaowlM1W PYrulv�Yr��wyevwww.a )YMp1LVYlI04K�nYw MV drNWMYNYYi.YW Y4Yaw�TrwYOYU �O,NIYKWY1MInIYO�umsYlO�MwY�vuYYwYYY LW FILTER FABRIC MATERIAL 60" WIDE ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE. 2" BY 2" 14 GA. WIRE FABRIC OR EQUIV. BURY BOTTOM OF FABRIC 2'-O" MATERIAL IN 8" BY 12" TRENCH 5'-p" 2,-6" U 6' MAX ---------{ FILTER FABRIC MATERIAL 2" BY2" BY14CA. WIRE FABRIC OF EQUIV. 2'-0" PROVIDE 3/4" - 1.5" WASHED 5'-0" GRAVEL BACKFILL IN TRENCH AND 12" Ilr. ON BOTH SIDES OF FILTER FENCE I FABRIC ON THE SURFACE. I -1 8" MIN. 2" BY 4" WOOD POST ALT: STEEL FENCE POSTS. BRUSH BARRIER N TS NOTES: 1. FOR SHEET RUNOFF OR FOLLOWING DISCHARGE FROM A 5. THE TRENCH SHALL BE BACKFILLED WITH 3/4" MINIMUM SEDIMENT TRAP OR POND. DIAMETER WASHED GRAVEL. 2. MAXIMUM SLOPE STEEPNESS PERPENDICULAR TO FENCE LINE 6. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY IS 1:1. HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE 3. MAXIMUM SHEET OR OVERLAND FLOW PATH LENGTH TO THE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. FENCE OF 100 FT. 7. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING 4. IF 50% OR LESS OF THE SOIL, BY WEIGHT, IS FINE PROLONGED RAINFALL. ANY REPAIRS SHALL BE MADE PARTICLES SMALLER THAN THE U.S. STANDARD SIEVE NO. IMMEDIATELY. 200, THE EOS SHOULD BE EQUAL TO OR SMALLER THAN THE SIEVE SIZE THAT 85% OF THE SOIL CAN PASS THROUGH. FILTER FABRIC FENCE DETAIL GtiC p� ADOPTED CITY OF RF.NTON STANDARD PLANS N T LST DATE:04/04 DATE REVISION BY lAPPR'DI DWG. NAME: 8066 SP PAGE:8066 Irr' 1 MANHOLE FRAME AND COVER 6m SEE DRAWING BR29 (SP PAGE 8074) ` 12" MAX 24 ADJUSTMENT (4" MIN.) CONE 'D' RUBBER GASKETED JOINTS IN rACCORDANCE WITH ASTM C-443 STEPS - 3/4" DEFORMED BAR STEPS SHALL BE INCLUDED CONCRETE RISER BY PIPE INC., 7' MIN. OR APPROVED EQUAL. `A' , 12" (TYP) MAX. PIPE SIZE - E �- LADDER-STD. ALUMINUM OR GALVANIZED STEEL r MORTAR FILLET CONCRETE SHELF 1%0 PRECAST BASE SECTION r OR CAST IN SHELF. 'a � D --� 6" MIN. (TYP) SANITARY MANHOLE TYPICAL DETAIL NOT TO SCALE ,A, B, C. ,D, E, 48" MH 48" 6" MIN. 5"MIN 24" MIN. 1 21" I.D. , 54" MH 54" 8" MIN. 5.5" MIN. 24" MIN. 24" I.D. - 60" MH 60" 8" MIN. 6" MIN. 42" MIN, 30" I.D. NOTES ' 1. STEPS TO BE 3/4' 0 DEFORMED BAR GALVANIZED SAFETY STEPS OR EQUAL. 2. STEPS ARE TO BE IN PLACE BEFORE MANHOLE SECTIONS ARE INSTALLED. 3. CASTING TO BE PER DRAWING BR29. 4. MANHOLE SECTIONS TO BE OF REINFORCED PRECAST CONCRETE. ' 5. ALL JOINTS SHALL BE GROUTED. 6. SANITARY SEWER MANHOLES SHALL HAVE ALL INTERIOR SURFACES, INCLUDING CHANNELING. COATED (SEALED) WITH A HIGH SOLIDS URETHANE COATING: WASSER MC—AROSHIELD OR APPROVED EQUAL: COLOR OF COATING SHALL BE 'WHITE. 7. RUBBER GASKETED JOINTS SHALL BE IN CONFORMANCE WITH ASTM C-441 8. CHANNEL HEIGHT SHALL BE A MINIMUM OF 3/4 THE INSIDE DIAMETER OF THE LARGEST PIPE. SANITARY MANHOLE 9. CONNECTIONS TO MANHOLE SHALL BE MADE USING GPK ADAPTOR, KOR—N—SEAL BOOTS OR APPROVED EQUAL. TYPICAL DETAIL 10. MANHOLES EQUAL TO AND GREATER THAN 20 FEET DEEP SHALL HAVE A "SURETRACK" CLIMBING AND FALL PROTECTION SYSTEM INSTALLED. GtiZ Y p� ADOPTED CITY OF RENTON i + STANDARD PLANS N t O$ LST DATE:04/04 4 10 O Revised notes. DMC ' O 17 96 Added notes. AG DWG. NAME: 8071 SP PAGE: 8071 DATE I REVISION 8Y APPR 24"x 6" FRAME AND LIP PER DRAWING BR29, SP PAGE 6074. VIA iD :r• 4" MIN. TO 12" MAX. co 24' a 0 o �co 12" N �• 00 Z 0] � Q N Q d � > 54"- F a 4 a , .d ti .e 6 � , ..�.' " L 6"—I NOTES: 1. STEPS TO BE 3/4" 0 DEFORMED BAR GALVANIZED SAFETY STEPS OR EQUAL. 2. STEPS ARE TO BE IN PLACE BEFORE MANHOLE SECTIONS ARE INSTALLED. 3. CASTING TO BE PER DRAWING BR29. 4. MANHOLE SECTIONS TO BE OF REINFORCED PRECAST CONCRETE. 5. OPENING SHOULD BE ON DOWNSTREAM SIDE. 6. ALL JOINTS SHALL BE GROUTED. 7. SANITARY SEWER MANHOLES SHALL HAVE ALL INTERIOR SURFACES, INCLUDING CHANNELING, COATED (SEALED) WITH A HIGH SOLIDS URETHANE COATING; WASSER MC—AROSHIELD OR APPROVED EQUAL; COLOR OF COATING SHALL BE WHITE. S. RUBBER GASKETED JOINTS SHALL BE IN CONFORMANCE WITH ASTM C-443. 9. CHANNEL HEIGHT SHALL BE A MINIMUM OF 3/4 THE INSIDE DIAMETER OF THE LARGEST PIPE. 10. CONNECTIONS TO MANHOLE SHALL BE MADE USING GPK ADAPTOR, KOR—N—SEAL BOOTS OR APPROVED EQUAL. SANITARY SHALLOW MANHOLE TYPE B tiZY p ADOPTED CITY OF RENTON ♦ a STANDARD PLANS LST DATE:04/04 110/17/961 EDITED NOTES F6cV AG EDITED NOTES AG DWG. NAME: 8072 SP PAGE:6072 DATE DATE REVISION BY Y APPR r ADJUSTING RINGS OR BLOCKS 24" x 6" FRAME AND LOCKING ' AS REQUIRED. 24.. LID PER DRAWING BR29, SP PAGE 8074 PRECAST VALVE 4' MIN. TO CHAMBER CONE 12" MAX. X R.C.P. OR EQUAL I a ADAPTOR COLLAR to 00 8" OR .r. GASKET 12" PIPE , Z Ln v p s79 o,D .. M s . • • o "P D. s �.. ps r .io.'• ' 48" POURED IN PLACE BASE NOTES 1. STEPS TO BE 3/4" 4 DEFORMED BAR GALVANIZED SAFETY STEPS OR EQUAL. 2. STEPS ARE TO BE IN PLACE BEFORE MANHOLE SECTIONS ARE INSTALLED. 3. CASTING TO BE PER DRAWING BR29. 4. ALL JOINTS SHALL BE GROUTED. 5. SANITARY SEWER MANHOLES SHALL HAVE ALL INTERIOR SURFACES, INCLUDING CHANNELING, COATED (SEALED) WITH A HIGH SOLIDS URETHANE COATING: WASSER MC—AROSHIELD OR APPROVED EQUAL: COLOR OF COATING SHALL BE WHITE. 6. RUBBER GASKETED JOINTS SHALL BE IN CONFORMANCE WITH ASTM C-443, 7. CHANNEL HEIGHT SHALL BE A MINIMUM OF 3/4 THE INSIDE DIAMETER OF THE LARGEST PIPE. 8. CONNECTIONS TO MANHOLE SHALL BE MADE USING GPK ADAPTOR, KOR—N—SEAL BOOTS OR APPROVED EQUAL. SANITARY MANHOLE EXTRA SHALLOW TYPE C GlR Y p� ADOPTED CITY OF RENTON STANDARD PLANS LST DATE:04/04 10/17/96 Added notes. DCV '�' 3/9/95 1 Added note, I DCV I AC DATE REVISION BY APPR DWG. NAME: 6073 SP PAGE: 8073 O a o SPECIFY Q =3 LETTERING err ----L---Z 5----�---- 266 251 --- 23j I NOTES: MANHOLE 1. ALL COVERS MALL BE LOCKING LID PER EAST JORDAN IRON WORKS. FRAME AND COSIER INC. No. 3705 (LOCKING) OR EQUAL 2. FRAME AND COVER SHALL BE A WATER TIGHT ASSEMBLY. 3. USE FRAME AND COVER FOR STORM (SPECIFY 'DRAIN" ON COVER), SANITARY (SPECIFY "SEWER"), OR WATER (SPECIFY "WATER"). ���Y O� ADOPTED CITY OF RENTON t v t ,t STANDARD PLANS 03/10/05 Revised notes and Detail. DCV M08r�N.f�� LST DATE: 0404 04/10/0 Revised notes and Detail. JDH DMC 10/17/96 Added notes. DCV AG DATE REVISION BY APPR DWG, NAME: B074 SP PAGE: 8074 W (SEE NOTE 4) LIMITS OF PIPE ZONE BACKFILL MATERIAL i (SEE NOTE 5) s. CONCRETE CLASS C (SEE NOTE 8) 1111 ' FOUNDATION LEVEL B (CLASS A DESIGN) W (SEE NOTE 4) LIMITS OF PIPE ZONE BACKFILL MATERIAL (SEE NOTE 5) 6 BEDDING MATERIAL FOR RIGID PIPE C (SEE NOTE 6) _1 B FOUNDATION LEVEL - t ' A (CLASS B, C, D. DESIGN) BEDDING FOR RIGID PIPE W (SEE NOTE 4) LIMITS OF PIPE ZONE BEDDING MATERIAL FOR FLEXIBLE PIPE B (SEE NOTE 7) _ FOUNDATION LEVEL A (CLASS F DESIGN) , BEDDING FOR FLEXIBLE PIPE NOTES: 1, PROVIDE UNIFORM SUPPORT UNDER BARREL. 2. HAND TAMP UNDER HAUNCHES. 3. COMPACT BEDDING MATERIAL TO 95% MAX. DENSITY EXCEPT DIRECTLY OVER PIPE. HAND TAMP ONLY. BEDDING CLASS DESIGN 4. SEE 'EXCAVATION AND PREPARATION OF TRENCH" IN THE SANITARY DIMENSION CLASS A CLASS 8 CLASS C CLASS D CLASS F SEWERS SECTION OF THE STANDARD SPECIFICTATIONS FOR TRENCH WIDTH '•W/• AND TRENCHING OPTIONS. THE PIPE ZONE WALL BE THE ACTUAL 6" MIN. TRENCH WIDTH, EXCEPT FOR CLASS A BEDDING. THE MINIMUM CONCRETE A 1/4 I.D. 6" MIN. 6" MIN. ZERO 6" MIN. WIDTH SHALL BE 1-1/2 I.D. + 18". 12" MAX. 5. TRENCH BACKFILL SHALL CONFORM TO ••BACKFIWNG SEWER TRENCHES" IN THE SANITARY SEWERS SECTION OF THE STANDARD SPECIFICATIONS, B 1/4 O.D. 1/2 O.D. 1/8 O.D. ZERO O.D. EXCEPT THAT ROCKS OR LUMPS LARGER THAN 1" PER FOOT OF PIPE DIAMETER SHALL NOT BE USED IN THE BACKFRLL MATERIAL C 3/4 O.D. 1/2 O.D. 1/8 O.D. O.D. — 6. SEE "BEDDING MATERIAL FOR RIGID PIPE" IN THE AGGREGATES SECTION OF THE STANDARD SPECIFICATIONS FOR THE MATERIAL SPECIFICATIONS. 7. SEE "BEDDING MATERIAL FOR FLEXIBLE PIPE" IN THE AGGREGATES SECTION OF STANDARD SPECIFICATION FOR THE MATERIAL SPECIFICATIONS. 8. PIPE MUST BE ANCHORED IN SUCH A MANER AS TO ENSURE FLOW LINE IS MAINTAINED. PIPE BEDDING FOR SANITARY SEWER tiSY O ADOPTED CITY OF RENTON a STANDARD PLANS i-m-A5 up dote Dimensions in T.W. MB M8 �N�� ISP DATE:01/05 4-4-97 Corrected note 4 DCV DT de 2-21-91 Revised notes. 4,5,7.&& Add note e KJ ---- DWG. NAME: 6077 SP PAGE: B077 DATE REVISION BY APPR 6 IN. DIAMETER PIPE LENGTH FT 0 50 100 150 200 2501 300 350 4001 450 500 w 0 0 20 40 59 79 99 119 139 158 170 170 Q' 50 35 55 75 a 95 114 134 154 174 178 177 177 100 70 90 110 130 150 169 187 186 184 183 182 150 106 125 145 165 185 195 193 191 189 187 186 200 141 161 180 200 202 199 197 195 193 191 190 'r 250 176 196 214 209 205 202 200 198 196 194 193 300 211 220 215 211 208 205 202 200 198 197 195 ? 350 227 221 217 213 210 207 205 202 201 199 197 00 400 227 222 218 214 1 211 209 206 1 204 1 202 201 199 450 227 222 1 219 2151 2131 210 2081 2061 204 202 201 TIME SECONDS 6 IN. DIAMETER PIPE LENGTH FT 0 50 100 150 200 250 300 350 400 450 500 wa 0 0 20 40 59 79 99 119 139 158 170 170 a 50 55 75 95 114 134 154 174 192 190 188 186 CK 100 110 130 150 169 189 209 210 207 203 201 198 w 150 165 185 205 224 233 227 222 217 214 210 208 < 200 220 240 257 248 241 235 230 225 222 218 215 0 250 275 271 261 253 247 241 236 232 228 225 222 ' 300 283 273 264 257 251 246 241 237 233 230 227 z 350 283 274 267 2601 254 249 2451 241 237 234 231 400 283 2751 269 2631 2571 252 2481 244 241 238 235 450 283 276 270 264 259 255 251 247 244 241 238 i TIME SECONDS 6 IN, DIAMETER PIPE LENGTH(FT) 0 50 100 150 200 250 300 350 400 450 500 w a 0 0 20 40 59 79 99 119 139 158 170 170 ti a 50 79 99 119 139 158 178 198 208 204 201 198 100 158 178 198 218 238 246 238 232 227 222 219 w 150 238 257 277 283 272 263 255 248 243 238 234 2 200 317 321 306 294 283 275 267 261 255 250 246 0 250 340 325 312 301 291 283 276 270 264 259 255 = 300 340 327 316 306 298 290 283 277 272 267 263 N 350 340 329 319 310 302 295 289 283 278 274 269 400 340 330 321 313 306 300 294 288 283 279 275 450 340 331 323 316 I 309 1 303 298 292 288 283 279 TIME SECONDS !m, 6 IN. DIAMETER PIPE LENGTH FT 0 50 100 150 200 250 300 350 400 450 500 LL 0 0 20 40 59 79 99 119 139 158 170 170 0 50 124 144 163 183 203 223 243 237 231 225 221 ` 100 247 267 287 307 312 298 286 276 268 261 255 u, 150 371 391 371 352 336 323 312 302 293 286 279 < 200 425 402 383 366 352 340 329 320 312 304 298 11 0 250 425 406 390 376 363 352 342 333 326 318 312 z 300 425 409 395 383 371 361 352 344 336 329 323 ,n 350 425 411 399 388 378 368 360 352 345 3381 332 400 425 413 402 3921 3831 374 3661 3591 352 3461 340 450 425 414 404 395 I 387 1 379 371 365 358 3521 347 �. PROCEDURE: TIME SECONDS SLOWLY PRESSURIZE THE PIPE TO 4.0 P.S.1.G. ALLOW 2 MINUTES FOR STABILIZATION, ADDING AIR AS REQUIRED. TIME THE DROP FROM 3.5 P.S.I.G. TO 2.5 P.S.I.G. READ THE MAXIMUM ALLOWABLE TIME IN SECONDS FROM THE TABLES. AIR TEST TABLE (LOW PRESSURE) FOR SEWER MAINS tiZY p ADOPTED GO CITY OF RENTON STANDARD PLANS T O LST DATE:04/04 DATE REVISION BY APPR DWG. NAME: 8083 SP PAGE:8083 nT CONCRETE BLOCKING S17M PROCEDURE A.rr " ;. The amount mrrcreb requied to anchor norl:mld binds. -Go to Table 2: Tole 2 gives the solo bearing 1000 fa teas.and dead ends depends an the strength of Ua solL The emd oral gravel:figure I Indicat.It. metheda of plaelnq concrete to keep the pint accas6b b -Go h --1: figure 1 Indleotee Ue poeitkn shown>n Figure 1. The sea M aquae feet o1 concrete stnkh of the wnarete far dockln9 the 90'bend. the specifications bear against the side of the trench b found by dh4din9 specifications of the project and find the thrust lo pound.shorn Y Tate 1 by the safe beorkn9 load -=of trench -3 fast of Us sae a shosn In Table 2 0 Win the above ossemblod informotlon, B. OBI.IIBlA re proceed to the find calculation. I. The sizing procedure b far horizontal a d-sand Thrust 21_�80 Uruet only- -Area of Concrete(A)- sate Bearing Load - 3.000 -7.12 sq it 2 Height of the thrust dock must be equal to or lea Depth of Trenh N Fast ' than 1/2 the depth from the ground surface to the block -Madmwm Height of Thrust Black(Hm)- 2 bass, 3. The thrust black Dewing face Is approximately h _ 4 -2.0 f. 4. Th.on to�n-is blocking shad per be as APWA 2 2 Sp-if-tion 74-2.14. -Depth of Concrete Thrust Block(Dc) C. SYMBOLS Width of Tenh in Feet(W)-Outside Diameter of P"(d) d Outside Diameter of Pipe M Feet - 2 T -Th-t in Pound.at the Filling(Table 1) SBL Serb Bearing Load to P-d./Sq.Ft(idols 2) 7-0.75 -1.13 it h -Depth of Trench In Feat 2 .. W -Width of Trench in Feet A _Area of Concrete shish must bear og.;rst -Maxknum Length of Thrust Block(Lm)- Area of Concrete the We of the Trench in Sig.FL Height of Concrete Hun -1loWmum Height of the Thnut Block in feet A 7.12 Dc Depth of the Cmaeta Thrust Bock to _ - -3.58 ft Bearing Surface In Fat Hun 2.0 Lm -Moxlrnum Length of the Thrust Block In Feet -Required Amount of Concrete -(Height x Depth x Length)x 0.03704 GROUND SUFACE -(Nun x tin z Dc)z 0.03704 _ 3.56 x t.13)so.03704 0.3 :w -0.30 .yd. h d TABLE 1 Thrust at Fittings In Pounds .s; Hm I + size _P51 a Dead Ends Bend Band B�in1 10w4 Toes 90' 1 BLOCK RASE I_� 3' 300 2,120 3,000 1.630 630 430 f Dc r 300 3,780 3,370 2.910 1470 7550 6' 300 8.500 12,000 8,510 .320 1,700 w fir 300 15.100 21.360 11,580 5.680 31020 10' 275 21 620 30,570 10.540 8,430 4,330 D. c, t1, And 12' 250 3930 44000 25.950 13.260 8.780 14' 250 48.200 65.370 35.340 14030 9.240 Thrust (In Pounds _ T 15' 225 45,250 64.000 34.620 17,850 9 050 1. Nee of Concrete(A)- /8' 200 50.900 72,000 34940 19,660 1b,160 Safe Bearing Loed la Pared. Ft) - 20' 200 62,840 66 900 44080 24.520 12.560 24' 200 90,460 12'1980 69,200 35.320 14100 2 Maximum Height d Thrust Block(Hun)_ Depth of Trance pre Feet n 30" 200 141 370 199,980 104,180 35,140 24280 2 2 38 200 203.580 267.950 155,740 79.400 40.720 ((1Mdth of Trench H Fast) - (OutsiM Dk n ter of Pip.In Feet) W-d 3. Depth of Concrete 7hrvst 810*- 2 ` 2 TABLE 2 Nara of Concrete A xY S•+M Bweri-g I ew+dJin Lh/Se.FL 4. Maximum Length of Thrust Block(lm)- : Yarwm Height {sn The sob bearing loads q a the f con.inq lads ere iw 5. Required Amount of Concrete(Cu Yd) -(Hstght x Dpth x Length)x 0.03704 ....do 2 feet sta °^the depth a/rnvw Doer the ppe -(Hun x Lm x Dc)x 0.03704 Safe Soaring Load E. EXAMPLE ML i h n-So Ft -Muck pact 1 eta 1,000 .. Soft Clay Calculation of the amount of concrete required to dock a 90'bend in an 8" Sand 2.000 C.I.water main; the normal operating pressure in the pipe will be 65 psi and the sol Sand and Cr°vd 4,000 condition In the or"kidlootee send and gravel. �E sm�Grovel Gmanted.lth Clay lam 2_ Solutlllo: Mn muck a pwL an thrusts shag be restrained by Ales a -Moronum testing proesure(See Table 1)- 300 CCst sea 0.75 it tie rods to solid fowdatbns a by removd of musk -Dutskis diameter of fi Pipe.9.05 In.-9.05/12 eat and raplacem t riU ballast of sufficient - -Go to Tale 1: Thar toting pressure of 300 p.1,r st�liLy to rout thNetl that the thrust an a 90'bend is 21,380 Pwnd>. e CAP 22-1/2° ° k9C�BENID FIGURE 1 NOTE: FOR CONVEX VERTICAL SENDS BLOCKING SEE APWA STANDARD PLAN NO. 73. 45°BEND TEE CONCRETE BLOCKING SIZING PROCEDURE tiT p ADOPTED f; G� CI1y OF RENTON m STANDARD PLANS N C O LST DATE:04/04 1 iKY DRT w 3/8/95 CORRECTED COLUMN HEADINGS DCV 9,0 DATE REVISION BY PPR D DWG. NAME: B085 SP PAGE:8085 Where shown on the plans or in the specifications or required by the Engineer, pint restraint system (shackle rods) shall be used. All pints restraint materials used shall be those manufactured by Star Notional Products, 1323 Holly Avenue. PO Box 258, Columbus, Ohio 43216 unless an equal alternate is approved in writing by the Engineer. Material Steel Twes: High strength low—olloy steel (cor—ten), ASTM A588 heat—treated. 1.Tiebolt: ASTM A588, Grade B. Cor—Ten, equal to Superstar Tielbolt installation: ar.. SST 7 5/8' for 2" and 3" mechanical Joints (M.J.) with eye for 5/8' rod Install the pint restraint system in accordance with the Manufacturer's SST 7 3/4" for 4" to 12' M.J. with eye for 3/4' rod instructions so all joints are mechonicolly locked together to prevent joint SST 756 : 3/4' for 14" to 24" M.J. with eye for 3/4" rod separation. SST 747 : 3/4' for 4' to 12' M.J. with eye for 7/8' and 1' rod Tiebolts shall be installed to pull against the mechanical joint body and SST 757 : 3/4' for 14' to 24' M.J. with eye for 7/8" and 1" rod not the M.J. follower. Torque nuts at 75-90 foot pounds for 3/4' nuts. SST 778: 1' for 30" to 36" M.J. with eye for i" rod Install tlecouplings with both rods threaded equal distance into 2.Tlenut Hex Nut ASTM A588, Grade B, Cor—Ten, equal to Superstar Tienut tiecouplings. Arrange tierods symmetrically around the pipe. SS8 for 5/8', 3/4', 7/8", 1' Tiebolt and Tierod Where o Manufacturer's mechanical joint valve or fitting is supplied with A;9 Tiestop Pin slots for 'T' bolts instead of holes, a flanged valve with o flange by 3.Tiecoupling ASTM A5ith Grade B. Cor—Ten, equal to Superstar Tiecoupling mechanical joint adaptor shall be used instead, so as to provide adequate SS10 for 5/8', 3/4', 7/8", 1' Tierod space for locating tiebolt. Where a continuous run of pipe is required to be restrained, no run of 4.Tierod: restrained pipe shall be greater than 60 feet in length betwee fittings. Continuous threaded rod for cutting to desired lengths Insert long body solid sleeves as required on longer runs to keep tierod ASTM A588, Grade S. Cor—Ten, equal to Superstar Tierod lengths to the 60 foot maximum. SS12 for 5/8", 3/4", 7/8". 1' Pipe used in continuously restrained runs shall be mechanical joint pipe 5.Tiewasher and tiebolts shall be installed as rod guides at each joint. ASTM A588, Grade 8, Cor—Ten, equal to Superstor Tiewasher SS17 for 5/8'. 3/4", 7/8', 1' round flat washer Pipe Test Size Pressure Number and Size of Rods Inches PSI 2 4 6 8 10 12 14 24 2 250 314" 3 250 314" 4 250 314" 6 250 314" 8 250 314" 10 250 3/4" 12 250 3/4" 14 250 314" 16 250 3/4' 18 250 314" 20 250 3/4' 24 250 314' 30 200 314" 38 200 1" 42 200 1' 48 200 1" In lit 2 5 3 4 i SHACKLE RODDING AND TIE BOLTS tiCY p ADOPTED CITY OF RENTON STANDARD PLANS T O LST DATE:04/04 DATE REVISION I BY APPR 0 DWG. NAME: B089 SP PAGE: BO89 A A PLAN VIEW ' WATER VALVE BOX LID WITH , EARS IN DIRECTION OF 2" SQUARE WATER MAIN AND WORD OPERATING NUT "WATER" CAST INTO IT ' 12' MIN. 18' MAX. 4" CONCRETE COLLAR FOR VALVES IN PAVED AREAS 4-1/4" DIA. 12' 1/8" MIN. THICKNESS SEE DETAIL---/ `� 2 PIECE CAST IRON VALVE BOX, RICH-SEATTLE TYPE 1" STEEL OR OLYMPIC FOUNDRY LENGTH AS REQUIRED �y 1/8" MIN. THICKNESS // 2-1/4" INSIDE MEASUREMENT 2-1/4" DEPTH VALVE OPERATING NUT SECTION A-A EXTENSION VALVE OPERATION NUT EXTENSION NOTE: 3 A+ EXTENSIONS ARE REQUIRED WHEN VALVE NUT IS MORE THAN THREE (3) FEET BELOW T 3" FINISHED GRADE. EXTENSIONS ARE TO BE A 38" MIN. MINIMUM OF ONE (1) FOOT LONG. ONLY ONE WIDTH EXTENSION TO BE USED PER VALVE. WHITE POST NOTE: ALL EXTENSIONS ARE TO BE MADE 62" OF STEEL, SIZED AS NOTED, AND PAINTED _ WITH TWO COATS OF METAL PAINT. I 24" VALVE MARKER NOTES: VALVE MARKERS SHALL BE EQUAL TO CARSONITE UTILITY MARKER VALVE MARKER POST TO BE USED FOR ALL VALVE MARKER POST MAIN LINE VALVES OUTSIDE PAVED AREAS WATER VALVE OPERATING NUT EXTENSION AND VALVE MARKER POST GtiCY p� ADOPTED CITY OF RENTON t i i STANDARD PLANS LST DATE:04/04 DATE REVISION BY APPR DWG. NAME: B090 SP PAGE: 8090 C) baaN o zo Z H 4 _ ,-g a o o O� W� add,yd o d W p to O a > m P161 wu ¢ Q m Zzm o$m o a v o S app �7 U b U < b�aY > p d p}Q 4 # Q N �g b o o q m� g�a it d Z V 1A W b V a F'� > � q 3 • LL d CO U b � o b :39W LL c b p a o oo w m W Z > _ e W Qo d m �W a m =O 1^� z W it LL A Z U LU awe UU w !- ��� Z2 OQ z 0 Y d o U s W W zU s I I d ul W Cr' O Ir z d b z Q A U CO o H Mi o 22 LL 0 Do o $ aN 4 OU N UV m LL U. OW n W Io .l U d YZW ZoO f'za } d m = o Q Fa .I b W L ZWV 175 w lo a U • U r a 0 D U .S F •� ,g �L.. W U > WWam1 W Q —f 20 Z� UJ O a •• ULL Yi rrc a W ; d W 'byw� U.Q LL > ui a Z L LO ✓ / =O d 00 oz N cc Y UJ II «7733 ■C • �l <� W isi -0 Z z U � U_ OW y LL cr Z r0 I. go d DRIVEWAY (BY OTHERS) CEMENT CONCRETE CURB & GUTTER (SEE NOTE 3) CEMENT CONCRETE , PEDESTRIAN CURB (TYP.) RAMP WITH 12H:1V SLOPE (TYP.) Fzr CEMENT CONCRETE DEPRESSED SIDEWALK CURB & GUTTER (SEE NOTE 3) TYPE 1 ISOMETRIC VIEW SEE SHEET 3 DRIVEWAY E (BY OTHERS) CEM. CONC. CURB & GUTTER (SEE NOTE 3) DRIVEWAY ENTRANCE SIDE SLOPE (TYP.) CEMENT.CONCRETE DEPRESSED SIDEWALK CURB & GUTTER (SEE NOTE 3) , TYPE 2 N ISOMETRIC VIEW SEE SHEET 4 NOTES: 1. When the driveway width exceeds 15 feet, construct a full ' depth expansion joint (see Standard Plan F-3) with 3/8" joint filler along the driveway centerline. 2. Construct expansion joints parallel with the centerline as required at 15' maximum spacing when driveway widths exceed CEMENT CONCRETE DRIVEWAY ENTRANCE 30'. See Std. Plan F-3 for sidewalk details. TYPES 1, 2, 3, & 4 3. Curb and gutter shown, see the Contract. Plans for the curb design specified. See Std. Plan F-1 for curb details. Sheet 1 OF 6 4. Avoid placing drainage structures, junction boxes or other obstructions in front of driveway entrances. �titY O� ADOPTED a� CITY OF RENTON ♦ !� STANDARD PLANS ' LST DATE:04/04 DATE REVISION BY APPR DWG. NAME: F004 SP PAGE: FO04 DRIVEWAY a� (BY OTHERS) — CEMENT CONCRETE CURB & GUTTER (SEE NOTE 3) DRIVEWAY ENTRANCE SIDE SLOPE (TYP.) J. CEMENT CONCRETE w DEPRESSED SIDEWALK CURB & GUTTER (SEE NOTE 3) TYPE 3 ISOMETRIC VIEW SEE SHEET 5 fr DRIVEWAY ENTRANCE SIDE SLOPE (TYP.) DRIVEWAY (BY OTHERS) CEMENT CONCRETE DEPRESSED CURB & GUTTER CURB & GUTTER (SEE NOTE 3) (SEE NOTE 3) TYPE 4 ISOMETRIC VIEW .� SEE SHEET 6 s CEMENT CONCRETE DRIVEWAY ENTRANCE TYPES 1, 2, 3, & 4 Ii Sheet 2 of 6 wk ti p ADOPTED ` CITY OF RENTON 1 STANDARD PLANS jy LST DATE:04/04 DATE REVISION BY APPR DWG. NAME: F004-1 SP PAGE:F004.1 BID ITEM (INCLUDES SIDEWALK RAMPS) 6'-0' VARIES 14' MIN. (SEE CONTRACT) 6'-0' r CEMENT CONCRETE PEDESTRIAN CURB (TYP.) 3/8' EXPANSION JOINT (WHEN SPECIFIED IN CONTRACT) (TYP.) (SEE STD. PLAN F-3) ° (SEE STD. PLAN F-1) � I CEMENT CONCRETE SIDEWALK w I 1 i RAMP WITH 12H:IV SEE NOTE 1 CEMENT CONCRETE ' SLOPE (TYP.) B CURB do GUTTER PLAN VIEW (SEE NOTE 3) PLAN VIEW CEMENT CONCRETE DRIVEWAY ENTRANCE TYPE 1 NOT TO SCALE 6'-0' VARIES — 14' MIN. 6'-0' RAMP (SEE CONTRACT) RAMP CEMENT CONCRETE PEDESTRIAN CURB (TYP.) yI �� CEMENT CONCRETE 3/8" EXPANSION JOINT (TIP.) SIDEWALK SECTION O (SEE STD. PLAN F-3) 6'-0' 6'-0' 1/2' R (TYP) DEPRESSED CURB do GUTTER `D VARIES (SEE NOTE 3) ---a `° 2%- 3/8' EXPANSION JOINT (TYP.) (SEE STD. PLAN F-3) /DRIVEWAY SECTION O (BY OTHERS) CEMENT CONCRETE DRIVEWAY ENTRANCE TYPES 1, 2, 3, & 4 Sheet 3 OF 6 GtiCY p� ADOPTED ' CITY OF RENTON STANDARD PLANS LST DATE:04/04 DATE I REVISION I BY APPR DWG. NAME: F004-2 SP PAGE: F004.2 BID ITEM 5'-0" 2'-6" VARIES - 14' MIN. (SEE CONTRACT) 1 2'-6' 5'-0' DRIVEWAY 3/8' EXPANSION JOINT(TYP. SEE NOTE 1 r ENTRANCE (SEE STD. PLAN F-3) SIDEWALK (TYP-) CEMENT CONCRETE o SIDEWALK 1 ° ° I 1 I G D m DRIVEWAY TAPER (TYP.) CEMENT CONCRETE 5'-0' 2'-6" p DRIVEWAY ENTRANCE CURB & GUTTER SIDE SLOPE (TYP.) �. (SEE NOTE 3) PLAN VIEW PLAN VIEW CEMENT CONCRETE DRIVEWAY ENTRANCE TYPE 2 NOT TO SCALE VARIES - 6" to 0 DRIVEWAY DRIVEWAY ENTRANCE ENTRANCE Y-6" VARIES - 14' MIN. SIDE SLOPE SIDEWALK (SEE CONTRACT) VARIES « VARIES - DRIVEWAY TAPER 5'-0" to 0 0 TO r-6" VARIES 2' 6" to 0 a m m CEMENT CONCRETE 3/8" EXPANSION JOINT(TYP.) `L SIDEWALK SECTION O (SEE STD. PLAN F-3) 4'-0" 6'-0' DEPRESSED 1/2" R (TYP.) CURB do GUTTER y% o (SEE NOTE 3) Ylr 3/8' EXPANSION JOINT DRIVEWAY (TYP.) (SEE STD. PLAN F-3) (BY OTHERS) SECTION OD CEMENT CONCRETE DRIVEWAY ENTRANCE TYPES 1, 2, 3, & 4 t. Sheet 4 OF 6 tiCY p ADOPTED VO'"Y CITY OF RENTON STANDARD PLANS LST DATE:04/04 DATE REVISION BY APPR DWG. NAME: F004-3 SP PAGE: F004.3 �r. X Y 318'EXPANSION JOINT(TYP.) i (SEE STD. PLAN F-3) 3•d 13' 1" CEMENT 4,0* IV 9' CONCRETE VARIES ^• 14' MIN. (SEE CONTRACT) , SIDEWALK S 0 B 7 I O 1 .n �J >c O, 1 i ++ �p• m +` F i BUFFER STRIP SEE NOTE 1 E Y 8' Y 6' CEMENT CONCRETE CURB CONCRE ( ) y BID ITEM (SEE NOTE 3) DRIVEWAY ENTRANCE a SIDE SLOPE(TYP. CEMENT CONCRETE PLAN VIEW DRIVEWAY ENTRANCE TYPE 3 NOT TO SCALE DRIVEWAY 5'-0' 8'-O. DEPRESSED , (BY OTHERS) 1J2' R(TYP.) 'ol CURB k GUTTER 2% .o m /J' (SEE NOTE 3) 3/8" EXPANSION•JOINT(TIP. (SEE STD. PLAN F-3) SECTION O t VARIES�• VARIES� VARIES ^� 14' MIN. 2'8' to 0 2'6" to 0 (SEE CONTRACT) DRIVEWAY ENTRANCE SIDE SLOPE(TYP.) VARIES 6' to 0 BUFFER STRIP io (TYP.) ri xi SECTION F , O CEMENT CONCRETE DRIVEWAY ENTRANCE ' TYPES 1, 2, 3, & 4 Sheet 5 OF 6 ' Y p ADOPTED CITY OF RENTON + _ r STANDARD PLANS , LST DATE:04/04 z DATE I REVISION gy APPR DWG. NAME: F004-4 SP PAGE: F004.4 810 ITEM 6'-0" VARIES — 14' MIN. (SEE CONTRACT) 6.-0" r 3/8" EXPANSION JOINT (TYP.) (SEE STD. PLAN F-3) Yg� t:.�..: 2 to G 3: DRIVEWAY ENTRANCE SEE NOTE 1 CEMENT CONCRETE SIDE SLOPE (TYP.) H CURB & GUTTER (SEE NOTE 3) PLAN VIEW CEMENT CONCRETE DRIVEWAY ENTRANCE TYPE_ 4 NOT TO SCALE V;. ' VARIES — 6'-0" to O VARIES ~ 14' MIN. VARIES ^- 6'-0" to 0 (SEE CONTRACT) DRIVEWAY ENTRANCE VARIES 6" to 0 ' SIDE SLOPE (TYP.) to 3/8" EXPANSION JOINT (TYP.) SECTION (SEE STD. PLAN F-3) r' 6'-0" DEPRESSED 1/2" R (TYP.) °1 CURB & GUTTER /y (SEE NOTE 3) DRIVEWAY (8Y OTHERS) SECTION O CEMENT CONCRETE DRIVEWAY ENTRANCE TYPES 1, 2, 3, & 4 Sheet 6 OF 6 ADOPTED CITY OF RENTON STANDARD PLANS N O LST DATE:04/04 DATE REVISION BY APPR DWG. NAME: F004-5 SP PAGE: F004.5 x 1/2"X4" EXPANSION MATERIAL 1/4"R AT JOINTS rRAMDIAL 1/2"X4" EXPANSION MATERIAL CEM, CONC. CURB AND GUTTER 1/4"R AT JOINTS A SCORE LINES TO BW TO CURB AND GUT �'' W 1/2"X4" EXPANSIOIMATERIAL 1/4"R AT JOINTS SCORE LINES "W"-WIDTH OF 1/2-X5- EXPANSION MATERIAL CURB RETURN 1/4"/FT. SLOPE ONLY 1/2"R 1/4`/FT. SLOPE 1/2"R 4" 1/2-R /-PAVEMENT AS PER PLANS 4" 1 PAVEMENT AS PER PLANS STANDARD CEM. CONC. PARKWAY STANDARD CEM. GUTTER CURB AND CURB AND GUTTER GUTTER SECTION A-A SECTION B-B SEE SHEET 2.5.1 FOR ROADWAY DEVELOPMENT STANDARDS , GENERAL NOTES JOINTS DUMMY JOINTS SHALL BE PLACED NOT TO EXCEED 15'C/C NOR LESS THAN 10'C/C, THEY SHALL ' NOT BE LESS THAN 3/16'IN THICKNESS AND SHALL BE EXTENDED 2"BELOW THE GUTTER UNE 1/2' THRU JOINTS SHALL BE PLACED AT ALL COLD JOINTS AS DIRECTED BY ENGINEER AND SHALL EXTEND 1' BELOW CONCRETE. WHERE THE SIDEWALK IS TO BE PLACED AGAINST THE CURB AND CUTTER, THE JOINT SHALL BE A COLD JOINT.1/2"X 5" EXPANSION MATERIAL SHALL BE PLACED FROM P.C.'S TO P.T.'S AT ALL CURB RETURNS. ' 1/2-X4-EXPANSION MATERIAL SHALL BE PLACED AT EVERY FOURTH SIDEWALK PANEL. THE CONCRETE MIX FOR SIDEWALKS SHALL CONFORM TO THE REOUIREMENTS OF CLASS 9(3/4!) YWTH AIR ENTRAINMENT. THE CONCRETE SHALL HAVE A BROOM FINISH MATH ALL EDGES HAVINC A 2 1/2" TOOLED FINISH. SUBGRADE COMPACTION SHALL BE 90%(MODIFIED PROCTOR). TYPICAL SIDEWALK ' Gti p ADOPTED CITY OF RENTON . . STANDARD PLANS , r 0 IST DATE:04/04 DATE REVISION BY PPR DWG. NAME: F007 SP PAGE:F007 w CENTER LINES • ® • • • • • • • • • ® • • • • • • • 4L---4' • 3,a�• • • • • • • • • • • • • 0 30' 4' YELLOW TYPE �,- LINE MARKERS DOUBLE YELLOW CENTER LINE 4" YELLOW TYPE 'Ild' LINE MARKERS (REFL.) • • • • • • la �— 9' —�--- 15'—--�—�3'� 4 YELLOW TYPE I LINE MARKERS SINGLE SKIP YELLOW CENTER LINE 4" YELLOW TYPE 'Ild' LINE MARKERS (REFL.) TWO-WAY LEFT TURN LANE Iz?` • • ® • • • • • • • • • • • • • • • ®4� t- 9' — t— 15' —'1 �3 f 4" YELLOW TYPE 'Ild' LINE MARKERS (REFL.) 4" YELLOW TYPE 'I' LINE MARKERS ® • • • • • • • ® • • • • • • • • • • • • • • • • • • ® • • • r ` NUMBER OF 2-WAY LEFT TURN ARROWS I<✓, Pik SPEED LIMIT 25 MPH ----- 200' O.C. SPEED LIMIT 30-35 MPH -- 250' O.C. SPEED LIMIT 40-45 MPH -- 300' O.C. CHANNELIZATION MARKERS DETAIL ... �Y ADOPTED CITY OF RENTON STANDARD PLANS LST DATE:04/04 DATE REVISION #QYAP:P:A DWG. NAME: H001 SP PAGE:H001 APPROACH LINE 3 4" WHITE TYPE 24' LINE MARKERS ' y 4" WHITE TYPE 'Ile' LINE MARKERS (REFL.) <, r NUMBER AND LOCATIONS OF ARROWS , rOR 'k4m APPROACH LINE LENGTH ARROW LOCATIONS ' 20'-50' 1 ARROW (20' BACK FROM CROSSWALK OR STOP BAR) 50'-125' 2 ARROWS(20' BACK & END OF APPROACH LINE) 125-300' 3 ARROWS(20' BACK, MIDWAY & END OF LINE) ARROWS OVER 300' AT 100' INTERVALS SKIP APPROACH LINE 4 r 9' 15' 3' 4" WHITE TYPE 'I' LINE MARKERS 4" WHITE TYPE 'Ile' LINE MARKERS (REFL.) ■ LANE LINE , 4" 9' 15'— 3'�*V 4" WHITE TYPE I r LINE MARKERS 4" WHITE TYPE 'Ile' ' LINE MARKERS (REEL.) CHANNELIZATION MAKERS DETAIL tiSY p ADOPTED CEO CITY OF RENTQN ♦ ! / i STANDARD DATE:04/04/04 PLANS I3'f ' � O$ DATE REVISION BY PPR D DWG. NAME: H002 SP PAGE:HO02 i • . '. izz IE .��r .,//■� • a • Nw6l I-01 ®�.'� ;�■ ■�!�! �C''�1 ■!. VaN f. ���. n°I vsaiS .giiau ..iR.gA ..MiK a.lM.ft� • . .Ra•MT �r� lNalfq•I' f.l.Nl q I N.N. . 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CL3000 12" 8"(TYP) L-A COMPACTED SUBGRADE COLD JOINT WHEN NOT CONSTRUCTED INTEGRAL WITH CONCRETE WALK SEE DETAIL A #4 REINFORCING U BAR AT EACH 12" MIN CONCRETE WALK GROUT 1" POST-SEE DETAIL B WIDTH AS SPECIFIED -ITS" 8" 4" DIA. r � � I'� � GA. GALV. 1�-' 8" 4" �16 STEEL SLEEVE TEGUL MINERALEAD COMPACTED SUBGRADE 8" MIN -y �- OR EPDXY GROUT SECTION A-A DETAIL R NOTES: 1. RAILING SHALL BE HOT DIP GALVANIZED AFTER FABRICATION. 2. ALL POSTS SHALL BE PLUMB AND RAILS 3"R + , PARALLEL TO GRADE. DETAIL B 3. PIPE MATERIAL SHALL CONFORM TO ASTM A53. 4. REINFORCING STEEL ASTM A615, GRADE 60. ' NOT TO SCALE ' STEEL PIPE HANDRAIL FOR SIDEWALK 1 y ADOPTED G CITY OF RENTON 4 i STANDARD PLANS ' N LST DATE:04/04 DATE REVISION BY PPR DWG. NAME: H024 SP PAGE:H024 LANE LINE MARKING 7'-8" STANDARD VEHICLE WHEEL PATH 3' 4.5' 3' MIN. MIN. MIN. 1 ACP CLASS* MIN. MIN. 6" CRUSHED SURFACING 2" CLASS 'B' TOP COURSE E 2" SAWCUT AND REMOVE EDGE OF PAVEMENT, OR GRIND, SEAL WITH EDGE OF CURB & GUTTER, AR4000W OR CENTER OF LANE LINE 2.5' MIN. CRUSHED ROCK, FLOWABLE FILL OR AS REQUIRED BY ENGINEER *MINIMUM ACP CLASS 'E' or 'B' SHALL BE: PRINCIPAL/MINOR/COLLECTOR ARTERIAL STREETS & INDUSTRIAL ACCESS STREETS — 6" ACP CLASS 'E' or 'B'. RESIDENTIAL ACCESS STREETS — 2" ACP CLASS 'E' or V. NOTE: UPON REQUEST OF ENGINEER, NEW ROADWAY PAVEMENT SECTION MAY BE DESIGNED USING AN APPROVED METHOD FOR TYPICAL LONGITUDINAL PATCH AND OVERLAY DETERMINING PAVEMENT THICKNESS. FOR FLEXIBLE PAVEMENT `SY p ADOPTED V CITY OF RENTON STANDARD PLANS N C O LST DATE:02/05 02 2005 MOOIFlED NOTES DCV DC 07/2004 1 MODIFIED NOTES DCVI CZ I DATE I REVISION BY PPR DWG. NAME: HO32 SP PAGE: H032 cam;= 1' 1' 2.5' 1' 1' MIN MIN MIN MIN MIN b 4 kr` 2" CLASS 'B' FACE OF CURB OR EDGE OF PAVEMENT CENTER LINE OR *2" TO 6" CLASS 'E' LANE LINE OR CLASS 'B' Y 6.5' MIN. 2" DEPTH OF GRIND OR SAWCUT AND REMOVE 6.5' MIN. 1' 1' 2.5' MIN IMIN MIN MINI MIN i 2" CLASS 'B' ACP CLASS* 6" CRUSHED SURFACING TOP COURSE ' CRUSHED ROCK, PLOWABLE FILL 4 OR AS REQUIRED BY ENGINEER TYPICAL TRANSVERSE PATCH , * FOR MINIMUM STANDARDS, SEE DWG# HR-05, FOR FLEXIBLE PAVEMENT SP PAGE H032 ADOPTED V CITY OF RENTON STANDARD PLANS ' .� LSf DATE:02/05 OZ 2005 MOOIFlED NOTES DGV DC 07/2004 MOOIFlED NOTES DCV GZ Ph f DATE REVISION BP D DWG. NAME: H032-1 SP PAGE:H032.1 CURB LANE LANE LANE CURB LANE CENTER CENTER I IN IN I LANE I LANE ( I I ( I' 10' I I I t I I I � 24" 8�.(TYP.)—STRIPE L I UN.(TYP.) I I 8 (TYP.)—OPEN LANE LANE 8"(TYP.)—STRIPE ( CONCRETE I GUTTER LINE I LINE 1 it i I I TIRE ( LTIRE LTIRE I LTIRE TRACKS TRACKS TRACKS TRACKS L TYPICAL 4-LANE ROADWAY CONFIGURATION L i ; L NOTE: FOR ROADWAYS WITH MORE OR LESS LANES, THE SAME CONFIGURATION APPLIES. KEEPING THE THERMOPLASTIC PAINTED BARS CENTERED ON / Thermoplastic/Painted Crosswalk THE LANE LINES AND IN THE CENTER OF TRAVELLED PORTION OF THE LANE TO MINIMIZE THE WEAR ON THE THERMOPLASTIC/PAINT. Y ADOPTED L C1TY OF REWON f / t STANDARD PLANS N t O LST DATE:04/04 DATE I REVISION i BY APPR DWG. NAME: H012 SP PAGE: H012 DETECTABLE WARNING a.• PATTERN (SEE DETAIL) ISOMETRIC VIEW RADIUS POINT OF SIDEWALK RAMP AND CURB RETURN ' RAMP CENTERLINE • C JOIN EXPANSION JOIN , T (TYP.) (SEE STD. PLAN F-3) 0 10 CEMENT CONCRETE ��o• �� ' PEDESTRIAN CURB P r. B 0 , SEE CONTRACT FOR CROSSWALK (TYP.) , CURB RETURN RADIUS (SEE STD. PLAN H-5c) SIDEWALK RAMP TYPE 2A ' NOTES: PLAN 1. Avoid placing drainage structures, junction boxes or , other obstructions in front of ramp access areas. 2. Detectable warning patterns may be created by any method that will achieve the truncated dome dimensions and SIDEWALK RAMP spacing shown. The detectable warning pattern area shall TYPES 2A & 2B be yellow, in compliance with Std. Spec. 8-14.3(3) ' 3. Curb and gutter shown, see the Contract Plans for the curb SHEET 1 OF 3 design specified. See Std. Plan F-1 for curb details. ADOPTED 4. See Std. Plan F-3 for sidewalk joint placement and details. J� CITY OF RENTON 5. Ramp slopes shall not be steeper than 1211:1V. f STANDARD PLANS , I31' DATE:04/04 DATE REVISION BY PPR DWG. NAME: FO 11 SP PAGE:F011 Z ' 6'-0' MIN. E m �. TOP OF 2% ROADWAY CEMENT CONCRETE SIDEWALK CEMENT CONCRETE& GUTTER SECTION OA SEE NOTE 3) lift 6' 6'-0" MIN. LANDING r" io 2'-0' FLUSH TOP OF ROADWAY 2% � DEPRESSED CEMENT CURB k GUTTER CEMENT CONCRETE `O CONCRETE (SEE NOTE 3) PEDESTRIAN CURB SIDEWALK (SEE STD. PLAN F-1) DETECTABLE WARNING SECTION O PATTERN (SEE DETAIL) VARIES VARIES 3'-0" TO "A" 2'-6" TO 'C' TYPE 2A TYPE 2B VARIES 6'-0' TO "B' VARIES 6'-0' TO 'B" RAMP RAMP '< `v 116 3/8' EXPANSION JOINT (TYP.) LANDING (SEE STD. PLAN F-3) SECTION CO RADIUS A 8 C (AT CURB FACE) 20 FEET 4'-5 1/4' 8 - 10 1/2' 3'- 81/2- 30 FEET s- 10' 7- B' 3' - 2 1/4' 40 FEET 31- 7' 7'- 2' 3'- 0' 50 FEET 3'-5 1/2' 6'- 10 314' 2' - 10 1/2* 60 FEET 3'- 4 1/2' 6'- 8 3/4' 2'- 9 1/2' 70 FEET S- 3 3/4' 6'- 7 1/2' Y- 9' SIDEWALK RAMP 80 FEET 3'- 3 1/4' 6' - 6 11Y 2'- 8 1/2' TYPES 2A & 2B 90 FEET 3'- 2 3/4' 6' - 5 1/2' 2'- 81/4- SHEET 3 of 3 100 FEET 3'-21/2' 6' - 5' 2' - 8' ti ADOPTED CITY OF RENTON INTERMEDIATE RADII CAN BE INTERPOLATED fj ` STANDARD PLANS LST DATE:04/04 �s ? DATE REVISION BY APPR DWG. NAME: F01 1-2 SP PAGE:F01 1. 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