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Home My WebLink About4.519 Original Contract AGREEMENT This Agreement is made as of July 13,2007, by and between the CITY OF PORT ANGELES ("City") and GLACIER CONSTRUCTION SERVICES, INC. ("Glacier"). Recitals A. The City and Glacier entered into a contract ("Contract") for the Port Angeles Landfill Slope Stabilization Rebid (Project No. 02-21) ("Project"). Numerous issues have arisen in connection with the Project, all of which have impacted the Project in one way or another. B. As a result of issues, contentions have arisen between the City and Glacier. Resolution of these issues is complicated by the fact that, pursuant to the applicable permit issued by the appropriate governmental authority, work is not allowed below the high water line between February 15,2007, and July 15,2007. C. As a result of the foregoing, and in an effort to act in accordance with the best interests of the City and Glacier, and their desire to minimize the expense involved in dispute resolution, the parties enter into the agreement set forth below. Agreement 1. The City has suspended all work on the Project. The Project shall be suspended until July 16, 2007. The City attempted to obtain permits from the governing agencies to recommence work in the spring of 2007. The City was unsuccessful in that effort. 2. On May 15,2007, the City gave notice to Glacier that work on the Project shall recommence on July 16,2007. Glacier shall have twelve (12) calendar weeks from the recommencement of work on the Project to complete the Project. The City reserves the right to assess liquidated damages as specified in the Contract if the Project is not completed in 12 weeks from the recommencement of work. 3. Until the suspension terminates, Glacier shall be responsible for routine maintenance of the Project site. Glacier shall determine what routine maintenance is required. Glacier shall perform all routine maintenance at no cos,t to the City. As soon as possible after performing any routine maintenance, Glacier shall report to the City on such maintenance done. For purposes of this Agreement, "routine maintenance" means work at the Project site intended to preserve the completed work and to keep the site in a condition that will allow Project work to recommence without significant delay. 4. Glacier has performed some work at the Project site, both before and after the date the Project was suspended. For that work, Glacier has made a claim against the 72335.1 1 - ~~ -" \ - ,...."'"-,,,,""--' -~......."~ ._~"'"-~ ---.........., -"' ~......."' <I. 5/q ~ CD~ ,- ',{ ~.-:.~ ~ ...-.. -- , ....:4......"1,. City. The City shall promptly pay to Glacier the sum of $9,500. Glacier agrees to accept that amount as full and complete settlement, compromise, and satisfaction of all claims Glacier has or may have against the City to date, other than any claims by TBH against Glacier. 5. a. Except as expressly stated herein, by this Agreement, Glacier hereby waives, releases, and acknowledges satisfaction of any claims Glacier has or may have against the City as of July 13, 2007. Glacier agrees that it will not, for itself, assert, claim, pursue, or take any action against the City on account of any delays to date or other claims on the Project to date or as a result of the suspension of work. Glacier retains all rights to assert against the City claims by TBH against Glacier. b. The City agrees that the City shall not assert, claim, pursue, or take any action against Glacier on account of any delays of the Project to date or other claims on the Project to date or as a result of the suspension of work; provided, however, that the City does not release or waive, and the City expressly reserves, any and all claims, rights, and causes of action (1) for liquidated damages as provided in section 3 above, (2) against Glacier for losses or damages resulting from acts, omissions, or conduct by its subcontractor TBH, and (3) claims or causes of action arising after July 13, 2007. In response to any claims by TBH against Glacier that Glacier asserts against the City, the City retains the right to assert any and all defenses and affirmative defenses it may have under or as a result of this contract. 6. This Agreement is not intended to affect, limit, waive, release, or control any existing or future rights, claims, or causes of action by or against TBH. 7. Except to the extent modified by this Agreement, all terms of the parties' Contract remain in full force and effect. 8. This Agreement may be executed in counterparts by the parties, which counterparts shall constitute an integrated whole, and which may be transmitted via facsimile or other electronic means. CITY OF PORT ANGELES GLACIER CONSTRUCTION SERVICES, INC. By: s~~~ Gary K@Bvlertfty Ste.pkeY\ Sfe(r Deputy Director of Public W orks/ City Engineer By: ,;{y~.d ~ Vice President 72335 I 2 ......~...........-. _.~~.._..~ -4. 5 / q Project Manual City of Port Angeles PORT ANGELES LANDFILL SLOPE STABILIZATION REBID (PROJECT NO. 02-21) Prepared for City of Port Angeles 321 East FIfth Street Port Angeles, Washington 98362 ORIGINAL COpy No.1 Prepared by Parametrix 5700 Kitsap Way, Suite 202 Bremerton, WashIngton 98312 www.parametrIx.com April 19, 2006 Project No. 255-2191-013 (05/04) Project Manual City of Port Angeles PORT ANGELES LANDFILL SLOPE STABILIZATION REBID (PROJECT NO. 02-21) Prepared for City of Port Angeles 321 East FIfth Street Port Angeles, Washmgton 98362 Prepared by Parametrix 5700 KItsap Way, SUIte 202 Bremerton, Washmgton 98312 www.parametrix.com April 19,2006 Project No. 255-2191-013 (05/04) PROJECT MANUAL for Port Angeles Landfill Slope Stabilization Rebid (Project No. 02-21) CITY OF PORT ANGELES WASHINGTON Apri/19, 2006 GLENN A. CUTLER, P.E., DIRECTOR OF PUBLIC WORKS & UTILITIES GARY W. KENWORTHY, P.E., DEPUTY DIRECTOR OF ENGINEERING SERVICES Reviewed by: A ~ Deputy Direct~r ~ '- Reviewed by: / /~ / "1! \ ----....... ... / City Attorney TABLE OF CONTENTS PORT ANGELES LANDFILL SLOPE STABILIZATION REBID PROJECT NO. 02-21 PART I - BIDDING REQUIREMENTS ADVERTISEMENT FOR BIDS ................................................................................... ............... . ........... 1-1 INFORMATION FOR BIDDERS ............................................................................. ......................... .............. 1-3 BIDDER'S CHECKLIST ................... ................................................................................................... . ......... 1-5 NON-COLLUSION AFFIDAVIT..................................... ... ............................................................................. 1-6 BIDDER'S CONSTRUCTION EXPERIENCE.................... ................... ......................................................1-7 LISTING OF PROPOSED SUBCONTRACTORS ....................... .................................................................... 1-9 BID FORM ............................................................................... ............................... ..... .... . .......... ..... .......... 1-10 ADDENDA ACKNOWLEDGEMENT ........................................................................................... ... . ... ... .. 1-16 BID BOND FORM...................................... . ...... ... . .... ....... ................ . .......... ...........................................1-17 PART II - CONTRACT FORMS TO BE SUBMITTED FOLLOWING AWARD OF CONTRACT PUBLIC WORKS CONTRACT ............................................ ... ... .......... ......................................... ........ .....11-1 PERFORMANCE AND PAYMENT BOND. ........ ...... ....... ......... ........ .......... .............................................11-7 ESCROW AGREEMENT FOR RETAINED PERCENTAGE.. ...... ...............................................................11-8 PART III - SPECIFICATIONS, SPECIAL PROVISIONS, AND SUBMITTALS STANDARD SPECIFICATIONS..................................... ........ ..................................................................... 111-1 STANDARD PLANS ............................................................ .. ................................................................. ..... 111-1 SPECIAL PROVISIONS ................................................................................................................... ............. 111-1 DIVISION 1 - GENERAL REQUIREMENTS ........................................................... .......... ................. III-2 DIVISION 2 - EARTHWORK ............................................................................................................... 111-10 DIVISION 6 - STRUCTURES ...............................................................................................................111-13 DIVISION 8 - MISCELLANEOUS CONSTRUCTION........................................................................ III-16 DIVISION 9 - MATERIALS.................................................................................................................. 111-24 PART IV - A TT ACHMENTS A. WASHINGTON STATE PREVAILING WAGE RATES FOR CLALLAM COUNTY B. REQUEST FOR INFORMATION (RFI) AND CONSTRUCTION CHANGE ORDER (CCO) FORM C. CONTRACTOR'S APPLICATION FOR PAYMENT FORM D. PROJECT PLANS (HALF SIZE) (12 PAGES) E. HYDRAULIC PROJECT APROV AL F. GEOTECHNICAL REPORTS Glly of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabllzzatlOn 255-2191-013 (05/04) Apnl 19y 2006 PART I Bidding Requirements ADVERTISEMENT FOR BIDS PORT ANGELES LANDFILL SLOPE STABILIZATION (PROJECT NO. 02-21), REBID City of Port Angeles Sealed bIds WIll be received by the DIrector of PublIc Works and UtilIties at 321 East FIfth Street, P. O. Box 1150, Port Angeles, WashIngton 98362, untIl 2:00 p.m. on Monday May 1,2006, and not later, and WIll then and there be opened and publIcly read at that tIme In the CIty Hall for the construction of the follOWIng Improvements: The contractor shall Install a new soldIer pIle retaInIng wall with toe protection and grade the slope behInd the wall to a more modest slope. The constructIon WIll reqUIre earth movement to create safe constructIon access and to create the deSIred slope. The retaInIng wall shall conSIst of pnmary and secondary concrete PIleS whIch WIll form a bench for the precast concrete panels. The precast concrete panels WIll be placed between steel soldIer plIes whIch WIll be In the prImary concrete plIes. Excess SOlI and undeslreable refuse shall be placed in the landfill at the directIOn of the Landfill Manager. The final graded slope shall be re-vegetated with a combInation of hydroseedIng and plantIngs. SurveYIng and constructIOn staking IS the responsIbIlIty of the Contractor. The Contractor should expect varyIng condItIons WIthIn the project SIte and antICIpate the costs of workIng In these condItIons. The City Engineer's estimate for this project is between $2,000,000-$3,000,000. The tIme of completIOn (performance perIod) for thIS Project IS 242 calendar days Plans, specifications, addenda, and plan holders list for this project are available on-line through Builders Exchange of Washington, Inc. at http://www.bxwa.com.Click on: "Posted Projects", Public Works", "City of Port Angeles". Bidders are encouraged to "Register as a Bidder", in order to received automatic email notification offuture addenda and to be placed on the "Bidders List". Contact Builders Exchange of Washington at (425-258-1303) should you require further assistance. Informational copies of any available maps, plans and specifications are on file for inspection in the office of the Port Angeles Public Works Engineering Services (360-417-4700). All bIds shall be submItted on the preSCrIbed BId Forms and in the manner as stated In thIS advertIsement and in the Project Manual and said bIds shall be accompanied by a bId deposit In the form of a cashier's check, postal money order, or surety bond to the CIty of Port Angeles in the amount of five percent (5%) of the total amount of the bId. If a surety bond is used, saId bond shall be Issued by a surety authonzed and regIstered to Issue saId bonds In the State of Washington. The bond shall speCIfy the surety's name, address, contact and phone number, and shall include a power of attorney appoIntIng the signatory of the bond as the person authOrIzed to execute it. Should the successful bIdder faIl to enter into the Contract and furnIsh satisfactory performance bond WIthIn the time stated in the InformatIOn for Bidders, the bId deposit shall be forfeIted to the CIty of Port Angeles. Faxed bids and/or surety bonds will not be accepted. City of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabllzzatlOn Part 1-1 255-2191-013 (05/04) Apn119,2006 Mmority- and women-owned businesses shall be afforded full opportunity to submIt bids m response to this mVltatIOn, shall not be discriminated agamst on the grounds of gender, race, color, age, natIOnal ongm or handicap in consideratIOn of an award of any contract or subcontract, and shall be actIvely solIcIted for partIcIpation m this project by direct maIlmg of the mvitation to bId to such businesses as have contacted the CIty for such notIficatIon. Further, all bIdders are directed to SOliCIt and consIder mmonty and women owned busmesses as potentIal subcontractors and matenal supplIers for this project. The City of Port Angeles reserves the nght to accept the bId that IS m the best interest of the City, to postpone the acceptance of bids and the award of the Contract for a penod not to exceed sixty (60) days, or to reject any and all bids. If all bIds are rejected, the CIty may elect to re-advertlse for bids. Subject to the foregomg, the contract will be awarded to the lowest responsIble bIdder. BIds must be submItted in a sealed envelope wIth the outSIde clearly marked wIth the bId opening date and tIme, the project name and number as It appears m thIS advertIsement and the name and address of the bIdder. Bids shall be addressed to the DIrector of PublIc Works & UtIlIties, CIty of Port Angeles, 321 East FIfth Street, P. O. Box 1150, Port Angeles, Washmgton 98362. When awarded the Contract, the successful bidder shall promptly execute the Contract and shall furnIsh a bond offalthful performance of the Contract m the full amount of the Contract price. Glenn A. Cutler, P.E. DIrector of PublIc Works & UtIlItIes Publish: Peninsula Daily News [April 23, 2006], Daily Journal of Commerce [April 23, 2006] Copy to: NPBA City of Port Angeles (Project 02-21) Port Angeles Landfill Slope StablllzatlOn Part 1-2 255-2191-013 (05/04) Apn119,2006 INFORMATION FOR BIDDERS Sealed bids will be received by the City of Port Angeles (herein called "Owner"), at 321 East Fifth Street, Port Angeles, Washington 98362, untIl the time and date as stated m the ADVERTISEMENT FOR BIDS or as amended through addendum, and then at said office publIcly opened and read aloud. Each bId shall be received by the Owner In the manner set forth in the ADVERTISEMENT FOR BIDS. Each bid must be submitted in a sealed envelope, so marked as to mdIcate Its contents WIthout bemg opened, and addressed in conformance WIth the Instructions of the ADVERTISEMENT FOR BIDS. Each bId shall be submItted on the reqUIred bId form contained m Part I of the Project Manual. All blank spaces for bId pnces must be filled m, m mk or typewrItten, and the Bid Form must be fully completed and executed when submItted. Only one copy of the BId Form IS required. In addItIOn, all other forms mc1uded m Part I shall be filled out and completed, mcluding any addendum(s), and enclosed in a sealed envelope endorsed WIth the name of the work. Each bid shall be accompanied by a bId depOSIt m the form of a cashier's check, postal money order, or surety bond to the CIty of Port Angeles for a sum of not less than 5 percent of the amount of the bId, and no bid WIll be conSIdered unless accompamed by such bId depOSIt. The Owner may waIve any informalItIes or minor defects or reject any and all bIds. Any bid may be WIthdrawn pnor to the scheduled tIme for the opening of bIds or authonzed postponement thereof. Any bId received after the tIme and date speCIfied shall not be conSIdered. No bIdder wIll be permItted to WIthdraw its bid between the closmg tIme for receIpt of bIds and execution of the Contract, unless the award IS delayed for a period exceedmg SIXty (60) calendar days. A condItIonal or qualified bid WIll not be accepted. Subject to the foregoing, the bid award may be made to the lowest responsible bidder. The work wIll begm wIthm ten (10) calendar days after NotIce to Proceed from the DIrector of PublIc Works & UtIlItIes and shall be completed wIthm the tIme as stated in the Advertisement for BIds. The Owner may make such mvestIgatIOns as It deems necessary to determme the abIlIty of the bidder to perform the work, and the bidder shall furnIsh to the Owner all such mformation and data for thIS purpose as the Owner may request. The Owner reserves the nght to reject any bId, If the evidence submItted by, or mvestIgatIon of, such bIdder falls to satIsfy the Owner that such bIdder is properly qualIfied to carry out the oblIgatIOns of the Contract and to complete the work contemplated therein. The party to whom the Contract IS awarded wIll be reqUIred to execute the Contract and obtam the Performance and Payment Bond wlthm ten (10) calendar days from the date the notice of award IS delIvered to the bIdder. Such bond(s) shall be on the form prOVIded by the Owner, specify the name, contact phone, and address of the surety, and shall include a power of attorney appomting the signatory of the bond(s) as the person authonzed to execute It (them). The NotIce of Award will be accompamed by the necessary Contract and bond forms. In case of faIlure of the bIdder to execute the Contract, the Owner may, at its option, conSIder the bIdder m default, in whIch case the bid deposit accompanymg the bId shall become the property of the Owner. The Owner, WIthin ten (10) calendar days of receipt of the acceptable Performance and Payment Bond and the Contract SIgned by the party to whom the Contract was awarded, will sign the Contract and return to such party an executed duplIcate of the Contract. Should the Owner not execute the Contract WIthin such penod, the bIdder may, by wntten notIce, WIthdraw ItS signed Contract. Such notIce of WIthdrawal wIll be effective upon receIpt ofthe notIce by the Owner. City of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabllzzatlOn Part /-3 255-2191-013 (05/04) April J 9, 2006 The NotIce to Proceed WIll be issued wIthIn ten (10) calendar days of the executIon of the Contract by the Owner. Should there be reasons why the NotIce to Proceed cannot be Issued withIn such penod, the tIme may be extended by mutual agreement between the Owner and Contractor. If the NotIce to Proceed has not been Issued withIn the 10-calendar-day penod or wIthin the penod mutually agreed upon, the Contractor may termInate the Contract wIthout further liability on the part of eIther party. All applIcable laws, ordInances, and the rules and regulatIons of all authontIes haVIng JunsdictIon over constructIOn of the project shall apply to the Contract throughout. Clly of Port Angeles (Project 02-21) Port Angeles Landfill Slope StablltzatlOn Part 1-4 255-2191-013 (05/04) Aprzl J 9, 2006 BIDDER'S CHECKLIST 1. Has the Bid Secunty TransmIttal form been completed, eIther by (1) attachIng a bId deposIt in the form of a postal money order, cashIer's check or other securIty and fillIng out the part of the form above the words "Bid Bond" or (2) a surety bond in the proper form and filling out the section of the form below the words "Bid Bond"? 2. Is the amount of the bId deposIt at least five percent (5%) of the total amount of the bid? 3. Have the bId forms been properly signed? 4. Do the written amounts of the bId forms agree wIth the amounts shown In figures? 5. Have you bId on all items? 6. If Addendum(a) have been Issued, have It/they been acknowledged on the bId form? 7. Has the non-collUSIOn affidavit been properly executed? 8. Have you shown your contractor's state license number on the bid form? 9. Have you listed each proposed subcontractor, if any, or "self' to be used on the project in accordance with applIcable State law. Wntten acknowledgemet IS required if no subcontractors are to be used. If there are no proposed subcontractors, write "NO SUBCONTRACTORS WILL BE USED." 10. Have you filled out the bIdder's construction expenence form? The followingforms are to be executed after the Contract is awarded: A. Contract - To be executed by the successful bidder and the CIty. B. Performance bond - To be executed on the form proVIded by Owner, by the successful bIdder and its surety company. To Include name, contact and phone number, and address of surety and power of attorney of SIgnatory. C. Insurance certIficate(s). City of Port Angeles (Project 02-21) Port Angeles Landfill Slope StablilzatlOn Part 1-5 255-2191-013 (05/04) April J 9. 2006 I I I I I I I I I I I I I I I I I I I NON-COLLUSION AFFIDAVIT STATE OF WASHINGTON ) ) COUNTY OF Snohomish ) The undersigned, bemg first duly sworn on oath, says that the bid herewith submitted is a genuine and not a sham or collusive bid, or made in the interest or on behalf of any person not therein named; and (s)he further says that the said bidder has not directly or mdirectly induced or solicited any bidder on the above work or supplies to put in a sham bId, or any other person or corporation to refram from bidding, and that said bIdder has not in any manner sought by collusion to secure to him/her self an advantage over any other bIdder or bidders. Jay Kizer, V.P. Subscribed and sworn to before me thIS 2-{p day of /\fn\ ,2006. """"""""""\" ~~"'.~:..?!.7'~ "It, t' oT..~~SSIO'r ~.~ ,., ..'~ +~...'-'J..\ :.(] ~OTAIf,_ :p':~ ~ "'. rm., <:. <1"" 'n . or _ ....... V~ . ~ . . ~ ~~:. ):lU2L\C .: 1 ~ "'? '.. tI"'~ 'r,/~....~: 1-07 ...:-:;.~.. '1 Of:' ...... ~. "111 WASr\\ \\H H,"""'" S'o.y".h B. Z,'1-zVV\Al'lh n and for the State of Washington. br-\W\oMs Wp.. My COmmIssion Expires: lb- \-0, City oJPort Angeles (Project 02-21) Port Angeles Landfill Slope StabilizatIOn Part 1-6 255-2191-013 (05/04) April 19. 2006 I, I I I I I I I I I I I I I I I I I I ---- - --~- BIDDER'S CONSTRUCTION EXPERIENCE Answer all questions and proVIde clear and comprehensIve information. 1. Name of bidder: Gl~cier Construction Services, Inc. Registration No.: GLACICS034B7 2. Permanent maIn office address: 12521 Evergreen Drive, Suite A Mukilteo, WA 98275 3. When organized: 1996 4. Where Incorporated: Wash inq ton 5. How many years have you been engaged In the contractIng busIness under your present firm name? 8 Years 6. *Contracts on hand. (Schedule these, shoWIng gross amount of each contract and the approximate antIcipated dates of completion), contact name, and phone number. Please see the attached sheet 7. *General character of work performed by your company: Please see the attached sheet 8. *Have you ever faIled to complete any work awarded to you? NO If so, where and why? N/A 9. *Have you ever defaulted on a contract? NO 10. *List the more important projects recently completed by your company, statIng approxImate cost for each, the month and year completed, contact name and phone number. Please see the attached sheet CIty of Port Angeles (Project 02-2/) Port Angeles Landfill Slope Stablllzatzon Part 1-7 255-2/9/-013 (05/04) April/9. 2006 I I 11. *List your major equipment available for thIS contract: Plaase see the attached sheet I I I I 12. *Experience of bidder in construction sImilar to this project in work and importance: Please see the attached sheet 13. Will you, upon request, fill out a detailed financial statement and furnish any other information that may be required by the City? YES * Add separate sheets if necessary. I I The underSIgned hereby authorizes and requests any person, firm or corporation to furnish any information requested by the City of Port Angeles. Date: April 28th, 2006 Bidder's s~ ~/;/ I Print Name: Jay Kizer I Title: Vice-President I I I I I I I I Cuy of Port Angeles (Project 02-21) Port Angeles Landfill Slope StablltzatlOn Part 1-8 255-2191-0/3 (05/04) Apn119.2006 I ~~ ~~--------- -- ----------- -- ---------------- ---------------- -- --- --------~----- - -- --- -- --- ----- -------------- --- ------------------~-~~-----~----~-- CONSTRUCTION SERVICES INC BIDDER'S CONSTRUCTION EXPERIENCE Separate Sheet 6. Contracts on hand. (Schedule these, showing gross amount of each contract and the approximate anticipated dates of completion), contact name, and phone number. 1. Marlsan Landfill Final Closure 2005, Grants Pass, OR, Project Value: $1,125,562.00, Contact: Steve Hodge (541)474-5460 Anticipated completion date of 9-1-05 2. Port of Tacoma, Washington United Terminal Landing Pad Pavement Replacement, Tacoma, WA Project Value $625,778.23, Contact: Sarah Armstrong (253)830-5337, Substantially complete 8-2-05, anticipated final completion date of 9-2-05 3. City of Everett, North Creek Steam Augmentation 2, Everett, WA Project Value: $153,777.60, Contact: Dan Mathias (425)257-8855 Anticipated completion date of 9-1-05 7. General character of work performed by your company Glacier Construction Services, Inc. specializes in landfill construction, site civil work, methane extraction, and LFG flare systems. 10. List the more important projects recently completed by your company, stating approximate cost for each, the month and year completed, contact name and phone number. 1. Goldendale Aluminum Company, West Surface Impoundment Closure, Goldendale, WA Project Value: $1,884,825.00, Contact: Gary Arndt (253)863-5128 Completed November 2004 2. Clear Creek Habitat Improvement Project Phase II, Tacoma, WA Project Value: $504,365.00, Contact: Sarah Armstrong (253)830-5337 Completed December 2003 3. Olympic View Sanitary Landfill, Phase I & 2 Final Covers, Bremerton, WA Project Value $1,010,000.00, Contact: Guy Petraborg (510)613-2143 Completed December 2003 Part 1-7 & 1-8 Separate Sheet, Page 1 ~~ 12521 EVERGREEN DRIVE, SUITE A MUKILTEO. WASHINGTON 98275 PHONE 425 290 9085 FAX 425 493 2650 11. List your major equipment available for this contract Glacier Construction will have a Caterpillar 320CL, Caterpillar 350 Excavator/John Deere 450, Mack 10cy Dump Truck, Off-Highway 30/35 Ton Trucks, Caterpillar 416 Backhoe, and a Caterpillar TH63 Forklift available for this contract 12. Experience of bidder in construction similar to this project in work and importance Until early 2003, the Principals and labor force of Glacier Construction were integral to Glacier Environmental's success. Glacier Construction and Glacier Environmental split in March 2003 with Glacier Construction following its specialty as a Civil Contractor. Jay Kizer, while under employment of Glaicer Environmental, was the Project Manager of Record for the partial closure of the Port Angeles Landfill in 2000 and subsequent gas extraction system in February 2001. Glacier Construction has constructed several landfill gas collection systems. The following is a list of a few of the sites we have completed: . Cathcart Landfill, Snohomish, WA . Thurston County Landfill, Lacey, WA . Midway Landfill, Des Moines, WA . 304th Street Landfill, Graham, WA . OVSL Landfill, Bremerton, WA . Marlsan Landfill, Grants Pass, OR . Everett Tire Fire Site, Everett, WA . Hansville Landfill, Hansville, WA Personal reference: Steve Emge, Parametrix, Kirkland, WA \~ G LAC I ~rtcIa~Ir~ tfePflf~~S~~tRl{i1~ fS, IN C. 12521 Evergreen Drive, SUite A Mukilteo, Washington 98275 (425) 290-9085 Fax (425) 493-2650 I I I I I I I I I I I I I I I I I I I LISTING OF PROPOSED SUBCONTRACTORS List each proposed subcontractor, if any, or "self' to be used on the project in accordance with applicable State law. Written acknowledgemet is required if no subcontractors are to be used. If there are no proposed subcontractors, write "NO SUBCONTRACTORS WILL BE USED." IV- };1/ $,.-d~'M (! Vf\1rc-1 /17 ;)..$"" JIVE 6>.57; #-8.1:J..75' f\tolmo~ ~ Jr1/ qf3~S-J- IVOlH'fIECO;;"1./ TY 1--/ CY-4S:-~dv) sf .J1 / Glq-A. /V~P12J V~NI;PV~ JrJU1 . l:1' 9%65 "1Y!-; A LO ~~fJ,e M''I'J.I', .L/IV>~j." of <3&bI&1Yf!'~td oJ P (> 8M I J-If (j, K~ Wn VI tJ(j35- J- /y J ~ .5~#175 ../-- .,LAn4 SLAtfJ //15 ~io-l-l O~:/)/flJ p ')$ (h..t..fA/J 6t!(~I'7'e.""l\A/l]j .L1tl1~~ 1f,,d,J/ " '.L q:r(s 4J~1 li~:ly A mzZJI?~~L qt3~ ro 0 tJ .",5 D7 oJ Cf d- L/ O~f5 Wt.-IJ {J,,:/1l"5 ..:tn.<.-> ).'3 J./ e ",n/!J IeJ1 ~LI 1m, wA '9~J.. () As:!. q bN \ ~(f~ J+OY\ E.Je.. X~. 1 J q.5q~ S"l #.6r16A4 Et"~ /f$4fJ f'C) ~m (3 :3"5li:';3 5" U-r-U y ,11 j jrrjIVir-j.-:'5 wbl! //)~J I e; /.~'bA- f<-- I' SIGNED: It 4.Jy CIty of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabIlizatIOn Part 1-9 255-2191-013 (05/04) Aprzl 19, 2006 I I I I I I I I I I I I I I I I I I I BID FORM Honorable Mayor and City Council Port Angeles CIty Hall 321 East Fifth Street Port Angeles, W A 98362 BIDDER: Glacier Construction Services, ~ISTRATlON NO.: GLACICS034B7 DATE: April 28th, 2006 UBI NUMBER: 601 751 220 The undersigned, hereinafter called the "bidder," declares that the only person(s) interested in this bid are those named herein; that the bid is in all respects faIr and without fraud; and that it is made Without any connection or collusion with any other person makIng a bid on this project. The bidder further declares that it has carefully examined the plan, specifications, and contract documents, hereinafter referred to as the Project Manual, for the construction of the proposed project improvement(s); that it has personally inspected the site(s); that it has satisfied itself as to the types and quantities of matenals, the types of equipment, the conditIons of the work involved, includIng the fact that the descriptIon of and the quantities of work and materials, the types of equipment, the condItIons of and the work involved as included herein, are brief and are intended only to Indicate the general nature of the work and to identIfy the said quantities with the corresponding requirements of the Project Manual; and that this bid is made in accordance WIth the prOVisions and the terms of the Contract included in the Project Manual. The bidder further agrees that it has exercised its own judgment regarding the interpretation of surface information and has utilized all data which it believes IS pertinent from the City Engineer, hereInafter also referred to as the City or Owner, and such other source of information as it determined necessary in arriving at its conclusion. The bidder further certifies that the subcontracting firms or businesses submitted on the LISTING OF PROPOSED SUBCONTRACTORS will be awarded subcontracts for the described portions of the work. If the bidder is awarded a construction contract on this bid, the name and address of the surety who will provide the performance bond is: International Fidelity Insurance Co. Surety 1575 Treat Blvd, 208, Walnut Creek, Surety Address Kevin Chamhers, (9/.5)256-8760 Surety Contact and Phone Number USI NW Agent CA 94596 1001 4th Agent Address Holly Ulfers, (206)695-3100 Agent Contact and Phone Number Ave, 1800, Seattle, WA 98154 Cay of Port Angeles (Project 02-2/) Port Angeles Landfill Slope Stabilization Part 1-10 255-2191-013 (05/04) Apn119. 2006 ------- -- ~--~--- ------------- ----- - -- -------- -------- ----~----_.~-~-~~----~~----- -----------~-- ----~---- ---- ----- -- --- - ------~ ----- ------~ ------------~- ------- - - .- -- I I I I I I I I I I I I I I I I I I I PORT ANGELES LANDFILL SLOPE STABILIZATION (PROJECT NO. 02-21) 1. 2. 3. 4. 5. 6. 7. 8. 9. Lump Sum Mobilization (1-09) / $/"7&1) OCJ6.oO $/70' OOtJ,d~ $ Orvd }.)i/d,dJ .5~(..J~'Vj, ~.z,$A4 (Words r.:J:'/ /~ L.S. Lump Sum Survey and Staking $ 7e:iIV-dLP/J.5-Il1I J p,.//,d ), '" " rA vI ,J (j / !Av (Words) L.S. 1.5 Acre Clearing and Grubbing (2-01) $ -rw~ -i-l/Jl.J.:nJ S .yy&.I t/.JAL 1'P...fJ., (Words 13/~ ' AC 65500 Cubic Yard 725 Linear Feet Silt Fence (8-01) $/LWl c/O//Af/5 of .f ~ ;/~+N}J Ie {II..} (Words LF 36 Gravel Check Dam (8-01) Linear Feet _ -7 J 1)1 J I ~J..J, ) :y'"T4 ,v7t-d~~ch 'A6<.>Df rFrj'jI'HI"1-f (Words) LF 333 Roadway Excavation, Incl. haul- Temp. Beach Cubic Yards Berm (2-03) $~;xdp/b-:J~ ce~ (Woros CY 950 Linear Feet 1880 Linear Feet Shaft 36" Diameter - Structural Wall (6-16) $ ()11/j. f}(/llj(t/)~j{~J.J ;J~ (Words LF City of Port Angeles (Project 02-21) Port Angeles Landfill Slope StablhzatlOn Part I-II ---~ - - - ~- - - -- -- ------ --- -----~------ -~"-~- ------- -- ---~---------- ~-~---~ $ Jt:! St?tJ"P $/~J.5i70~pti $:2, 75~ tJp $ ~ ) :;..5';t)lJ " ~ Per AC $ !;;, 7~ $ '"37 -9, G 6(J, ()() Per CY $ 2175:' $1; qq~7S' Per LF $ J '3,J S-O $ t..fgr;,bD \ Per LF $G,50 $ "J..lJ6tJ-SO . Per CY $ I?:S; 51:> $ / 6'-1; 9;).s'(.)~ Per LF $ ) 50.t>~ $ ~ lit/. (..)0()' dd . Per LF 255-2191-0/3 (05/04) Aprz119.2006 - -- - -- -- - - - --- - - -- ---- --- ----------- ---~- --- ----- ~~-~- ------~-~---- -- -~-~~- ------~-------~------- -------~---- ------ --~- -~--~-- - I I I I I I I I I I I I I I I I I I I 10. 3290 Linear Feet 11. 8138 Square Feet Furnishing Soldier Pile W24x104 (6-16) $ ~i ~)..q ~p do! A'('!: (W orcls1 LF FurnISh and Erect Precast Concrete Panels (6-16) $.I{0!!~ ~J1cS (W ords) SF 12. 3408 Seal Wall Panel to H-PIle and PIers (6-16) LInear Feet $ --yh/~ ddJJ~ (Words) LF 700 Metallic Conduit Pipe, 2" Dla (8-20) LInear Feet 1-:'.-/.1. /. J _ I J $ r-t:vr7 t~1\/ pJD.J/ A<''J (W ords ) 13. 540 LInear Feet 14. 20 LInear Feet 15. 3707 CUbIC Yard 16. 53 CUbIC Yard 17. 1 Each 18. 700 LInear Feet 19. City of Port Angeles (Project 02-2 I) Port Angeles Landfill Slope StabtllzatlOn :d" Drain Pipe 24" Diameter (7-01) / ~~ -Jng~/kye/77:v4~}/p- (WOF s) .t'~ LF Under Drain Pipe 8" Diameter (7-01) $~1~ ~~~ ords) LF Gravel Backfill for Walls (BehInd Walls) (2-09) ~.ltt1J /?/J/?; d~ ;~5 (W ords) CY e bedding) (2-09) CY Concrete Manhole 60" DIameter Type 3, 36" Ring ~ coveJ7-05) $S,st"'/-; tkJJn . +hfllvA()~ Jll (W ords) Each r;;IPe for MaIn LIne, 1-1/2" Dia (7-09) $' (~JJ;~ V:/Vl-l.-, (!,~ (Words) / LF LF Part J-J2 $6..2 lOb Per LF $/B,otJ Per SF $ ;.2 I tilt Per LF f5~.;]..s- Per LF $ 1 /, ()O Per LF $ ~h () 0 Per CY $ '-/ S; c?O Per CY $10, ;LOo'''~ , Per Each $ 3J <10 Per LF $1 t..J. tJO Per LF $ "J-O 3: '1 fdtJ ,01 $ / '1~. <-JI1LjJP() , $ 6,8/61 otJ , $/'1 5//S'oJ $ ;)..d..() J tJ l> $7~ 8(/7'(}'6 $2,:S 8~.(J() $ 6. ;)...(){)' ob . $2 j 7301r>6 , $9 act?' t>(J , 255-2/9/-013 (05/04) April /9,2006 I I I I I I I I I I I I I I I I I I I 20. 700 Metallic CondUIt PIpe, 1-1/4" Dia (8-20) $ ~)"5 $6; i/7 S. dO Lmear Feet $A/,~n JjJ~"'; .}-JV4~v'~ t~ (Words LF Per LF 21. 100 Clay ModIfied Soil Dam $ 4CJ.oO $ 4. qf)(jC)O J CubIc Yard $~~ ~ft'6 t:>:>/k Per CY (Word CY g ,(10 22 3600 RIprap - Toe Armor Riprap (8-15) $ :15', ~ 0 $'1J.J e 0 Ton ~~I yd;~A~/l<s-i E.:~ (.~ Per Ton (Words Ton 23. 1250 RIprap - Beach Nourishment RIprap (8-15) $ 5;G, 3d $7~ 37,S,qt. CubIC Yard $~ 1: ,'AJ JJ<7 -I-f)I/~/ c4 Per CY (W ords) CY 24. 1125 $ Sq. 7..> $ 6/, 593,7s' CubIC Yard , Per CY 25. 600 RIprap - Bedding Stone RIprap (8~) $:2 9J OC> $ /7; l.)OC>J~ CubIc Yard r-JJ;/#.Ilt :n~l1/}f Cb/ ~J CY Per CY (W ords) 26. 1. 7 Acre Seeding and FertllIzmg - Hydroseed (8-02) (1:1 Slope Area) $Fo9</Alcl~/~~ rt&y C/~ $/~ sa $2. 63,rQ(' , . (Words) AC Per AC 27. 1000 Top SJ TYP~ (8-o:l i. $ "Ss,OO $ 3~ Obt),t( CubIc Yard ~.' 1 ~ (J{/ J j (W ord~) CY Per CY 28. 8133 ErOSIon Control Blanket (8-01) $J..70 $;).7. 9.5~ JO Square Yard $~JJLsJ 5'L~J <:.~~ , Per SY (Words) J SY CIty of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabilizatIOn 255-2191-013 (05/04) Apn119, 2006 Part 1-13 I I I I I I I I I I I I I I I I I I I 29. 30. 1860 Square Yard 977 Cubic Yard Geosynthetics 100-mil (8-05) $eltj~J/ J,;LcI ~"'u~fv;r l-~ Woros SY v CY 31. 4597 Each PSIPE Trees and Shrubs (PlantIng Plan) mcl. Herbicide Vl/~/b~!h<~ J+~ /'~I' (W ords) EA 32. 558 Roadway Excavation Inc!. Haul- Drainage Area CUbIC Yard (2-03) $ C; x.. ~f4",..{ (W ords) CY 33. 0.25 Acre Seeding and Fertilizmg - Hydroseed (8-02) (DItch Area Above Slope) d~ (J..-fk/~njs}J tm()~Jj1iR; (Woros ~#~ AC 34. 171 Linear Feet 35. 36. 1 Each 3 Each LF $ / j. 75 Per SY $ 59,00 Per CY $ Cj,)!:" Per EA $ 0.00 Per CY $ $, 6S0 I(/C> .. Per AC $'),0, ~(J Per LF $ I, .se'(Yo() . Per EA $~ l.<::JO Joe) Per EA $;;2./' 8~~/4 . $ f;b, 66G,oo $ t.j~ 8;;'0. 7S" . $ "'3;:l <; 13. ~o . $9/J"so $ "3,4;;..0 ,g!/ J $J..Isto'O~ $ ;}..~ 600'~o Catch Basin Type 1 (7-05) $lWJjf~().sArJ ':::,v~ ~..n 11) ),. )j ~ (Words) EA Gmundwat... Mooritonng Wen clz J $$'~VMI~~#kJd1 ~ (Words) EA CIty of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabilizatIOn Part 1-14 255-2191-013 (05/04) Aprz119.2006 I I I I I I I I I I I I I I I I I I I CIty of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabilizatIOn BASE BID TOTAL: Part 1-15 255-2191-013 (05/04) April 19, 2006 - - - - - - ~-- -- - ~-~ - -----~------~-- -- --~ - -~-- --- --, -------- -------- - ---------------------------- -----------~------ ----------- ------------ - --- -- -----~-- I I I I I I I I I I I I I I I I I I I ADDENDA ACKNOWLEDGEMENT The bidder hereby acknowledges that it has received Addenda No(s). to this Project Manual. The name of the bidder submittmg this bid and its business phone number and address, to which address all communIcations concerned with this bId and with the Contract shall be sent, are listed below. Bidder's firm name: Glacier Construction Services, Inc. Complete Address: 12521 Everqreen Drive, Suite A (Street Address) Mukilteo, WA (State) 98275 (Zip) Telephone No.: (425) 290-9085 Signed by: f!iJ f;/ Prmted Name: Jay Kizer Title: Vice-President Notes: (1) If the bIdder is a partnershIp, so state, giving firm name under which business is transacted. (2) If the bIdder is a corporation, this bid must be executed by its duly authorized officials. City of Port Angeles (Project 02-21) Port Angeles Landfill Slope StablllzatlOn Part 1-16 255-2191-013 (05/04) April 19, 2006 ----- ---- - - - --- +- - --- --- ~-- - -~ -- -- - -- - - -- - - ~+ --- -- -- - - - - ......---~--- ----~-~~-------------- --------.__.--------------------- --~~ ---- -- - - - -- - - - II BID SECURITY TRANSMITTAL FORM Herewith find dep.~~it in the form of a cashier's Ch~C~jOstal money order or other security in lieu of a bid bond in the amount of$ 8'10 ot-~1li\.\ O'lmo\M+-of-\?\ . which amount is not less than five (5%) percent of the total bid. SIGN HERE frAY / BID BOND KNOW ALL MEN BY THESE PRESENTS: Glacier Construction International Fidelity That we, Services, Inc. as Principal and Tn "llY';:mC'p r'nm['i'lnjT as Surety, are held and fmnly bound unto the CITY OF PORT ANGELES as Obligee, in the penal sum of FlVe Percent (5%) of Total Bid Amount-- Dollars, for the payment of which the Principal and the Surety bind themselves, their herrs, executors, administrators, successors and assigns, jointly and severally, by these presents. The conditlon of this obligation is such that if the Obligee shall make any award to the Principal for: PORT ANGELES LANDFILL SLOPE STABILIZATION PROJECT 02-21 according to the terms of the bid made by the Principal, and the Principal shall duly make and enter into a contract with the Obligee in accordance with the terms of said bid and award and shall give bond for the faithful performance thereof, with Surety or Sureties approved by the Obligee; or if the Pnnclpal shall, in case of failure so to do, pay and forfeit to the Obligee the penal amount of the deposit specified in the advertisement for bids, then thIs obligation shall be null and VOId; otherwise it shall be and remain in full force and effect and the Surety shall forthWIth pay and forfeit to the Obligee, as penalty and liquidated damages, the amount of this bond. SIGNED, SEALED AND DATED THIS 26th dayof April Glacier nSlructio Services, Inc. By: ~ I Princip ~ Surety Holly E. Ulfers, Attorney-in-Fact Agent 1575 Treat Blvd.. #208. Walnut Ck. CA 1001 4th Ave., #1800, Seattle, WA Surety Address 94 5 9 6 Agent Address Lloyd Cavalieri 925-256-8760 Steve Palmer 206-695-3100 Surety Contact and Phone Number Agent Contact and Phone Number , 200~6 Fidelity Insurance Company USI Northwest 98154 Dated: ReceIved return of deposit in the sum of $ City ofPon Angeles (Project 02-21) Pon Angeles Landfill Slope Slabtlzzation Part 1-17 255-2191-013 (05/04) April 19. 2006 l'Tel(9n)624-7200 POWER OF ATTORNEY INTERNATIONAL FIDELITY INSURANCE COMPANY HOME OFFICE: ONE NEWARK CENTER, 20TH FLOOR NEWARK, NEW JERSEY 07102-5207 FOR BID BONDIRIDER/CONSENTS/ AFFIDAVITS KNOW ALL MEN BY THESE PRESENTS: That INTERNATIONAL FIDELITY INSURANCE COMPANY, a corporation organized and existing laws of the State of New Jersey, and having its principal office in the City of Newark, New Jersey, does hereby constitute and appoint MARY A. DOBBS, STEVENW. PALMER, DAVIDJ. FORSYTH, HOLLYE. ULFERS Seattle, W A. . . . . . . . its true and hwful attorney(s)-in-fact to execute, seal and deliver for and on its behalf as surety, any and all bonds and undertakings, contracts of indemrnty and other wntings obligatory m the nature thereof, which are or may be allowed, required or pennitted by law, stature, rulejIeJlUlation, contract or otherwise, and the execution of such instrument(s) in pursuance of these presents, shall be as binding upon the said INTERNATIONAL FIDELITY INSURANCE q)~ANY, as fully and amply, to all intents and purposes, as if the same had been duly executed and acknowledged by its regularly elected officers at its pnnclpal office. This Power of Attorney is executed, and may be revoked, pursuant to and by authority of Article 3-Section 3, of the By-Laws adopted by the Board of Directors of INTERNATIONAL FIDELITY INSURANCE COMPANY at a meeting called and held on the 7th day of February , f974. The President or any Vice President, Executive Vice President, Secretary or Assistant Secretary, shall have power and authority (1) To appoin. Attorneys-in-fact, and to authorize them to execute on behalf of the Company, and attach the Seal of the Company thereto, bonds and undeitakings, contracts of mdemnity and other writings obligatory in the nature thereof and, (2) To remove, at any time, any such attorney-in-fact and revoke the authority given. Further, this Power of Attorney is signed and sealed by facsimile pursuant to resolution of the Board of Directors of said Company adopted at a meeting duly called and held on the 29th day of April, 1982 of which the following is a true excerpt: Now theretore the signatures of such officers and the seal of the Company may be affixed to any such power of attorney or any certificate relating thereto by facsimile, and any such power of attorney or certificate bearing such facsimile signatures or facsunile sea shall be valid and bindmg uIlon the Company and any such power so executed and certified by facsimile signatures and facsimile seal shall be valid and binding upon the Company in the future with respect to any bond or undertaJang to which it is attached. IN TESTIMONY WHEREOF, INTERNATIONAL FIDELITY INSURANCE COMPANY has caused this instrument to be signed and its corporate seal to be affixed by its authorized officer, this 29th day of August, A.D. 2003 STATE OF NEW JERSEY County of Essex On thiS 29th day of August 2003, before me came the individual who executed the preceding instrument, to_llle personally known, and, being by me duly sworn, said the he IS the therein described and authorized officer of the INTERNATIONAL FIDELITY INSURANCE COMPANY; that the seal affixed to sa!d instrument is the Corporate Seal of said Company; that the said Corporate Seal and his signature were duly affixed by order of the Board of Directors of said Company. IN TESTIMONY WHEREOF, I have hereunto set my hand affixed my Official Seal, at the City of Newark, New Jersey the day and year first above written. ~"'~ A NOTARY PUBLIC OF NEW JERSEY My Commission Expires Nov. 21, 2005 CERTIFICATION I, the undersigned officer of INTERNATIONAL FIDELITY INSURANCE COMPANY co hereby certify that I have compared the foregoing copy of the Power of Attorney and affidavit, and the copy of the Section of the By-Laws of said Company as set forth in said Power of Attorney, with the ORIGINALS ON IN THE HOME OFFICE OF SAID COMPANY, and that the same are correct transcripts thereof, and of the whole of the said originals, and that the said Power of Attorney has not been revoked and is now in full force and effect v4...() /)~ ;:LI) c6 IN TESTIMONY WlIEREOF, I have hereunto set my hand this d-b~ay of ~I - -. , ~#,p,~ Assistant SecretarY PART II Contract Forms to be Submitted Following Award of Contract CITY OF PORT ANGELES NOTICE OF AWARD May 5, 2006 Glacier Construction Services, Inc. 12521 Evergreen Drive Suite A Mukilteo, W A 98275 PROJECT Description: Port Angeles Landfill Slope Stabilization, Project 02-21 The Owner has considered the bid submitted by you for the above descnbed work in response to its Advertisement for Bids dated Apnl 24, 2006. You are hereby notified that your bid has been accepted for items In the amount of $2,071 ,098.17~ You are required, as stated in the Information for Bidders, to execute the contract and furnish the required Contractor's Performance and Payment Bond and certificates of insurance within ten (10) calendar days from the date of this notice to you. If you fail to execute said contract and to furnish said bonds within ten (10) days from the date of thiS Notice, said Owner Will be entitled to consider all of your nghts arising out of the Owner's acceptance of your bid as abandoned and as a forfeiture of your bid bond. The Owner will be entitled to such other rights as may be granted by law. You are required to return an acknowledged copy of this Notice of Award to the Owner. Dated this 5th day of May, 2006. CITY OF PORT ANGELES By .~<S.~ Michael S. Szatlocky, PE Title Project Engineer ACCEPTANCE OF NOTICE Receipt of the above Notice of Award is hereby acknowledged this L- day of MAY ~ ~~TURE Pnnt Name ..:rAy tJ.. A'/Z~ ~ Title V/D e J:>n5.s',d'tllV / 2001, . Please return signed ongmal to the City of Port Angeles Public Works & Utilities Department, attn: Michael Szatlocky, PE, Project Engineer. cc: City Clerk I . PUBLIC WORKS CONTRACT This Contract is made and entered into in duplicate this 3rd day of May, 2006 by and between the City of Port Angeles, a non-charter code city of the State of Washington, hereinafter referred to as "the City", and Glacier Construction Services, Inc., a Washington Corporation, hereinafter referred to as "the Contractor" . WITNESSETH: Whereas, the City desires to have certain public work performed as hereinafter set forth, requiring specialized skills and other supportive capabilities; and Whereas, the Contractor represents that it is qualified and possesses sufficient skills and the necessary capabilities to perform the services set forth in this Contract. NOW, THEREFORE, in consideration of the terms, conditions, and agreements contained herein, the parties hereto agree as follows: ] . Scope of Work. The Contractor shall do all work and furnish all tools, materials, and equipment in order to accomplish the following project: Port Angeles Landfill Slope Stabilization (project No. 02-21) in accordance with and as described in this Contract and the Project Manual, which include the attached plans, Specifications, Special Provisions, submittal requirements, attachments, addenda (if any), Bid Form, Performance and Payment Bond, and the Standard Specifications for Road, Bridge, and Municipal Construction prepared by the Washington State Department of Transportation, as may be specifically modified in the attached Specifications and/or Special Provisions, hereinafter referred to as "the standard specifications", and shall perform any alterations in or additions to the work provided under this Contract and every part thereof. The Contractor shall provide and bear the expense of all equipment, work, and labor of any sort whatsoever that may be required for the transfer of materials and for constructing and completing the work provided for in this Contract, except as may otherwise be provided in the Project Manual. 2. Time for Performance and Liquidated Damages. A. Time is of the essence in the performance of this Contract and in adhering to the time frames specified herein. The Contractor shall commence work within ten (10) calendar days after notice to proceed from the City, and said work shall be physically completed within 242 calendar days here working days after said notice to proceed, unless a different time frame is expressly provided in writing by the City. B. If said work is not completed within the time for physical completion, the Contractor may be required at the City's sole discretion to pay to the City liquidated damages as set forth in the Project Manual, for each and every day said work remains uncompleted after the expiration of the specified time. elly of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabilizatIOn Part 11-1 255-2191-013 (05/04) May 3, 2006 3. Compensation and Method of Payment. A. The City shall pay the Contractor for work performed under this Contract as detailed in the bid, as incorporated in the Project Manual. B. Payments for work provided hereunder shall be made following the performance of such work, unless otherwise permitted by law and approved in writing by the City. No payment shall be made for any work rendered by the Contractor except as identified and set forth in this Contract. C. Progress payments shall be based on the timely submittal by the Contractor of the City's standard payment request form. D. Payments for any alterations in or additions to the work provided under this Contract shall be in accordance with the Request for Information (RFI) and/or Construction Change Order (CCO) process as set forth in the Project Manual. Following approval of the RFI and/or CCO, the Contractor shall submit the standard payment request formes). E. The Contractor shall submit payment requests with a completed Application for Payment form, an example of which is included in the Attachments to this Contract. This form includes a lien waiver certification and shall be notarized before submission. Applications for payment not signed or notarized shall be considered incomplete and ineligible for payment consideration. The City shall initiate authorization for payment after receipt of a satisfactorily completed payment request form and shall make payment to the Contractor within approximately thirty (30) days thereafter. 4. Independent Contractor Relationship. The relationship created by this Contract is that of independent contracting entities. No agent, employee, servant, or representative of the Contractor shall be deemed to be an employee, agent, servant, or representative of the City, and the employees of the Contractor are not entitled to any of the benefits the City provides for its employees. The Contractor shall be solely and entirely responsible for its acts and the acts of its agents, employees, servants, subcontractors, or representatives during the performance of this Contract. The Contractor shall assume full responsibility for payment of all wages and salaries and all federal, state, and local taxes or contributions imposed or required, including, but not limited to, unemployment insurance, workers compensation insurance, social security, and income tax withholding. 5. Prevailing Wage Requirements. The Contractor shall comply with applicable prevailing wage requirements of the Washington State Department of Labor & Industries, as set forth in Chapter 39.12 RCW and Chapter 296-127 WAC. The Contractor shall document compliance with said requirements and shall file with the City appropriate affidavits, certificates, and/or statements of compliance with the State prevailing wage requirements. The Washington State Prevailing Wage Rates for Public Works Contracts, ClalIam County, incorporated in this Contract have been established by the Department of Labor & Industries and are included as an Attachment to this Contract. The Contractor shall also ensure that any subcontractors or agents of the Contractor shall comply with the prevailing wage and documentation requirements as set forth herein. City of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabilizatIOn Part 11-2 255-2191-013 (05/04) May 3, 2006 6. Indemnification and Hold Harmless. A. The Contractor shall defend, indemnify, and hold hannless the City, its officers, officials, employees, and volunteers against and from any and all claims, injuries, damages, losses, or lawsuits, including attorney fees, arising out of or in connection with the performance of this Contract, except for injuries and damages caused by the sole negligence of the City. It is further provided that no liability shall attach to the City by reason of entering into this Contract, except as expressly provided herein. B. Should a court of competent jurisdiction determine that this Contract is subject to RCW 4.24.115, then, in the event of liability for damages arising out of bodily injury to persons or damages to property caused by or resulting from the concurrent negligence of the Contractor and the City, its officers, officials, employees, and volunteers, the Contractor's liability hereunder shall be only to the extent of the Contractor's negligence. 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 by the parties. The provisions of this section shall survive the expiration or termination ofthis Contract. 7. Insurance. The Contractor shall procure, and maintain for the duration of the Contract, insurance against claims for injuries to persons or damage to property which may arise from or in connection with the performance of the work hereunder by the Contractor, their agents, representatives, employees or subcontractors. Failure by the Contractor to maintain the insurance as required shall constitute a material breach of contract upon which the City may, after giving five working days notice to the Contractor to correct the breach, immediately terminate the Contract or at its discretion, procure or renew such insurance and pay any and all premiums in connection therewith, with any sums so expended to be repaid to the City on demand, or at the sole discretion of the City, off set against funds due the Contractor from the City. A. Minimum Scope of Insurance: The Contractor shall obtain 1I1surance of the types described below: l. Automobile Liability insurance covering all owned, non-owned, hired and leased vehicles. Coverage shall be written on Insurance Services Office (ISO) form CA 00 01 or a substitute form providing equivalent liability coverage. If necessary, the policy shall be endorsed to provide contractual liability coverage. II. Commercial General Liability insurance shall be written on ISO occurrence form CG 00 0 I and shall cover liability arising from premises, operations, stop gap liability, independent contractors, products-completed operations, personal injury and advertising injury, and liability assumed under an insured Contract. The Commercial General Liability insurance shall be endorsed to provide the Aggregate Per Project Endorsement ISO form CG 25 03 11 85. There shall be no endorsement or modification of the Commercial General Liability insurance for liability arising from explosion, collapse or underground property damage. The City shall be named as an insured under the Contractor's Commercial General Liability insurance policy with respect to the work performed for the City using ClIy of Port Angeles (Project 02-2/) Port Angeles Landfill Slope StabilizatIOn Part 11-3 255-2/9/-0/3 (05/04) May 3, 2006 ISO Additional Insured endorsement CG 20 10 10 0 I and Additional Insured- Completed Operations endorsement CG 20 37 10 0 I or substitute endorsements providing equivalent coverage. Ill. Workers' Compensation coverage as required by the Industrial Insurance laws of the State of Washington. B. Minimum Amounts of Insurance: The Contractor shall maintain the following insurance limits: 1. Automobile Liability insurance with a minimum combined single limit for bodily injury and property damage of $1 ,000,000 per accident. 11. Commercial General Liability insurance shall be written with limits no less than $1,000,000 each occurrence, $2,000,000 general aggregate and a $2,000,000 products-completed operations aggregate limit. C. Other Insurance Provisions: The insurance policies are to contain, or be endorsed to contain, the following provisions for Automobile Liability and Commercial General Liability insurance. 1. The Contractor's insurance coverage shall be primary insurance with respect to the City. Any insurance, self-insurance, or insurance pool coverage maintained by the City shall be in excess of the Contractor's insurance and shall not contribute with it. 11. The Contractor's insurance shall not be cancelled or reduced as to coverage by either party, except after forty-five (45) days prior written notice by certified mail, return receipt requested, has been given to the City. D. Acceptability of Insurers: Insurance is to be placed with insurers with a current A.M. Best rating of not less than A: VII. E Verification of Coverage: The Contractor shall furnish the City with original certificates and a copy of the amendatory endorsements, including but not necessarily limited to the additional insured endorsement, evidencing the insurance requirements of the Contractor before commencement of the work. F. Subcontractors: The Contractor shall include all subcontractors as insureds under its policies or shall furnish separate certificates and endorsements for each subcontractor. All coverages for subcontractors shall be subject to all of the same insurance requirements as stated herein for the Contractor. 8. Compliance with Laws. A. The Contractor shall comply with all applicable federal, state, and local laws, including regulations for licensing, certification, and operation of facilities and programs, and accreditation and licensing of individuals, and any other standards or criteria as set forth in the Project Manual. Cay of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabilIzatIOn Part 11-4 255-2191-013 (05/04) May 3, 2006 B. The Contractor shall pay any applicable business and permit fees and taxes which may be required for the performance of the work. C. The Contractor shall comply with all legal and permitting requirements as set forth in the Project Manual. 9. Non-Discrimination. The parties shall conduct their business in a manner which assures fair, equal and nondiscriminatory treatment of all persons, without respect to race, creed, color, sex, Vietnam era veteran status, disabled veteran condition, physical or mental handicap, or national origin, and, in particular: A. The parties will maintain open hiring and employment practices and will welcome applications for employment in all positions from qualified individuals who are members of the above-stated minorities. B. The parties will comply strictly with all requirements of applicable federal, state or local laws or regulations issued pursuant thereto, relating to the establishment of nondiscriminatory requirements in hiring and employment practices and assuring the service of all patrons and customers without discrimination with respect to the above- stated minority status. 10. Assignment. A. The Contractor shall not assign this Contract or any interest herein, nor any money due to or to become due hereunder, without first obtaining the written consent of the City, nor shall the Contractor subcontract any part of the services to be performed hereunder without first obtaining the consent of the City. B. The Contractor hereby assigns to the City any and all claims for overcharges resulting from antitrust violations as to goods and materials purchased in connection with this Contract, except as to overcharges resulting from antitrust violations commencing after the date of the bid or other event establishing the price of this Contract. In addition, the Contractor warrants and represents that each of its suppliers and subcontractors shall assign any and all such claims for overcharges to the City in accordance with the terms of this provision. The Contractor further agrees to give the City immediate notice of the existence of any such claim. 11. Contract Administration. This Contract shall be administered by Jay Kaiser on behalf of the Contractor and by the City Engineer or designated representative, on behalf of the City. Any written notices required by the terms of this Contract shall be served or mailed to the following addresses: CONTRACTOR CITY Glacier Construction Services, Inc. 12521 Evergreen Drive Suite A Mukilteo, W A 98275 City of Port Angeles P.O. Box 1150 32] East Fifth Street Port Angeles, W A 98362-02] 7 City of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabilizatIOn Part 11-5 255-219/-0/3 (05/04) May 3. 2006 12. Interpretation and Venue. This Contract shall be interpreted and construed in accordance with the laws of the State of Washington. The venue of any litigation between the parties regarding this Contract shall be Clallam County, Washington. IN WITNESS WHEREOF, the parties hereto have caused this Contract to be executed the day and year first set forth above. CONTRACTOR CITY OF PORT ANGELES GLIiCIEk. CU(f/~c.*ur .s-1f"~(,I/~e...r .?#c. Name of Contractor ~~~ . ~7)>fayor j ~d as to FO":,/ ;Z~ ..Afj;2 City Attorney By ft .<J /,/ Title: 1/ /e r ~ ~,;~ ~ 4-;-c./ / Attest: 6~~, ,J JDTnA ~ . Cl - 7 - t.. . J " ,/, City of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabilizatIOn Part 11-6 255-2191-013 (05/04) May 3, 2006 "I PERFORMANCE AND PAYMENT BOND Bond to the CIty of Port Angeles Bond # 0425105 KNOW ALL MEN BY THESE PRESENTS: That we, the undersIgned, GlacIer Construction Services, Inc., as Pnnclpal, and International Fidelity Insurance Company a corporatIOn, orgamzed and eXlstmg under the laws of the State ofWashmgton, as a surety corporatIon, and qualIfied under the laws of the State ofWashmgton to become surety upon bonds of contractors WIth mumclpal corporatIons as surety, are Jomtly and severally held and firmly bound to the City of Port Angeles m the penal sum of $2,071,098.17 for the payment of whIch sum on demand we bmd ourselves and our successors, heIrs, admmlstrators or personal representatIves, as the case may be. ThIS oblIgatIon IS entered mto pursuant to the statutes of the State of Washmgton and the ordmances of the CIty of Port Angeles. Dated at Seattle , Washmgton, thIS 8th day of May ,2006. The condItIons of the above oblIgatIon are such that: WHEREAS, the CIty of Port Angeles has let or IS about to let to the said Jay Kaiser the above bounded Pnnclpal, a certam contract, the saId contract bemg numbered 02-21, and provldmg for the Port Angeles Landfill Slope Stabilization, Project, (whIch contract IS referred to herem and IS made a part hereof as though attached hereto), and WHEREAS, the Said Pnnclpal has accepted, or IS about to accept, the Said contract, and undertake to perform the work therem proVIded for m the manner and wlthm the tIme set forth; now, therefore, If the Said Pnnclpal, Glacier Construction Services, Inc., shall faithfully perform all of the provisions of Said contract m the manner and wlthm the tIme therem set forth, or WIthin such extenSIOns of tIme as may be granted under Said contract, and shall pay all laborers, mechamcs, subcontractors and matenalmen, and all persons who shall supply saId Prmclpal or subcontractors WIth prOVISIOns and supplIes for the carrymg on of Said work, and shall mdenmlfy and hold the City of Port Angeles harmless from any damage or expense by reason of faIlure of performance as specIfIed m Said contract or from defects appeanng or developmg m the matenal or workmanshIp provIded or performed under Said contract wlthm a penod of one year after ItS acceptance thereof by the CIty of Port Angeles, then and m that event, thIS oblIgatIOn shall be VOId; but otherWIse, It shall be and remam m full force and effect. . 8th May SIgned thIS _ day of International Fidelity Insurance COffiD.any . " '/ Sure!}:: 'B~:>"",~rr~ , 2006. ,......-5149 TItle 12521 Evergreen Drive, Suite A, Mukilteo, W A 98275 Agent Address Jay Kaiser 425-290-9085 " Holly~. Ulfers, Attorney-in-Fact TItle 15~5 Treat Boulevard, Suite 208 Walnut Creek, CA 94596 Surety Address Lloyd Cavalieri 925-256-8760 Surety Contact and Phone Number Agent Contact and Phone Number Cay of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabLllzatlon Part Il-7 255-2191-013 (05/04) May 3, 2006 "*( [~~;;{4Y{'c ~ r~~~~~~y>""~~ '~'~~r!~'~ .+~ ''(:;::f~~:~(Li ;\"<0""' "~!~\:t~::' ~,* 7'"i~~~:^ ~ \Y.~~l:.~" " ::;i!h '- \I~\i(/ ,,~v ~i/jl{ 11,r~~? ""~~:b l-*~'I~'I~ q ;.1::j... > ~~, n+-1jt;:1 _/J;\)<::'~ <( .,:f~wi '1 }\~ ., ~1<. -) "'"'''' ;Jl " 'i ~~f 'i;~";- V,.,,, ',i ~. ~jff w(' \ :;'P; ',/~"':K: ,J~;'~ \~'J I~~i (~t3)~624i7~02-'" t ~,'t jJ ~:,;~' p, 0, ~"I~R: 0, F ATTon;l\.TIJI"~~ , ':€:i '~') {I,,: , ~~}~ ~:5, ~ ,,:~ \~~" "' , ~ :;)~ (f; f ISY' -:J:!i J:\..1 ~ ~ .I:~\, _ p . ~>',lil tn1IfN~tl0N4i!"inELtrr ~s:~qE~~O~ANY.. 'I,' ," :10'1' ['.:: HOME ,OFFICE: ONE NEWARK CENTER 20Ul'FL00R ,', ,~;',' ,J"NEWARK, 'NEW JERSEY 07102:5207 )~: :' " . - , '0 ~ I '/\~ -'# ,. ", '~~ ,,~.:),,\ I , \, '1_ "'", ",1 ',,' c, :/ , , ''';0, ' " . KNOW ALL MEN BY THESE PRESEl'.'TS: That INTERNATIONAL FIDELITY INSURANCE' COMPANY, a' corporation orgarnzed l\l1d eXlsung la~s of the State ofNe~ Jei1>ey, ,and having Its pnnclpal office in the City of N~wark, New Jersey, does hereby ponstitute and appoint ' , , MARY A. DOBBS, STEVENW, PALMER, DAVIQJ. FORSYTH, HOLLYE. ULFl2RS Seattle, W A. . .... . its true and lawful attorney(s)-in-fact to execute, seal and deliver for and on its behalf as surety, any and all bonds and undertakings, contracts of mdemnity and other writings obligatory m the nature thereof, which are or may be allowed, required or permitted by law, stature, rule, regulation, contract or otherwise, and the execution of'su;;h mstrument(s) m pursuance of these presents, shall be as bmamg upon the said INTERNATIONAL FIDELITY INSURANCE C<;>MP ANY, as fully and amply, to:all intents and purposes, as if the same had been duly executed and acknowledged by Its regularly elected officers at its pnnclpal office. This Power of Attorney is executed, and may be revoked, pursuant to and by authonty of Amcle 3-SectIOn 3, of the By-Laws adopted by the Board of Directors of INTERNATIONAL FIDELITY INSURANCE COMPANY at a meeting called and held on the 7th day of February, 1974. The PreSident or any Vice President, Executive Vice President, Secretary or ASSistant Secretary, shall have power and authority (1) To appoint Attorneys-in-fact, and to authorize them to execute on behalf of the Company, and attach the Seal of the Company thereto, bonds and undertakmgs, contracts of mdemnity and other wriungs oblIgatory in the nature thereof and, (2) To remove, at any time, any such attorney-in-fact and revoke the authority given Furtherl this Power of Attorney is signed and sealed by facsimile pursuant to resolutIOn of the Board of Directors of said Company adopted at a meeung duly calleo and held on the 29th day of April, 1982 of which the followmg is a true excerpt: Now therefore the signatures of such officers and the seal of the Company may be affixed to any such power of attorney or any certlficate relaung thereto by facsinule, and any such power of attorney or certificate bearing such facsimile signatures or facslriIile seal shall be valId and bmdmg upon the Company and any such power so executed and certified by facsimile signatures and facsirrule seal shall be valId and binding upon lbe Company m the future With respect to any bond or undertaking to which it is attached. IN TESTIMONY WHEREOF, INTERNATIONAL FIDELITY INSURANCE COMPANY has caused thiS mstrument to be Signed and its corporate seal to be affIxed by Its authorized officer, thiS 29th day of August, A.D. 2003. STATE OF NEW JERSEY County of Essex On this 29th day of August 2003, before me came the individual who executed the precedmg instrument, to me 12ersonally known, and, bemg by me duly sworn, said the he IS the therein descnbed and authorized officer of the INTERNATIONAL FIDELITY INSURANCE COMPANY; lbat the seal affIxed to said mstrument IS the Corporate Seal of said Company; that the said Corporate Seal and his signamre were duly affixed by order of the Board of Directors of said Compahy. A NOTARY PUBLIC OF NEW JERSEY , CERTIFICATION ~y Commission Expires Nov. 21', 20qS , I; the ll!lder:>igned officer of INTERNATIONAL FIDELITY INSURANCE COMPMl',uo l:lereby certitY'lbat I have compared the foregoing copy of the Power of Attorney and affidavit, and the copy of the 'Section of the By-Laws of sa\u CO!1lpahy as set forth iri said Power of Attorney; wilb the ORIGINALS ON IN TIiE'HOME OFFICE OF'SAID COMPANY, and that the same are correct t;:aru;cripts ~;;cof, and <lfthe whole cf,the saId onginals, and that the said Power :of Attorney ,has not been revoke<l'and is now In full force.and effect ~'" , ~ ", " " " ..,;.;.iJj::~nM6~ywJ~FI i ~;ihi~'",~..;" ..~Jl#'I;;.,po~ .. +rz r:'t//,,5:10tf;b 't. "~'~~\]! '.d' ,;:':\~~: A~!::;"'~#;:" ':')#1"':~_""'~ :~~-7~"<'~~ c .~~~~ ~ ~~ " ~ \ b:: _, ,'" , ~ ,~, '<- ~ ,-,? :, . f~,l '\ < j , .1, :'~Assistant Secretary ,', r;,:, {"" \) !i~~:"" '~ ;~ IN TESTIMONY wHEREOF, I have hereunto set my hand affIXed my, Official Seal, , at the City of Newark, New Jersey the day and year first above written. ~"'~ , ' 'I" " , .' ACORDTM CERTIFICATE OF LIABILITY INSURANCE I DATE (MM/DD/YYYY) 05/08106 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION USI Northwest of Washington ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE 1001 Fourth Avenue, Suite 1800 HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Seattle, WA 98154 206695.3100 INSURERS AFFORDING COVERAGE NAIC# INSURED INSURER A Evanston Insurance Company 35378 Glacier Construction Services, Inc. INSURER B Progressive Casualty Insurance Compa 24260 12521 Evergreen Drive, Suite A INSURER C Mukilteo, WA 98275 INSURER D INSURER E Client#. 21228 GLACICON 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 LTR NSR TYPE OF INSURANCE POLICY NUMBER PJ>t~~~';~~68m\E Pg~fJ/~~~~N LIMITS A ~NERAL LIABILITY 06PKG00986 03/31/06 03/31/07 EACH OCCURRENCE $3 000.000 3MERCIAL GENERAL LIABILITY DAMAGE TO RENTED $50.000 - CLAIMS MADE [X] OCCUR - MED EXP (Anyone person) $5 000 X BI/PO Oed:10000 PERSONAL & ADV INJURY $3 000 000 - GENERAL AGGREGATE $3 000 000 ~'L AGGRE~E LIMIT APPlS PER PRODUCTS - COM PlOP AGG $3 000 000 POLICY X j~gT LOC B ~TOMOBILE LIABILITY 047870493 01/14/06 01/14/07 COMBINED SINGLE LIMIT ~ ANY AUTO (Ea accident) $1,000,000 ALL OWNED AUTOS BODILY INJURY I-- $ SCHEDULED AUTOS (Per person) I-- ~ HIRED AUTOS BODILY INJURY $ ..!.. NON-OWNED AUTOS (Per aCCIdent) - PROPERTY DAMAGE $ (Per accident) ~AGE LIABILITY AUTO ONLY - EA ACCIDENT $ ANY AUTO OTHER THAN EA ACC $ AUTO ONLY AGG $ ~ESS/UMBRELLA LIABILITY EACH OCCURRENCE $ OCCUR 0 CLAIMS MADE AGGREGATE $ $ ==i DEDUCTIBLE $ RETENTION $ $ A WORKERS COMPENSATION AND 06PKG00986 03/31/06 03/31/07 I /!)g.N~J,~~ I 10J~' EMPLOYERS' LIABILITY WA STOP GAP ONLY $1,000,000 ANY PROPRIETOR/PARTNER/EXECUTIVE E L EACH ACCIDENT OFFICER/MEMBER EXCLUDED? E L DISEASE - EA EMPLOYEE $1,000,000 If yes, descnbe under $1,000,000 SPECIAL PROVISIONS below E L DISEASE - POLICY LIMIT OTHER DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES I EXCLUSIONS ADDED BY ENDORSEMENT I SPECIAL PROVISIONS RE: JOB #02-21, PORT ANGELES SLOPE ST ABILlZA TION. The City of Port Angeles is a Primary, Non Contributory Additional Insured with respect to the referenced project. CERTIFICATE HOLDER CANCELLATION City of Port Angeles POBox 1150 Port Angeles, WA 98362 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL ----30.- DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR REPRESENTATIVES. ~D REPRESENTATIVE ACORD 25 (2001/08) 1 of 2 #S185789/M185788 6NM @ ACORD CORPORATION 1988 IMPORT ANT If the certificate holder is an ADDITIONAL INSURED, the policY(les) must be endorsed. A statement on this certificate does not confer rights to the certificate holder In lieu of such endorsement(s). If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer nghts to the certificate holder In lieu of such endorsement(s). DISCLAIMER The Certificate of Insurance on the reverse side of thIs form does not constitute a contract between the Issuing insurer(s), authorized representative or producer, and the certIficate holder, nor does It affirmatively or negatively amend, extend or alter the coverage afforded by the policies listed thereon. ACORD 25-5 (2001/08) 2 of 2 #S185789/M185788 Policy Number: 03P..,.";00986 ENDORSEMENT ~[)~ITIO~~l ,~~~:li6;$Qc;,~:,Q~S~~,ft~!J-,~~~,~~S}~~ :~' ' " " , , ",CON!~~TQR ,Je,ORMJ~)'~'" ",:;,\/' C This endorsement modifies insurance provided under the following: ENVIRONMENT AL IMPAIRMENT LIABILITY COVERAGE PART CONTRACTORS POLLUTION LIABILITY COVERAGE PART PROFESSIONAL LIABILITY COVERAGE PART COMMERCIAL GENERAL LIABILITY COVERAGE PART PRODUCTS/COMPLETED OPERATIONS LIABILITY COVERAGE PART OWNERS AND CONTRACTORS PROTECTIVE LIABILITY COVERAGE PART STORAGE TANK POLICY SCHEDULE Name of Person or Organization: As Per Written Contract (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 shov,n in the Schedule, but only with respect to liability arising out of "your Work" for that insured by or for you. "Insureds arc advised that certificates of insurance should be used only to provide evidence of insurance in lieu of an actual copy of the applicable insurance policy. Certificates should not be used to amend, expand, or otherwise alter the terms of the actual policy." IE-0036-060 I 1 of I Policy Number: 03Ph......00986 ENDORSEMENT , ' '~, < ~ ~ PRIMARY AND,NON":CONTRlBUTORY,ADDITIONAL ~ 9' "', " < -, ,;- > , \" tl "I' ,1",;;:, < , 't~' l ' ' 0 h, ~ t :,' " INSURED W/WAIVER1JF,:SuBROGATION:, ,.", , . >9 ',~~,,<,,~ ~(,H~l< /, ;,.<,~/, v ,~ , " ' " Name of Person or Organization: AS PER WRITTEN CONTRACT A. WHO IS AN INSURED (SECTION II) is amended to include as an insured the person or organization shown in the schedule. But only with respect to liability arising out of "your work" for that insured by or for you. B. As respects additional insureds as defined above. This insurance also applies to "bodily injur) .. or "property damage" arising out of your negligence when the following written contract requirements are applicable: 1. Co\erage available under this coverage part shall apply as primary insurance. Any other insurance available to these additional insured's shall apply as excess and not contribute as primary to the insurance afforded by this endorsement. 2. We waive any right of recovery we may have against these additional insured's because of payments we make for injury or damage arising out of "your work" done under a written contract with the additional insured. 3. The term "insured" is used separately and not collectively, but the inclusion of more than one "insured" shall not increase the limits or coverage provided by this insurance. "Insureds arc advised that certificates of insurance should be used only to provide evidence of insurance in lieu of an actual copy of the applicable insurance policy. Certificates should not be used to amend, expand, or otherwise alter the terms of the actual policy." IE-0054-0601 '. . ESCROW AGREEMENT FOR RETAINED PERCENTAGE Port Angeles Landfill Slope Stabilization (Project No. 02-21) TO. THIS ESCROW AGREEMENT IS for the Investment of the retained percentage of the above contract, In accordance with chapter 60 28 of the Revised Code of Washington It is limited to FDIC Insured Washington State Chartered Banks who are covered by the State of Washington Public Deposit Protection Act The underSigned, Glacier Construction Services, Inc. (as "Contractor"), has directed the CITY OF PORT ANGELES (as "City"), to deliver to you Its warrants which shall be payable to you and/or the contractor. The warrants are to be held and disposed of by you In accordance with the follOWing instruction: INSTRUCTIONS 1. Upon delivery the warrants shall be endorsed by you and forwarded to the City for collection You shall use the mOnies to purchase Investments selected by the Contractor and approved by the City. You may follow the last written direction received by you from the Contractor, for each purchase, provided the direction otherwise conforms with this agreement Acceptable Investments are A. Bills, certificates, notes or bonds of the United States, B Other obligations of the United States or ItS agencies, C Obligations of any corporation wholly owned by the Government of the United States; D Indebtedness of the Federal National Mortgage Association, E. Time deposits In commercial banks; F Other Investments, except stocks, selected by the Contractor, subject to express prior written consent of the City. 2. The Investments shall be In a form which allows you alone to reconvert them Into money if you are required to do so by the City 3. The Investments must mature on or prior to the date set for the completion of the contract, including extension there of or thirty (30) days follOWing the final acceptance of the work. 4 When interest on the Investments accrues and IS paid, you shall collect the interest and forward It to the Contractor unless otherwise directed by the Contractor 5. You are not authorized to deliver to the Contractor all or any part of the Investments held by you pursuant to thiS agreement (or any monies derived from the sale of such Investments, or the negotiation of the City's warrants) except In accordance with the written Instructions from the City. Compliance with such Instructions shall relieve you of any further liability related thereto 6 In the event the City orders you, In writing, to reconvert the Investments and return all mOnies, you shall do so within thirty (30) days of receipt of the order 7. The Contractor agrees to compensate you for your services in accordance with your current published schedule of applicable escrow fees. Payment of all fees shall be the sole responsibility of the Contractor and shall not be deducted from any mOnies placed with you pursuant to thiS agreement until and unless the City directs the release to the Contractor of the Investments and monies held hereunder, whereupon you shall be entitled to reimburse CIty of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabilizatIOn Part II-8 Escrow No.: CIty of Port Angeles Contract No 02-21 CompletIOn Date: yourself from such mOnies for the entire amount of your fee You shall be entitled to reasonable compensation for extraordinary services from the Contractor and reimbursement from the Contractor for all costs and expenses, Including attorney fees In the event you are made a party to any litigation with respect to the mOnies held by you hereunder; the conditions of thiS Escrow are not promptly fulfilled; you are required to render any service not prOVided for in these Instructions; or there IS any assignment of the Interest of thiS Escrow or any modifications hereof. 8. ThiS agreement shall not be binding until signed by both parties and accepted by you. 9 ThiS document contains the entire agreement between you, the Contractor, and the City, with respect to thiS Escrow, and you are not a party to, nor bound by any Instrument or agreement other than thiS You shall not be reqUired to take notice of any default or any other matter, nor be bound by nor required to give notice or demand, nor reqUired to take any action whatever except as herein expressly provided You shall not be liable for any loss or damage not caused by your own negligence or Willful misconduct. CONTRACTOR Federal Tax)? No.' ~\ - nit 42..~1 By. ~4~ JM3 r:cz.VI-- TItle / \1. 'V'l'e5>\ At..vd Address \252-' ~~ ~ ~A M(A~t-ka Date. M~ ~ I ?-cDt- CITY OF PORT ANGELES By: TItle: Date: THE ABOVE ESCROW AGREEMENT RECEIVED AND ACCEPTED ON THE DAY OF , 2005 BANK By G~ l?tVVvtL - -J Oce!bVt('f'e f0tWl TItle. 0 pU... fkor Address' I (8., z vVw Iu'/ fb\> ~p?evPl,..I"I ~IUu \AA 1152-75 Au); ~ 23ro~\b.522 DISTRIBUTION CI\y Clerk Fmanclal InstItutIOn Contractor FIle 255-2191-013 (05/04) May 3, 2006 PART III Specifications, Special Provisions, and Submittals STANDARD SPECIFICATIONS This Contract incorporates the Washington State Department of Transportation's 2006 Standard Specifications for Road, Bridge, and Municipal Construction (English Units), referred to herein as the Standard Specifications. Unless otherwIse superseded as detailed above, the Standard Specifications describe the general requirements, descriptIon, matenals, construction requirements, measurement and payment of work to be completed under this Contract. STANDARD -pLAN-S~-'--- - The Washington State Department of Transportation's Standard Plans for Road, Bridge and Municipal Construction, up to and including any offiCIal changes to these Plans, are hereby made a part of thIS Contract. SPECIAL PROVISIONS The following Special Provisions supersede any conflictmg provisions of the Standard Specifications and are made a part of this Contract. The sectIons referenced in these SpeCIal PrOVISIons refer to sectIOns of the Standard Specifications. City of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabilizatIOn Part lII- / 255-2191-013 (05/04) ApnI19.20066 DIVISION 1 GENERAL REQUIREMENTS 1-01 DEFINITIONS AND TERMS 1-01.3 Definitions Section 1-01.3 is supplemented with the following: The term "Contract Bond" is understood to be equal to "Performance and Payment Bond" for thIS project. The term "State" is redefined to mean the City of Port Angeles for this project. The term "Commission" is redefined for this project to mean the City Council of the City of Port Angeles. The term "Secretary" is redefined for this project to mean the Director of Public Works for the City of Port Angeles. The term "Department" is redefined to mean the City of Port Angeles Department of Public Works & Uttlittes for this project. The terms "Engineer" and "Project Engineer" are redefined for this project to mean the City Engineer for the City of Port Angeles. The terms "Contract" and "Project Manua]" are interchangeable. 1-02 BID PROCEDURES AND CONDITIONS 1-02.2 Plans and Specifications Delete and replace thIS section with the followmg: Informatton as to where plans and specifications can be obtained or reviewed will be found in the advertisement for the work placed in the Owner's official newspaper. 1-02.5 Proposal Forms The term "prequalified" is deleted from Section 1-02.5 of the Standard Specifications for this project. 1-02.9 Delivery of Proposal Delete and replace this Section WIth the followmg: Each proposal shall be submitted m accordance WIth the mstructions outlined m the ADVERTISEMENT FOR BIDS, INFORMATION FOR BIDDERS, and BIDDER'S CHECK LIST. CIty of Port Angeles (Project 02-21) Port Angeles Landfill Slope Stab,lizatlon Part 1II-2 255-2191-013 (05104) April 19, 20066 1-03 AWARD AND EXECUTION OF CONTRACT 1-03.4 Contract Bond Section 1-03.4 will be deleted and replaced with the following Section: 1-03.4 Performance and Payment Bond In accordance WIth Section 1-03.4 of the Standard Specifications, the Contractor shall execute a Performance and Payment Bond as provided m the Contract. The bond shall specify the surety's name and address and shall include a power-of-attorney appomting the signatory of the bond as the person authorized to execute it. 1-04 SCOPE OF THE WORK 1-04.3 Description of Work (NEW SECTION) See advertisement for bid opening mstructions. The Contractor shall mstall a new soldier pile retaming wall with toe protection and grade the slope behmd the wall to a more modest slope. The construction will require earth movement to create safe construction access and to create the desired slope. The retaining wall will consist of primary and secondary concrete piles which Will form a bench for the precast concrete panels. The precast concrete panels will be placed between steel soldier piles which will be in the primary concrete piles. Excess soil and undesirable refuse shall be placed in the landfill at the direction of the Landfill Manager. The final graded slope shall be revegetated with a combmatIon of hydro seeding and plantings. Surveymg and construction staking is the responsibility of the Contractor. The contractor should expect varying conditions within the project site and anticipate the costs of working in these conditions. 1-04.4 Changes Supplement this Section With the following: All revisions, clarifications, field requests and field authonzations for construction contracts shall be documented using the "Request For Information" form No. PW 404_02 (see Part IV Attachments of this Project Manual). A construction contract change order may be mitiated by the Contractor, City inspector, or Architect/Engineer by using the Contract Change Order form, No. PW 404_04 (see Part IV Attachments of thiS Project Manual). 1-04.11 Final Cleanup Supplement this Section With the following: The work done under tills item may consist of restonng, cleaning and repainng private property impacted by the work, and restoration of other existing features of the landscape which are deemed necessary by the Engmeer. City of Port Angeles (Project 02-21) Port Angeles Landfill Slope Stabl/lzatlon Part 1JI-3 255-2191-013 (05/04) ApnI19.20066 The Contractor shall follow its trenching operation as soon as possible with its restoration work. The Contractor wIll not be permitted to leave any partIcular area unrestored for more than 2 weeks except in the case where he may be doing repair work on a line which has failed to meet test specifications. Such restoratIon shall follow Immediately. The lump sum bid item for this work, "Protection, Restoration and Cleanup", shall be full compensation for all labor, materials, tools, and equipment necessary to complete this item as specified or as directed by the EngIneer. 1-05 CONTROL OF WORK 1-05.3 Plans and Working Drawings Supplement thIS SectIOn with the followmg: Unless otherwise reqUIred by the Submittal Requirements, Section 1-05.3 of the Standard Specifications shall apply. 1-~5.5 As-Built Drawings (NEW SECTION) As-bUIlt drawings are required to be mamtamed by the Contractor. The as-built drawings shall be a record of the construction as installed and completed by the Contractor. They shall include all the information shown on the contract set of drawings and a record of all construction deviations, modificatIons or changes from those drawmgs which were incorporated m the work; all additional work not appearing on the contract drawmgs; all design submittals, mcludmg electrical schematics; and all changes which are made after final inspection of the contract work. The Contractor shall mark up a set of full SIze plans usmg red ink to show the as-built conditions. These as-built marked prints shall be kept current and avaIlable on the Job site at all tImes, and be made avaIlable to the CIty Engineer upon request. The changes from the contract plans which are made in the work or additional informatIOn which might be uncovered in the course of construction shall be accurately and neatly recorded as they occur by means of detaIls and notes. No construction work shall be concealed until It has been inspected, approved, and recorded. The drawmgs shall show at least the following: 1. The location and description of any utilitIes or other installatIons known to exist and or encountered within the construction area. The locatIon of these utilities shall mclude an accurate descriptIon, dimenSIOns, and at least two ties to permanent features for all utilities encountered. 2. The locatIon and descriptIon of all faCIlIties and appurtenances installed by the Contractor. The location of facIlitIes and appurtenances shall include accurate dImensions and at least two ties to permanent features for all major components, including gate valves. The City of Port Angeles has the right to deny progress payments for completed work if as-built records, as required by this section, are not available on the job site for the work that has been completed by the date of the payment request. Cay of Port Angeles (Project 02-21) Port Angeles Landfill Slope Stabilization Part lII-4 255-2191-013 (05/04) ApnI19.20066 Final as-builts shall be delivered to the CIty Engineer at the time of final inspection for reVIew and approval. As-built drawings must be approved by the CIty Engineer before final payment will be made. See Submittal Requirements for additional information. 1-05.10 Guarantees Supplement thIS Section with the followmg: The Contractor shall guarantee all materials furnished and work performed for a period of one (1) year from the date of substanttal completton. The Contractor shall warrant and guarantee for a period of one (1) year from the date of substanttal completton of the system that the completed system IS free from all defects due to faulty materials or workmanship, and the Contractor shall promptly make such corrections as may be necessary by reason of such defects includmg the repaIrs of any damage to other parts of the system resulting from such defects. The Owner WIll give notice of observed defects WIth reasonable promptness. In the event that the Contractor should fail to make such repairs, adjustments, or other work that may be made necessary by such defects, the Owner may do so and charge the Contractor the cost thereby incurred. The Performance and Payment Bond shall remain in full force and effect through the guarantee period. All costs associated WIth this Section shall be incidental to thIS contract. 1-05.14 Cooperation with Other Contractors Supplement this SectIOn WIth the following: It IS antiCIpated that the following work adjacent to or within the lImits of this project WIll be performed by others dunng the lIfe of the proJect. 1. Dally landfill operattons, activittes, and constructton by others at the landfill will be in progress during construction. The landfill's hours of operation are as noted in Section 1- 08.0(2). The Contractor shall cooperate with the landfill staff to ensure that there will be no interference or mterruption of existing landfill operattons. The Contractor shall not use any of the landfill facilIttes except as noted m these Specifications. 1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC 1-07.2(2) State Sales Tax: Work on State-Owned or Private Land Supplement thIS Section WIth the followmg: The work on this Contract is to be performed upon lands whose ownershIp obligates the Contractor to collect state sales tax from the Contracting Agency. The provisIOns of SectIOn 1 07.2(2) apply. City a/Port Angeles (Project 02-21) Port Angeles Landfill Slope StabIlizatIOn Part III-5 255-2/91-013 (05/04) April 19, 20066 1-07.17 Utilities and Similar Facilities Supplement this Section with the followmg: Locations and dimensIOns shown in the plans for existing facilities are in accordance with available mformation obtamed without uncovering, measuring, or other verification. Public and private utIlIties, or their contractors, WIll furnish all work necessary to adjust, relocate, replace, or construct their facilities unless otherwise provided for in the Plans or these Special ProVIsions. Such adjustment, relocation, replacement, or construction will be done dunng the prosecution of the work for this proJect. The Contractor shall call the UtilIty LocatIOn Request Center (One Call Center), for field location not less than 2, nor more than 10, business days before the scheduled date for commencement of excavation which may affect underground utility facilities, unless otherwise agreed upon by the parties involved. A business day is defined as any day other than Saturday, Sunday, or a legal local, state or federal holiday. The telephone number for the One Call Center for thIS project is 1-800-424-5555. The Contractor IS alerted to the eXIstence of Chapter 19.22 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. No excavatIOn shall begm until all known facilities m the vicimty of the excavation area have been located and marked. The followmg addresses and telephone numbers of utility compames known or suspected of having underground facilities withm the project limIts are supplied for the Contractor's convemence: 1. Qwest Communications (telecommunications) 635 Oakndge Drive Port Angeles, W A 98362 Telephone: 452-2184 2. CIty of Port Angeles Department of PublIc Works & Utilities (water, sewer, stormwater, power) 321 East Fifth Street Port Angeles, W A 98362 Telephone: 417-4807 (Underground utility location assIstance) 3. Northland Cable TeleVIsion (cable TV) 725 East First Street Port Angeles, W A 98362 Telephone: 452-8466 CIty of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabllzzatlOn Part III-6 255-2191-013 (05/04) Apnl 19.20066 1-07.18 Public Liability and Property Damage Insurance Section 1-07.18 of the Standard Specifications is deleted in its entirety and replaced with Sections 6 and 7 of the City's standard Public Works Contract in Part II of the Project Manual. 1-07.18(1) Hazardous Material (NEW SECTION) The Contractor shall inform the Owner concemmg any chemical hazard that the Contractor may bring to the Owner's workplace (landfill), and the Contractor shall comply with all applicable local, State, and Federal laws relatmg to hazardous chemicals. 1-07.28 Site Health and Safety Plan (NEW SECTION) The landfill receives mixed municipal solid waste; has a leachate collection, pumping, and pretreatment system; and collects and flares landfill gas from the old closed and existing operating landfill. The exact nature of materials and wastes dIsposed of at the landfill is unknown. The possibility exists of encountenng gases and/or other substances during the work that may be potentially hazardous to the safety and health of personnel, especially those working in the vicinity of open excavations and pipes ventmg landfill gases. This project Wlll require workmg in and near areas of waste disposal. The Contractor shall be aware of the potential for landfill gas and leachate to be present at all locations within the landfill and in the penmeter landfill gas manifold. The Contractor shall provide all personnel workmg on the project WIth required orientation and trainmg on the potentIal hazards anticIpated and the appropnate use of safety equipment. For all work conducted for this project at the Port Angeles Landfill, the Contractor shall ensure compliance with all reqUIrements of the Federal OccupatIonal Health and Safety Act of 1970 (OSHA), includmg OSHA 29 CFR Part 1910.120 Hazardous Waste Operations and Emergency response, Final Rule, and with the Washmgton Industrial Health and Safety Act of 1973 (WISHA), WAC 296-62 Part P, as they apply to health and safety provisions for hazardous waste operatIOns, and all other apphcable federal, state, county, and local laws, ordinances, codes, the reqll1rements set forth herein, and any regulations that may be specified in other parts of this Contract. The Contractor shall at all times proVlde proper facilitIes for safe access to the work by authonzed persons. The Contractor shall develop and maintain, for the duration of this contract, a site-specific health and safety plan that will effectIvely mcorporate and implement all required safety provisions. A SIte Health and Safety Plan shall be submItted by the Contractor within 14 days after award of the Contract. The Engineer will review the Contractor's Site Health and Safety Plan, but this is not intended as approval of the adequacy of the Contractor's safety supervisor, the safety program, or any safety measures taken in, on, or near the work areas. City of PorI Angeles (Project 02-21) Port Angeles Landfill Slope Stab,hzatlOn Part 111-7 255-2191-013 (05/04) Aprtl 19, 20066 The SIte Health and Safety Plan shall, at a minimum, include the following considerations: 1. Names of key personnel and alternates responsible for site health and safety and appoIntment of a Site Health and Safety Officer. 2. Health and safety risk analysis for each site task and operation. 3. Employee training assignments. 4. Personal protectIve equipment to be used by employees for each of the site tasks and operations beIng conducted. 5. Medical surveillance reqUIrements. 6. Frequency and types of air monitoring, personnel momtoring, and enVlTonmental samplIng techniques and Instrumentation to be used. Methods of maintenance and calibration of monitonng and samplIng equipment to be used. 7. SIte control measures. 8. DecontaminatIOn procedures. 9. Site standard operating procedures. 10. Emergency response plan IncludIng the necessary personal protective eqUIpment and other equipment. 11. Confined space entry procedures. 12. Spill containment program. In the event the Site Health and Safety Plan is found to be inadequate, as determined by any regulatory agency of junsdiction, to protect the employees and the public, the Plan shall be modified to meet the requirements of those regulatory agencies. 1-07.28(3) Measurement No speCIfic umt measurement shall apply to the lump sum item for "Site Health and Safety." 1-07 .28(4) Payment The lump sum contract price for "Site Health and Safety" shall include all costs for the work required to meet the requirements specified In Section 1-07.28. 1-07.29 Emergency Phone Numbers (NEW SECTION) The Contractor shall supply to the Owner the names and phone numbers of responSIble personnel representing the Contractor and each subcontractor for the purpose of contactIng these individuals In the event of an emergency. City of Port Angeles (Project 02-2 J) Port Angeles Landfill Slope StabilizatIOn Part III-8 255-2J9J-OJ3 (05/04) ApnI19,20066 1-08 PROSECUTION AND PROGRESS 1-08.0 Preliminary Matters (APW A only) 1-08.0(2) Hours of Work (APW A only) See SectIOn 1-08.0 of the APWA Supplement (Section 1-99) to the Standard Specifications for hours of work allowed under this Contract. This sectIon IS further supplemented by the following: Normal hours of operation for the landfill are 9:00 a.m. to 5:00 p.m., Monday through Saturday. Access to the site will be allowed as early as 7:00 a.m. Work beyond these hours may be authorized, at the City's option, If coordinated with the landfill manager. 1-08.5 Time for Completion Supplement this Section WIth the following: TIme IS of the essence in the performance of this Contract and in adhering to the tIme frames specified herem. The Contractor shall commence work withm 10 calendar days after notice to proceed from the City, and said work shall be physically completed within two-hundred forth-nine (242) calendar days after saId notIce to proceed, unless a different time frame is expressly provided m writmg by the City. If saId work is not completed withm the time for physical completion, the Contractor may be required at the City's sole discretion to pay to the City liquidated damages as set forth in the Project Manual, for each and every day said work remams uncompleted after the exprration of the specified time. 1-09 MEASUREMENT AND PAYMENT 1-09.6 Force Account The contractor shall provide Project Labor List and EqUIpment List WIth associated costs per section 1- 09.6 for all proposed activities. The contractor shall submit this documentatton WIth the contract. 1-09.9 Payments Supplement this Section with the following: The Contractor shall submit payment requests with a completed "Application for Payment" form, an example of which is included as Attachment C to thIS Contract. This form mcludes a lien waIver certIfication, and shall be notarized before submission. Applications for payment not signed or notarized shall be considered incomplete and ineligible for payment consideratIOn. END OF DIVISION 1 Cay of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabilizatIOn Part JII-9 255-2191-013(05/04) April 19. 20066 DIVISION 2 EARTHWORK 2-06 SUB GRADE PREPARATION 2-06.1 Description Section 2-06.1 IS supplemented WIth the followmg: This work also consists of preparing the fill behind and Just above the wall for installatIOn of the lmer system. 2-06.2 Materials (NEW SECTION) Materials shall meet the requirements of the following sectIOns: 100-Mil HDPE Geomembrane 9-37 2-06.3 Construction Requirements 2-06.3(3) Prepared Subgrade for Geomembrane Liner (NEW SECTION) The Contractor shall perform all excavation and embankment construction necessary to provide the prepared subgrade for lmer installation. The prepared sub grade shall be to the lines and grades shown on the Plans. The Contractor shall shape the subgrade to a smooth continuous grade and compact to a firm, non-YIelding condition. The geomembrane sub grade shall not have any ruts or ndges greater than 2 inches. Before the liner is installed, the Contractor shall: Remove from the prepared sub grade immediately pnor to instalhng the liner all brush, weeds, vegetation, grass, and other debris. Dispose of all debris as directed by the Engineer. Mamtain the prepared subgrade in the reqUIred condItion unttl the lmer is mstalled. The prepared subgrade shall be free of surfaces, which are muddy, frozen, or contam frost, prior to placement of the liner. 2-06.5 Measurement and Payment Section 2-06.5 is supplemented WIth the followmg: Subgrade preparation wIll not be measured for payment. ThIS work will be conSIdered mCIdental to the structure excavatton and gravel backfill behind the wall under this Contract and no dIrect payment shall be made. City of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabilIzatIOn Part IJI-IO 255-2191-013(05/04) ApnI19.20066 2-09 STRUCTURE EXCA V A nON 2-09.2 Materials Section 2-09.2 is supplemented WIth the following: Gravel Backfill 9-03 2-09.3 Construction Requirements 2-09.3(1) General Requirements 2-09.3(1)D Disposal of Excavated Material SectIOn 2-09.3(l)D IS supplemented wIth the following: On a per-truck load basis, as determmed by the Engineer, excavated matenal shall be eIther stockpIled for use by the landfill or dIsposed of at the landfill. Excavated material beanng visible refuse shall be dIsposed of in the landfill at the direction of the Landfill Manager. Excavated material beanng no visIble refuse shall be stockpIled at a locatIOn at the landfill, as directed by the Landfill Manager. At the dIscretion of the Contractor, as approved by the Landfill Manager and the Engineer, the contractor may at his/her own cost, and WIth no adjustment for schedule, sort any materials removed for the components mcluding soil. Unwanted matenals produced m thIS process may be placed in the landfill, as directed by the Landfill Engmeer, or stockpiled at the landfill m the case of SOlI as described above. With the approval of the Engineer, clean sOlI removed may be stockpIled and used as topsoil for landscaping operations. Such stockpIled soil may require treatment or additives to meet the mtent of the topsoil speCIficatIOn. Such reuse of excavated materials will be done at no additIOnal cost to the City and with no addItIonal tIme allowance. With the approval of the Engineer, rock material obtained and separated from the excavated material may be stockpiled and used as backfill behind the wall if the Engineer determines that the material meets the drainage, structural and other requirements of the gravel backfill speCIficatIOn. Such reuse of excavated matenals WIll be done at no addItional cost to the City and WIth no additional time allowance. With the approval of the Engineer, rock matenal separated from materials removed may be stockpiled and used for any of the specified riprap matenals m this speCIfication as long as they strictly meet the reqUIrements of those specificatIons. Such reuse of excavated materials WIll be done at no addItional cost to the CIty and with no additional tIme allowance. Cuy of Port Angeles (Project 02-21) Port Angeles Landfill Slope Stabllzzatlon Part 1II-11 255-2191-013 (05/04) April 19, 20066 2-09.3(1)E BackfIlling SectIOn 2-09.3(1)E is supplemented wIth the followmg: The area behind the wall shall be backfilled wIth backfill for walls as shown on the plans. City of Port Angeles (Project 02-21) PorI Angeles Landfill Slope SlabzhzallOn Part III-I2 255-2191-013(05/04) April 19. 20066 DIVISION 6 STRUCTURES 6-16 Soldier Pile and Soldier Pile Tieback Walls 6-16.2 Materials Section 6-16.2 is supplemented wIth the folloWIng: Coal Tar Epoxy Coating 9-36 6-16.3(1) Quality Assurance SectIOn 6-16.3(1) is replaced wIth the following: The steel soldier plIes shall be placed such that the centerline of the pIle at the top of the concrete caisson is wIthIn one Inch of the plan locatIon. The steel soldIer piles shall be placed such that they are no more than one Inch out of plumb as measured from the top of the drilled shaft to the top of the steel soldIer pile section. The separation of any two adjacent steel soldIer plIes shall not vary from the separatIon shown on the plans more than two inches along the full height of the exposed portIons of the piles. 6-16.3(3) Shaft Excavation Revise the seventh paragraph to read: When obstructions are encountered, the Contractor shall notify the Engineer promptly. An obstruction is defined as a specIfic man made object encountered during the shaft excavation operation which prevents or hinders the advance of the shaft excavation. When efforts to advance past the ObstructIOn to the deSIgn shaft tip elevation result In the rate of advance of the shaft drilling equipment being SIgnificantly reduced relatIve to the rate of advance for the rest of the shaft excavation, then the Contractor shall remove the obstruction under the provisIons of SectIOn 6-16.5 as supplemented in the Special ProvisIOns. The method of removal of such obstructions, and the contInuation of excavatIOn shall be as proposed by the Contractor and approved by the Engineer. 6-16.3(4) Installing Soldier Piles Section 6-16.3(4) is supplemented WIth the following: The steel soldier pIles shall be coated with coal tar epoxy as shown on Plans and per the manufacturer recommendatIOns. PrImary Shafts, as shown on the Plans shall receIve soldIer piles, as shown on the Plans. Secondary Shafts, as shown on the Plans, shall not receIve soldier piles. CttyofPort Angeles (Project 02-21) Port Angeles Landfill Slope StabIlizatIOn Part IlI-I3 255-2/91-013 (05/04) April 19, 20066 6-16.3(5) BackfIlling Sbaft Section 6-16.3(5) is supplemented with the following: For Primary Shafts, as identified on the Plans, the excavated shafts shall be backfilled with concrete Class 4000P. For Secondary Shafts, as identIfied on the Plans, the excavated shafts shall be backfilled with concrete Class 2000P. 6-16.3(8) Concrete Fascia Panel Section 6-16.3(8) is replaced WIth the following: Concrete Fascia Panels will not be used on the proJect. Concrete Panels used on the project shall be Precast Concrete Panels. The Contractor shall fabricate and erect the precast concrete panels m accordance WIth Section 6-02.3(28), and the requirements of Section 6- 16.3(9) as revised in the SpeCIal ProVISIOns. 6..'16.3(9) Precast Concrete Panel Fabrication and Erection (NEW SECTION) The Contractor shall fabricate and erect the precast concrete panels m accordance with Section 6- 02.3(28), and the following requirements: 1. Concrete shall conform to Class 6000D. 2. Except as otherwise noted m the Plans and Special PrOVIsIons, all concrete surfaces shall receIve a Class 2 fimsh m accordance with SectIOn 6-02.3(14)B. The Contractor shall seal the joints between the precast concrete panels and the soldier piles and between the precast concrete panels and the shaft tops using Para IT Elastomeric Joint Tape, as shown on the Plans. The tape shall be applied m a double thickness so that the resulting barrier is approximately 1/4" thick. The tape shall be applied to the shaft tops and to the steel soldier piles. All joint surfaces shall be clean and dry. When buildmg the layers of the tape, any tape seams shall be staggered so that one of the two layers is continuous across the seam. Vertical portIOns of the tape shall mclude a tail of tape at the entry of the soldier pile mto the concrete shaft. This tail shall be long enough so that the tape from the shaft tops may overlap the tape from the soldIer plIes. Tape shall not be visible from the seaward side of the wall after completion of the panel erection. Contact information for Para JT Elostomeric Joint Tape IS as follows: John Latta Associates - 800.333.8877, 206.624.4574; and Allied Buildmg Products Corporation - 800.335.3221, 425.776.4600. City of Port Angeles (PrOject 02-21) Port Angeles Landfill Slope StablilzatlOn Part 111-14 255-2/91-0/3 (05/04) Apnl/9. 20066 6-16.4 Measurement Section 6-16.4 IS supplemented WIth the followmg: Precast Concrete Panel Fabncation and Erection will be measured by the square foot surface area of the completed panels, measured to the neat lines ofthe panels as shown in the Plans. 6-16.5 Payment Section 6-16.5 is supplemented with the following: "Furnish and Erect Precast Concrete Panels", per square foot. "Removing Soldier Pile Shaft Obstructions", per estimate. Payment for removmg obstructions, as defined m Section 6-16.3(3) as revised m the Special Provisions, wIll be made for the changes in shaft constructIOn methods necessary to remove the obstruction. The Contractor and the Engineer shall evaluate the effort made and reach an agreement on the equipment and employees utilIzed and the number of hours involved for each. Once these cost items and theIr duration have been agreed upon, the payment amount will be determined using the rate and markup methods specified in Section 1-09.6. If the shaft construction equipment is idled as a result of the obstruction removal work and cannot be reasonably reaSSIgned wIthm the proJect, then standby payment for the Idled equipment will be added to the payment calculations. If labor is idled as a result of the obstruction removal work and cannot be reasonably reaSSIgned within the project, then labor costs will be paid per force amounts. ) City of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabllzzatlOn Part J/I-/5 255-2191-013 (05/04) April 19, 20066 DIVISION 8 MISCELLANEOUS CONSTRUCTION 8-01 Erosion Control and Water Pollution Control 8-01.3 Construction Requirements 8-01.3(3) Placing Erosion Control Blanket Section 8-01.3(3) IS supplemented with the following: Placement of erOSIOn control blanket shall occur withIn one week of the final grading within the project lImits. Placement of blanket shall only be after placement of sOlI, seed and/or fertilizer as required. Placement shall be per manufacturer's recommendations. Blanket shall be Installed from top of slope down by anchoring the blanket in a 6 inch deep by SIX inch WIde trench wIth twelve inches of blanket extended beyond the up-slope portion of the trench. Blanket shall be anchored with a row of staples/stakes twelve inches apart in the bottom of the trench. Trench shall be backfilled and compacted after stapling. Seed shall be applied to compacted SOlI and remainIng twelve Inch portIOn of blanket shall bed folded back over seed and compacted soil. Blanket shall be secured over compacted soil WIth a row of staples/stakes spaced twelve inches apart across the width of the blanket. Blankets shall be rolled down the slope. All blankets shall be securely fastened to the SOlI surface by placing staples/stakes in locations as shown on the Plans. The edges of parallel blankets must be stapled WIth a minimum of two inches of overlap or as recommended by manufacturer, whichever is greater. Consecutive blankets shall be spliced end over end (shIngle style) with a mInImUm of three inches of overlap. Staples shall be placed through overlapped area at a twelve inch spacing across the entire blanket width. In firm soil conditions, staples or stakes shall be a mInImUm of six Inches in length. In loose SOlI conditIons, staples or stakes shall be a mInImUm of 12 inches in length or as necessary to properly secure the blankets. 8-01.3(17) Placing Erosion Control Roll Dam (NEW SECTION) ErosIon control roll dam shall be Installed per the manufacturers recommendations. CIty of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabIlization Part III-/6 255-2191-013 (05/04) April 19, 20066 I 8-02 Roadside Restoration (Applies to disturbed areas on and above slope) 8-02.3 Construction Requirements 8-02.3(1 ) Responsibility During Construction Section 8-02.3(1) is supplemented with the following: For all plantmg areas, the Contractor is responsible to perform work in a manner that mimmizes displacement and compaction of the existmg soil. Work will be stopped if, in the opimon of the Engmeer, construction method, soil moisture content or other condition will result m dIsplacement of the existing soil horizon (such as ruts over 3 inches deep), or compaction of the soIl. The Contractor WIll not be allowed to resume work until conditIons improve or an alternate method of construction is approved by the Engineer. No machinery or equipment other than hand held equipment will be allowed in the steep slope planting areas of this project: The Contractor is advised to visit the site and observe the sIte condItions prior to bIdding. Watering as specIfied mcludes hand waterIng of non-lITigated plant material if necessary to establIsh the plants. 8-02.3(3) Planting Area Weed Control Section 8-02.3(3) is supplemented wIth the following: Control of unwanted vegetation, including noxious weeds, shall be required in the planting areas following plantmg and throughout the first year plant establIshment period. A 15 inch radius area around each plant, excluding emergent plants where applicable, shall be kept free of all other vegetation. The seeded areas between plants shall be kept free of all undeSIrable vegetation as described in Section 8 01.3(2)B. 8-02.3(4) Topsoil SectIon 8-02.3(4) is supplemented with the following: The Contractor shall notify the Engineer a mImmum of 10 working days prIor to topSOIl placement. TopsoIl shall not be placed when, m the opimon of the Engineer, a condItion detrimental to successful applIcatIOn and incorporatIOn eXIsts. The Contractor shall place topsoil to a reasonable even grade m accordance with the grading plans and WIthout localized low areas that will hold water. CIty of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabIlizatIOn Part II1-17 255-2191-013 (05/04) April 19. 20066 The Contractor shall submit for approval, 10 working days prior to beginning placement, a prelIminary sample of the topsoil and the proposed method of incorporanon. Acceptance samples shall be obtamed at the point of delivery. Hauling vehicles may be of any type or size the Engineer approves, provided the body of the vehIcle is of such shape that the actual contents may be readily and accurately determined. If the Engineer requires, the Contractor shall level loads at the delivery pomt to facllitate measurement. The Contractor shall submIt to the Engineer a manufacturer's certificatIOn that the topSOIl contains all materials and soil amendments of the type and quantines specified. The Engineer will have 10 working days to respond to submIttals. Placement shall not begm until approval has been received in writmg. 8-02.3(5) Planting Area Preparation Section 8-02.3(5) IS supplemented with the following For planting areas that become compacted due to constructIOn use, such as staging areas and access roads, the Contractor shall loosen and cultivate to a mmimum depth of 12 inches prior to planting and seeding operations. 8-02.3(8) Planting Section 8-02.3(8) is supplemented with the following: Planting shall occur m the planting season immediately followmg the herbiCIde treatment as specified in the Plans. Item 1 in the second sentence of the second paragraph of Section 8 02.3(8) is revised to read: 1. Non-lITIgated, Bare root Plant Material December 1 to March 31. The last sentence of the eighth paragraph of SectIOn 8 02.3(8) is revised to read: All plant matenal shall be watered on the same day as planted until the backfill soil around the roots of each plant is thoroughly saturated. No more plants shall be planted on any day than can be watered on that day. 8-02.3(15)B Seeding and Fertilizing Section 8-02.3(l5)B IS supplemented with the following: Seeding of slope shall be applied by hydro seedmg. Seed shall be applIed to a dry surface and allowed to cure for 48 hours. Seed shall not be applied when there is a possibIlity of preCIpItation. Slow release fertilizer shall be applied at a rate of 20 pounds per 1,000 square feet. Cuy of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabIlization Part JII-18 255-2191-013 (05/04) Apn119. 20066 8-05 Geosynthetics (NEW SECTION) 8-05.1 Description ThIS work consists of mstalling the geosynthetics for the limng of the area above the wall. The geosynthetics to be installed consists of a 1 DO-mIl HDPE geomembrane as shown on the Plans. 8-05.2 Materials Materials shall meet the requirements of the following section: Geomembrane: 1 DO-MIl HDPE Geomembrane 9-37 8-05.3 Construction Requirements No vehicles, other than those approved by the mstaller, are allowed on the geomembrane. Small rubber tired eqUIpment WIth a ground pressure not exceeding 5 pounds per square inch, and a total weight of 750 pounds will normally be allowed; 1.e., aIr compressors, ATVs, generators, and other small tools that are reqUIred dunng mstallation. 8-05.3(1) Qualifications 8-05.3(1)A Manufacturers' Qualifications The Contractor shall proVIde geosynthetIcs manufactured by manufacturers with the followmg minimum qualifications: The geomembrane manufacturer shall have at least 5 continuous years' experience in the manufacture of hIgh-density polyethylene (HDPE) geomembranes, and shall have manufactured a minimum of 25 million square feet of HDPE geomembrane prior to producmg matenals for this project. The geocomposIte dram layer manufacturer and fabncator shall have produced at least 5 million square feet of geonet and geocomposite matenals meeting the Specifications for this project prior to producing materials for this project. 8-05.3(I)B Installers' Qualifications The Contractor shall provide for geosynthetics installation by installers with the followmg minimum qualifications: The geomembrane installer's personnel shall have successfully installed at least 5 million square feet of HDPE geomembrane prior to installing geomembrane for this project. 8-05.3(2) Packaging, Labeling, Shipping, Storage, and Handling Each roll of geomembrane shall be uniquely marked by the manufacturer Identifying the roll number and date of manufacture. Labels on each roll shall identIfy the material, roll number, thickness of the material, length and width of the roll, and the manufacturer. CIty of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabilizatIOn Part JI/-19 255-2191-013 (05/04) AprzI19.20066 The geomembrane rolls shall be stored elevated on a smooth, flat, nonabrasive surface, and stacked no more than two hIgh. The Contractor shall protect the geomembrane rolls at all times from dIrt, grease, moisture, heat, and any cause of damage. The Contractor shall replace geomembrane damaged by any means at the Contractor's expense, including wind damage at any time. 8-05.3(3) Installation Installation shall be performed under the constant direction of a qualified installation professional. A temporary geosynthetic covering known as a slip sheet or rub sheet should be used to mimmize frIction dunng placement and to prevent the textured geomembrane from plucking rocks from the sub grade while it is moved Into its final position. Any rocks dIslodged over 1/2 inch above the completed sub grade shall be removed by the Contractor prior to plaCIng overlYIng layers. The Contractor shall excavate and backfill the anchor trenches for the geosynthetIcs as shown on the Plans. Geomembrane deployment shall proceed when liner temperatures are between 32 degrees F to 170 degrees F as measured by an Infrared thermometer or thermocouple. Contractor shall have one operatIng temperature device on-SIte during the deployment and Installation of the geomembrane and shall document the temperature every 2 hours. Placement can proceed below 32 degrees F or above 170 degrees F only after it has been verified by the EngIneer that the material can be seamed accordIng to the speCIficatIon. Geomembrane placement or seamIng shall not be done dunng any precipItation, in the presence of excessive mOIsture (e.g., fog, rain, dew), dunng dusty periods, or In the presence of excessive winds. The geomembrane shall be Installed to the lImits IndIcated on the Plans. The geomembrane shall be placed in such a manner to minimize field seaming. The geomembrane shall be installed such that field seams run longItudInally down slopes steeper than 10 percent. The Contractor shall provide temporary wind anchorage during geomembrane installation. Only geomembrane panels for each day's field seaming shall be spread each day. The ends of geomembrane installed each day shall be buned In an anchor trench or covered with soil. As geomembrane materials are unrolled, the Contractor shall perform further visual inspection of the geomembrane surface. If damage or faults not previously observed are discovered, they shall be clearly marked and repaired. All nps, tears, puncture, or other injuries to the geomembrane shall be repaired as required in Section 8-05.5(3). The Contractor shall note If the texturing is or is not conSIstent across the sheet. All seams shall be made by extrusion or fUSIOn welding. All polyethylene seams shall be fusion welded using double wedge weldmg techniques separated by an air space. The Contractor shall use only welding apparatus on which proper control of extrudate or wedge temperature, apparatus pressure, weldIng speed, WIdth of weld, and sheet preheating temperature can be maintaIned. The seams shall have edges that are at least 1/2 inch wide to allow for testIng. The Contractor will verify that the weldIng apparatus meets these reqUIrements. Fusion field seams shall be made by overlapping adjacent sheets a mimmum of 3 Inches and formIng a double welded seam separated by an air space. Fusion field seams shall be produced by a double hot shoe welder capable of maIntaIning a recordable temperature. City of Port Angeles (Project 02-2/) Port Angeles Landfill Slope StabIlIzatIOn Part /1/-20 255-2/9/-0/3 (05/04) Apnl/9.20066 ExtruSIOn welds wIll be made by overlapping adjacent sheets a mimmum of 3 inches and extruding a ribbon of hot fusion Joint material no less than 1 inch in width between the overlapped sheets or over the seams between the lapped sheets, as required. Extrusion weld material shall be of the same material as the geomembrane. The surface of the geomembrane liner sheet shall be roughened by an acceptable means before extrudate IS placed between overlapping sheet or over the lapped seam. Excessive grinding resulting in grOOVIng of the lmer or reducing the liner thIckness greater thanl 10 percent shall not be permitted. No geomembrane shall be covered until all mspections, field tests, repairs, and the geomembrane survey are satisfactorily completed. 8-05.3(4) Repairs All seams and non-seam areas of the geomembrane shall be inspected by the installer and Engineer for defects, holes, blIsters, undispersed raw materials, and any SIgn of damage or contamination by foreign matter. Because light reflected by the geomembrane helps to detect defects, the surface of the geomembrane shall be clean at the time of inspection. The geomembrane surface shall be brushed, blown, or cleaned with a moist cloth by the mstaller if the amount of dust or mud inhibits inspection. The Engineer shall decide if cleaning of the geomembrane is needed to facilitate mspection. RepaIr Procedures: Defective seams shall have the old seam cut out, the panel repositioned, and reseamed or a cap added as described in these SpecificatIOns. Reweldmg over failed seams shall not be allowed. Small holes in polyethylene shall be repaired by extrusion cap welding. If the hole is larger than 1/4 mch, it shall be patched. Tears shall be repaired by patching. The tear must be rounded prior to patching. BlIsters, large holes, undispersed raw materials, and contamination by foreign matter shall be repaired by patches. Surfaces of the geomembrane whIch are to be patched, shall be abraded and cleaned no more than 15 minutes prior to the repair. No more than 10 percent of the liner's thickness shall be removed. Patches shall be round or oval in shape, made of the same geomembrane, and extend a mimmum of 6 mches beyond the edge of defects. All patches shall be of the same compound and thickness as the geomembrane specified. All patches to be extrusion welded shall have their top edge beveled with an angle grmder prior to placement on the geomembrane. Patches shall be applied using approved seaming methods only. Wrinkles, which may become folds dunng placement of material above the geomembrane, shall be repaired by cutting away the excess material and repairing as required above. No foldmg in the geomembrane is allowed. No spanning over voids in the sub grade by the geomembrane IS allowed. City Of Port Angeles (Project 02-21) Port Angeles Landfill Slope StablllzatlOn Part JII-21 255-2191-013 (05/04) Aprz119. 20066 8-05.4 Measurement Geosynthetics will be measured will be measured by the square yard for ground surface area actually covered. 8-05.5 Payment Payment will be made in accordance with Section 1-04.1, for each of the following bid items that are included In the proposal: "Geosynthetics", per square yard. 8-15 Riprap 8-15.1 Description Section 8-15.1 is supplemented with the following: The following additional classifications of rip rap will be included In this project: Toe Armor Riprap, Bedding Stone Riprap, Backbeach Berm Riprap, Beach Nourishment RIprap, and Upper Tier Rock Riprap. 8-15.2 Materials SectIon 8-15.2 IS supplemented with the following: Matenals shall meet the requirements of the following sectIOns: Toe Armor Riprap 9-13.8(1) 9-13.8(2) 9-13.8(3) 9-13.8(4) 9-13.8(5) Bedding Stone Riprap Backbeach Berm Riprap Beach Nourishment Riprap Upper Tier Rock Riprap 8-15.4 Measurement SectIon 8-15.4 is supplemented WIth the following: Toe Armor Riprap WIll be measured by the ton. Bedding Stone Riprap, Backbeach Berm Riprap, Beach Nourishment Rlprap, and Upper TIer rock Riprap will be measured by the CUbIC yard. Cuy of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabllrzatlOn Part 1II-22 255-2191-013 (05/04) Aprz119.20066 8-15.5 Payment Section 8-15.5 is supplemented with the following: Payment will be made m accordance wIth Section 1-04.1, for each of the following bId items that are included m the proposal: "Toe Armor Riprap", per ton. "Bedding Stone Riprap", per cubic yard. "Backbeach Berm Riprap", per cubic yard. "Beach Nourishment Riprap", per cubic yard. "Upper Tier Rock Riprap", per cubic yard. The umt contract price per ton or cubic yard for the class or kind of nprap specIfied above shall be full pay for furnIshIng all labor, tools, equipment, and materials reqUIred to construct the riprap except for excavatIOn. When it IS necessary to dump and sort individual loads, payment WIll be made only for that portIOn accepted by the engineer. 8-20 Illumination, Traffic Signal Systems, and Electrical 8-20.2 Materials SectIOn 8-20.2 is supplemented with the follOWIng: Materials shall meet the requirements of the followmg sectIOns: Electrical Conductor Junction Box 9-29.2(1 ) 8-30 Groundwater Monitoring Well (NEW SECTION) 8-05.1 Description This work conSIsts of installIng a groundwater momtoring well as shown in the Plans. 8-05.2 Construction Requirements The monitonng well shall be Installed per the requirements of Chapter 173-160 WAC, Mmimum Standards for Construction and Maintenance of Wells. City of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabilIzatIOn Part II/-23 255-2191-013 (05/04) Apn119. 20066 DIVISION 9 MATERIALS 9-13 Riprap, Quarry Spalls, Slope Protection, and Rock Walls 9-13.8(1) Toe Armor Riprap (NEW SECTION) Toe Armor Riprap shall be clean and free of wood waste or other deleterious substances. The riprap shall be hard, durable stone, free from laminatIons, weak cleavages, and undesIrable weathering. Stones shall not disintegrate from the action of air, seawater, or dunng handling and placmg. Stone density shall be no less than 162 Ib/ft3. The greatest stone dImension shall be no greater than three times the least dImension. Toe Armor RIprap stones shall conform to the following gradation class: M97 Upper extreme 9900lb M70 Upper 66001b M50 EffectIve mean weight 3750-4630 lb MI0 Lower 2200lb M2 Extreme lower 1400 lb These gradatIons may be modIfied WIth the approval of the Engmeer. 9-13.8(2) Bedding Stone Riprap (NEW SECTION) Bedding Stone Riprap shall be clean and free of wood waste or other deleterious substances. The riprap shall be hard, durable, naturally occurring or crushed matenal, which conforms to the following gradation: Sieve SIze Percent Finer (by weight) 15 inch 100 13 inch 70-90 10 inch 40-55 4.7 mch <3 The mimmum mean stone weight shall be 55 lbs. The least dimension of any stone shall not be less than one-half the greatest dimenSIOn. The stone densIty shall be no less than 162 Ib/ft3. City of Port Angeles (Project 02-21) Port Angeles Landfill Slope Stablilzallon Part III-24 255-2191-013 (05/04) April 19. 20066 9-13.8(3) Backbeach Berm Riprap (NEW SECTION) Backbeach Berm RIprap shall be washed hard, durable, rounded naturally occurring stone, which conforms to the following gradation: Sieve SIze Percent Finer (by weIght) 12 mch 100 8 inch 60 3 inch 20 1 inch <10 9-13.8(3) Beach Nourishment Riprap (NEW SECTION) Beach Nounshment Riprap shall be clean and free of wood waste or other deletenous substances.Beach Nourishment RIprap shall be washed hard, durable, rounded naturally occurnng granular sand-gravel material, whICh conforms to the following gradation: Sieve Size Percent Fmer (by weight) 3 inch 100 1 mch 65-70 1/2 inch 50-55 1/4 inch 40-45 #10 30-40 #200 <5 The mean size of the riprap shall be 0.4-0.5 mch. City of Port Angeles (PrOject 02-21) Port Angeles Landfill Slope StabilizatIOn Part III-25 255-2191-013 (05/04) AprzI19.20066 9-13.8(5) Upper Tier Rock Riprap (NEW SECTION) Upper Tier Rock Riprap shall be clean and free of wood waste or other deletenous substances. Upper Tier Rock Riprap shall be washed hard, durable, rounded naturally occurring stone, which conforms to the following gradation: Sieve Size Percent Finer (by weight) 12 inch 100 8mch 60 3 mch 20 1 inch <10 9-14 Erosion Control and Roadside Planting 9-14.1(3) Topsoil Type C SecTIon 9-14.1(3) IS supplemented wIth the following: Topsoil Type C shall consist of a uniform blend composed by volume of 70-80% native substrate soIl and 20-30% compost and soil amendment. Nmety five percent of this mIxture shall pass through a I-inch sieve. Compost shall be Type 1 and meet the matenal reqUIrements as specIfied in SectIOn 9- 14.4(8). Soil amendment shall consist of dolomite lime added as necessary to attain a pH range of 5.5 - 7.5. The Contractor shall submit in writing, for the Engineers approval, the proposed method of mixing. No mixmg shall take place without written approval from the Engineer. TOPSOIl Type C shall be thoroughly mixed m a location other than the planting area in which it is to be placed. TopsOIl Type C shall be a homogeneous blend of combined matenals. 9-14.2 Seed Section 9-14.2 is supplemented WIth the following: ) Erosion Control Seeding Seed of the followmg composition, proportion, and quality shall be applIed on areas requiring erosion control seeding at a rate of 150 pounds per acre: City of Port Ange/es (PrOject 02-21) Port Angeles Landfill Slope StablhzatlOn Part III-26 255-2/9/-0/3 (05/04) Apnl/9.20066 Kind of Variety of Seed in %by % Pure Minimum % Mixture Weight Seed Germination Colomal Bentgrass 10 9.80 (min) 85 (Agrostis tenuis) Red Fescue 40 39.20 (mm) 80 (Festuca rubra) Perennial Rye 40 39.20 (min) 90 (lolium perenne) White Dutch Clover 10 9.80 (min) 85 (Trifolium repens) (pre- inoculated) Weed Seed 0.50 (max) Inert and Other Crop 1.50 (max) Total 100.00 9-14.3 Fertilizer Section 9-14.3 is supplemented with the following: Fertilizer for Erosion Control Seeding Sufficient quantities of fertilizer shall be applied to supply the followmg amounts of nutrients: Total Nitrogen as N - 135 pounds per acre. Available Phosphoric Acid as PzOs - 60 pounds per acre. Soluble Potash as KzO - 60 pounds per acre. Ninety pounds of mtrogen applied per acre shall be derived from isobutylidene dlUrea (!BDD)@ or Polyon@ 43-0-0 or Nitroform@ 38-0-0 or approved equal. The remainder may be derived from any source. In addition to the requirements above, the Contractor shall show proof the product contains 70% or greater slow release mtrogen with a release tIme period greater than six weeks. Polymer coated sulfur coated ureas and sulfur coated ureas will not be accepted due to product coating break down dunng mechanical agItatIon. The fertilizer formulation and applicatIOn rate shall be approved by the Engineer before use. Cay of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabIlIzation Part 1II-27 255-2191-013 (05/04) AprIl 19. 20066 Plant Fertilizer Plant fertilizer shall be one of the followmg products or an approved equal: 1. Apex 23-4-12NW with controlled released NPK & micro-nutnents Type: SupplIed By: Phone: granule Simplot Partners 14306 NE 1 93rd Place W oodmvllle, W A 98072 425-486-6387 2. Meister 18-7-11 with controlled release NPK & micro-nutrients Type: Manufacturer: Phone: granule Helena Chemical Company 6075 Poplar Avenue, Suite 500 Memphis, TN 38119 425-486-6387 3. Nutricote 18-6-8 with controlled release NPK & micro-nutrients Type: Supplied By: Phone: Supplied By: Phone: granule United Horticultural Supply PO Box 1047 1601 15th Street NW Auburn, W A 98001 253-351-6432 or 1-800-327-8873 McCalif Grower Supplies Inc. 6400 172nd Street NE Arlington, W A 98223 1-800-970-9950 The selected fertilizer shall contam the following micro-nutrients: Magnesium (Mg) Copper (Cu) Boron (B) Iron (Fe) Manganese (Mn) Zinc (Zn) The controlled release period shall be greater than 6 months. Clly of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabilizatIOn Part III-28 255-2191-013 (05/04) Apnl 19, 20066 9-14.5 Erosion Control Blanket 9-14.5(2) Erosion Control Blanket Section 9-14.5(2) is supplemented with the following: Blanket shall be North Amencan Green model SC250 or approved equal. 9-29.2 Junction Boxes 9-29.2(1) Standard Junction Box Section 9-29.2(1) is supplemented with the following: Junction boxes shall be Strongwell Type PGl324BA18 wIth PG1324CAOO Cover. 9-37 100-Mil HDPE Geomembrane (NEW SECTION) The matenals supplied under these SpecificatIOns shall be new and first qualtty products designed and manufactured specIfically for the purposes of thIS work, which have been satisfactorily demonstrated by pnor use to be suitable and durable for such purposes. The geomembrane rolls shall be seamless HDPE (DenSIty 0.94 glcc) containing no plastIcizers fillers or extenders, and shall be free of holes, blisters or contammants. The resultant membranes shall be free from dIrt, oil, foreign matter, scratches, cracks, creases, bubbles, pits, tears, holes, pmholes, or other defects. The smgle-sIded textured hIgh-density polyethylene (HDPE) geomembrane shall be uniformly textured on one side. The double-sided textured HDPE geomembrane shall be umformly textured on both SIdes. The HDPE geomembrane shall comply with the phYSIcal propertIes identified m GRI GM13, Revision 6, dated June 23, 2003. Rolls shall be labeled such that it is possible to relate each roll with manufactunng quality control documentatton and raw material documentation. 9-36 Coal Tar Epoxy Coating (NEW SECTION) The coal tar epoxy coatmg shall be apphed to the steel H-sections per the Plans and the requirements of DOD-P-23236 and be colored black. The surface of the steel shall be prepared per the coal tar epoxy manufacturer's recommendations. Any damage to the coating mcurred durmg installation shall be repaired in accordance with the coal tar epoxy manufacturer's recommendations. 9-38 Erosion Control Roll Dam (NEW SECTION) Roll Dam shall be North Amencan Green model SedImentS TOP or approved equal. CIty of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabzlzzatlOn Part 1II-29 255-2191-013 (05/04) Aprz119,20066 P ART IV Attachments City of Port Angeles Port Angeles Landfill Slope Stabilization (Project No. 02-21) ATTACHMENT A " Washington State Prevailing Wage Rates for Clallam County State of Washington DEPARTMENT OF LABOR AND INDUSTRIES Prevailing Wage Section - Telephone (360) 902-5335 PO Box 44540, Olympia, WA 98504-4540 Washington State Prevailing Wage Rates For Public Works Contracts The PREVAILING WAGES listed here include both the hourly wage rate and the hourly rate of fringe benefits. On public works projects, workers' wage and benefit rates must add to not less than this total. A brief description of overtime calculation requirements is provided on the Benefit Code Key. CLALLAM COUNTY Effective 03-03-06 ***************************************************************************************************************** Classification ASBESTOS ABATEMENT WORKERS JOURNEY LEVEL BOILERMAKERS JOURNEY LEVEL BRICK AND MARBLE MASONS JOURNEY LEVEL CABINET MAKERS (IN SHOP) JOURNEY LEVEL CARPENTERS ACOUSTICAL WORKER BRIDGE, DOCK AND WARF CARPENTERS CARPENTER CREOSOTED MATERIAL DRYWALL APPLICATOR FLOOR FINISHER FLOOR LAYER FLOOR SANDER MILLWRIGHT AND MACHINE ERECTORS PILEDRIVERS, DRIVING, PULLING, PLACING COLLARS AND WELDING SAWFILER SHINGLER STATIONARY POWER SAW OPERATOR STATIONARY WOODWORKING TOOLS CEMENT MASONS JOURNEY LEVEL DIVERS & TENDERS OlVER DIVER TENDER DREDGE WORKERS ASSISTANT ENGINEER ASSISTANT MATE (DECKHAND) BOATMEN ENGINEER WELDER LEVERMAN, HYDRAULIC MAINTENANCE MATES OILER DRYWALL TAPERS JOURNEY LEVEL ELECTRICIANS - INSIDE CABLE SPLICER CABLE SPLICER (TUNNEL) CERTIFIED WELDER CERTIFIED WELDER (TUNNEL) CONSTRUCTION STOCK PERSON JOURNEY LEVEL JOURNEY LEVEL (TUNNEL) ELECTRICIANS - POWERLlNE CONSTRUCTION CABLE SPLICER CERTIFIED LINE WELDER GROUNDPERSON HEAD GROUNDPERSON Page 1 PREVAILING WAGE $33.46 $46.32 $41.17 $14.67 $40.23 $40.07 $40.07 $40.17 $40.22 $40.20 $40.20 $40.20 $41 .07 $40.27 $40.20 $40.20 $40.20 $40.20 $33.46 $83.19 $39.51 $40.77 $40.28 $40.77 $40.82 $42.34 $40.28 $40.77 $40.40 $40.29 $50.60 $54.40 $48.88 $52.50 $26.72 $47.15 $50.60 $52.38 $47.88 $34.87 $36.75 (See Benefit Code Key) Over Time Holiday Note Code Code Code 1N 5D 1C 5N 1M 5A 1M 5D 1M 5D 1M 5D 1M 50 1M 5D 1M 5D 1M 5D 1M 5D 1M 5D 1M 50 1M 5D 1M 5D 1M 5D 1M 5D 1N 5D 1M 5D 8A 1M 5D 1T 5D 8L 1T 5D 8L 1T 5D 8L 1T 50 8L 1T 5D 8L 1T 5D 8L 1T 5D 8L 1T 50 8L 1E 5P 1D 5A 10 5A 1D 5A 10 5A 10 5A 10 5A 10 5A 4A 5A 4A 5A 4A 5A 4A 5A CLALLAM COUNTY Effective 03-03-06 ***************************************************************************************************************** (See Benefit Code Key) Over PREVAILING Time Holiday Note Classification WAGE Code Code Code HEAVY LINE EOUIPMENT OPERATOR $47.88 4A SA JACKHAMMER OPERATOR $36.75 4A SA JOURNEY LEVEL L1NEPERSON $47.88 4A SA LINE EOUIPMENT OPERATOR $40.87 4A SA POLE SPRAYER $47.88 4A SA POWDERPERSON $36.75 4A SA ELECTRONIC TECHNICIANS ELECTRONIC TECHNICIANS JOURNEY LEVEL $12.07 ELEVATOR CONSTRUCTORS MECHANIC $55.22 4A 60 MECHANIC IN CHARGE $60.60 4A 60 FENCE ERECTORS FENCE ERECTOR $13.80 FENCE LABORER $11.60 FLAGGERS JOURNEY LEVEL $28.78 1N 50 GLAZIERS JOURNEY LEVEL $41.15 1H 5G HEAT & FROST INSULATORS AND ASBESTOS WORKERS MECHANIC $43.68 1S 5J HOD CARRIERS & MASON TENDERS JOURNEY LEVEL $33.94 1N 50 INLAND BOATMEN CAPTAIN $36.83 1K 5B COOK $31.21 1K 5B DECKHAND $30.58 1K 5B ENGINEER/DECKHAND $33.25 1K 5B MATE, LAUNCH OPERATOR $34.87 1K 5B INSULATION APPLICATORS JOURNEY LEVEL $20.50 IRONWORKERS JOURNEY LEVEL $44.61 10 SA LABORERS ASPHALT RAKER $33.94 1N 50 BALLAST REGULATOR MACHINE $33.46 1N 5D BATCH WEIGHMAN $28.78 1N 50 BRUSH CUTTER $33.46 1N 50 BRUSH HOG FEEDER $33.46 1N 5D BURNERS $33.46 1N 5D CARPENTER TENDER $33.46 1N 50 CASSION WORKER $34.30 1N 5D CEMENT DUMPER/PAVING $33.94 1N 50 CEMENT FINISHER TENDER $33.46 1N 50 CHANGE-HOUSE MAN OR DRY SHACK MAN $33.46 1N 50 CHIPPING GUN (OVER 30 LBS) $33.94 1N 50 CHIPPING GUN (UNDER 30 LBS) $33.46 1N 50 CHOKER SETTER $33.46 1N 50 CHUCK TENDER $33.46 1N 50 CLEAN-UP LABORER $33.46 1N 50 CONCRETE DUMPER/CHUTE OPERATOR $33.94 1N 50 CONCRETE FORM STRIPPER $33.46 1N 50 CONCRETE SAW OPERATOR $33.94 1N 50 CRUSHER FEEDER $28.78 1N 5D CURING LABORER $33.46 1N 50 DEMOLITION, WRECKING & MOVING (INCLUDING CHARRED $33.46 1N 5D DITCH DIGGER $33.46 1N 50 DIVER $34.30 1N 50 DRILL OPERATOR (HYDRAULIC, DIAMOND) $33.94 1N 50 DRILL OPERATOR, AIRTRAC $34.30 1N 5D Page 2 CLALLAM COUNTY Effective 03-03-06 ***************************************************************************************************************** (See Benefit Code Key) Over PREVAILING Time Holiday Note Classification WAGE Code Code Code DUMPMAN $33.46 1N 5D EPOXY TECHNICIAN $33.46 1N 5D EROSION CONTROL WORKER $33.46 1N 5D FALLER/BUCKER, CHAIN SAW $33.94 1N 5D FINAL DETAIL CLEANUP (I.e., dusting, vacuuming, window cleaning, NOT $26.46 1N 5D construction debris cleanup) FINE GRADERS $33.46 1N 5D FIRE WATCH $28.78 1N 5D FORM SETTER $33.46 1N 5D GAB ION BASKET BUILDER $33.46 1N 5D GENERAL LABORER $33.46 1N 5D GRADE CHECKER & TRANSIT PERSON $33.94 1N 5D GRINDERS $33.46 1N 5D GROUT MACHINE TENDER $33.46 1N 5D GUARDRAIL ERECTOR $33.46 1N 5D HAZARDOUS WASTE WORKER LEVEL A $34.30 1N 5D HAZARDOUS WASTE WORKER LEVEL B $33.94 1N 5D HAZARDOUS WASTE WORKER LEVEL C $33.46 1N 5D HIGH SCALER $34.30 1N 5D HOD CARRIER/MORTARMAN $33.94 1N 5D JACKHAMMER $33.94 1N 5D LASER BEAM OPERATOR $33.94 1N 5D MANHOLE BUILDER-MUDMAN $33.94 1N 5D MATERIAL YARDMAN $33.46 1N 5D MINER $34.30 1N 5D NOZZLEMAN, CONCRETE PUMP, GREEN CUTTER WHEN USING HIGH $33.94 1N 5D PRESSURE AIR & WATER ON CONCRETE & ROCK, SANDBLAST, GUNITE, SHOTCRETE, WATER BLASTER PAVEMENT BREAKER $33.94 1N 5D PILOT CAR $28.78 1N 5D PIPE POT TENDER $33.94 1N 5D PIPE RELlNER (NOT INSERT TYPE) $33.94 1N 5D PIPELAYER & CAULKER $33.94 1N 5D PIPELAYER & CAULKER (LEAD) $34.30 1N 5D PIPEWRAPPER $33.94 1N 5D POT TENDER $33.46 1N 5D POWDERMAN $34.30 1N 5D POWDERMAN HELPER $33.46 1N 5D POWERJACKS $33.94 1N 5D RAILROAD SPIKE PULLER (POWER) $33.94 1N 5D RE-TIMBERMAN $34.30 1N 5D RIPRAP MAN $33.46 1N 5D RODDER $33.94 1N 5D SCAFFOLD ERECTOR $33.46 1N 5D SCALE PERSON $33.46 1N 5D SIGNALMAN $33.46 1N 5D SLOPER (OVER 20") $33.94 1N 5D SLOPER SPRAYMAN $33.46 1N 5D SPREADER (CLARY POWER OR SIMILAR TYPES) $33.94 IN 5D SPREADER (CONCRETE) $33.94 1N 5D STAKE HOPPER $33.46 IN 5D STOCKPILER $33.46 IN 5D TAMPER & SIMILAR ELECTRIC, AIR & GAS $33.94 IN 5D TAMPER (MULTIPLE & SELF PROPELLED) $33.94 1N 5D TOOLROOM MAN (AT JOB SITE) $33.46 1N 5D TOPPER-TAILER $33.46 1N 5D TRACK LABORER $33.46 IN 5D TRACK LINER (POWER) $33.94 1N 5D Page 3 CLALLAM COUNTY Effective 03-03-06 ***************************************************************************************************************** (See Benefit Code Key) Over PREVAILING TIme Holiday Note Classification WAGE Code Code Code TRUCK SPOTTER $33.46 1N 50 TUGGER OPERATOR $33.94 1N 50 VIBRATING SCREED (AIR, GAS, OR ELECTRIC) $33.46 1N 50 VIBRATOR $33.94 1N 50 VINYL SEAMER $33.46 1N 50 WELDER $33.46 1N 50 WELL-POINT LABORER $33.94 1N 50 LANDSCAPE CONSTRUCTION IRRIGATION OR LAWN SPRINKLER INSTALLERS $11.42 LANDSCAPE EQUIPMENT OPERATORS OR TRUCK DRIVERS $7.81 LANDSCAPING OR PLANTING LABORERS $7.93 LATHERS JOURNEY LEVEL $40.22 1M 50 PAINTERS JOURNEY LEVEL $32.63 2B 5A PLASTERERS JOURNEY LEVEL $25.83 PLUMBERS & PIPEFITTERS JOURNEY LEVEL $53.39 1G 5A POWER EQUIPMENT OPERATORS ASSISTANT ENGINEERS $38.42 1T 50 8L BACKHOE, EXCAVATOR, SHOVEL (3 YO & UNDER) $41.12 1T 50 8L BACKHOE, EXCAVATOR, SHOVEL (OVER 3 YO & UNDER 6 YO) $41 .59 1T 50 8L BACKHOE, EXCAVATOR, SHOVEL (6 YO AND OVER WITH $42.13 1T 50 8L BACKHOES, (75 HP & UNDER) $40.71 1T 50 8L BACKHOES, (OVER 75 HP) $41.12 1T 50 8L BARRIER MACHINE (ZIPPER) $41.12 1T 50 8L BATCH PLANT OPERATOR, CONCRETE $41.12 1T 50 8L BELT LOADERS (ELEVATING TYPE) $40.71 1T 50 8L BOBCAT (SKID STEER) $38.42 1T 50 8L BROOMS $38.42 1T 50 8L BUMP CUTTER $41.12 1T 50 8L CABLEWAYS $41.59 1T 50 8L CHIPPER $41.12 1T 50 8L COMPRESSORS $38.42 1T 50 8L CONCRETE FINISH MACHINE - LASER SCREED $38.42 1T 50 8L CONCRETE PUMPS $40.71 1T 50 8L CONCRETE PUMP-TRUCK MOUNT WITH BOOM ATTACHMENT $41.12 1T 50 8L CONVEYORS $40.71 1T 50 8L CRANES, THRU 19 TONS, WITH ATTACHMENTS $40.71 1T 50 8L CRANES, 20 - 44 TONS, WITH ATTACHMENTS $41.12 1T 50 8L CRANES, 45 TONS - 99 TONS, UNDER 150 FT OF BOOM (INCLUDING $41 .59 1T 50 8L JIB WITH ATACHMENTS) CRANES, 100 TONS -199 TONS, OR 150 FT OF BOOM (INCLUDING JIB $42.13 1T 50 8L WITH ATTACHMENTS) CRANES, 200 TONS TO 300 TONS, OR 250 FT OF BOOM (INCLUDING JIB $42.68 1T 50 8L WITH ATTACHMENTS) CRANES, A-FRAME, 10 TON AND UNDER $38.42 1T 50 8L CRANES, A-FRAME, OVER 10 TON $40.71 1T 50 8L CRANES, OVER 300 TONS, OR 300' OF BOOM INCLUDING JIB WITH $43.22 1T 50 8L ATTACHMENTS CRANES, OVERHEAD, BRIDGE TYPE ( 20 - 44 TONS) $41.12 1T 50 8L CRANES, OVERHEAD, BRIDGE TYPE ( 45 - 99 TONS) $41 .59 1T 50 8L CRANES, OVERHEAD, BRIDGE TYPE (100 TONS & OVER) $42.13 1T 50 8L CRANES, TOWER CRANE UP TO 175' IN HEIGHT, BASE TO BOOM $42.13 1T 50 8L CRANES, TOWER CRANE OVER 175' IN HEIGHT, BASE TO BOOM $42.68 1T 50 8L CRUSHERS $41.12 1T 50 8L DECK ENGINEER/DECK WINCHES (POWER) $41 .12 1T 50 8L DERRICK, BUILDING $41 .59 1T 50 8L Page 4 CLALLAM COUNTY Effective 03-03-06 ***************************************************************************************************************** (See Benefit Code Key) Over PREVAILING Time Holiday Note Classification WAGE Code Code Code DOZERS, 0-9 & UNDER $40.71 1T 50 8L DRILL OILERS - AUGER TYPE, TRUCK OR CRANE MOUNT $40.71 1T 50 8L DRILLING MACHINE $41.12 1T 50 8L ELEVATOR AND MANLlFT, PERMANENT AND SHAFT-TYPE $38.42 1T 50 8L EQUIPMENT SERVICE ENGINEER (OILER) $40.71 1T 50 8L FINISHING MACHINE/BIDWELL GAMACO AND SIMILAR EQUIP $41.12 1T 50 8L FORK LIFTS, (3000 LBS AND OVER) $40.71 1T 50 8L FORK LIFTS, (UNDER 3000 LBS) $38.42 1T 50 8L GRADE ENGINEER $40.71 1T 50 8L GRADECHECKER AND STAKEMAN $38.42 1T 50 8L GUARDRAIL PUNCH $41.12 1T 50 8L HOISTS, OUTSIDE (ELEVATORS AND MANLlFTS), AIR TUGGERS $40.71 1T 50 8L HORIZONTAUDIRECTIONAL DRILL LOCATOR $40.71 1T 50 8L HORIZONTAUDIRECTlONAL DRILL OPERATOR $41.12 1T 50 8L HYDRALlFTS/BOOM TRUCKS (10 TON & UNDER) $38.42 1T 50 8L HYDRALlFTS/BOOM TRUCKS (OVER 10 TON) $40.71 1T 50 8L LOADERS, OVERHEAD (6 YO UP TO 8 YO) $41 .59 1T 50 8L LOADERS, OVERHEAD (8 YO & OVER) $42.13 1T 50 8L LOADERS, OVERHEAD (UNDER 6 YO), PLANT FEED $41.12 1T 50 8L LOCOMOTIVES, ALL $41.12 1T 50 8L MECHANICS, ALL $41 .59 1T 50 8L MIXERS, ASPHALT PLANT $41.12 1T 50 8L MOTOR PATROL GRADER (FINISHING) $41.12 1T 50 8L MOTOR PATROL GRADER (NON-FINISHING) $40.71 1T 50 8L MUCKING MACHINE, MOLE, TUNNEL DRILL AND/OR SHIELD $41 .59 1T 50 8L OIL DISTRIBUTORS, BLOWER DISTRIBUTION AND MULCH SEEDING $38.42 1T 50 8L OPERATOR PAVEMENT BREAKER $38.42 1T 50 8L PILEDRIVER (OTHER THAN CRANE MOUNT) $41.12 1T 50 8L PLANT OILER (ASPHALT, CRUSHER) $40.71 1T 50 8L POSTHOLE DIGGER, MECHANICAL $38.42 1T 50 8L POWER PLANT $38.42 1T 50 8L PUMPS, WATER $38.42 1T 50 8L QUAD 9, 0-10, AND HD-41 $41 .59 1T 50 8L REMOTE CONTROL OPERATOR ON RUBBER TIRED EARTH MOVING $41 .59 1T 50 8L EQUIP RIGGER AND BELLMAN $38.42 1T 50 8L ROLLAGON $41 .59 1T 50 8L ROLLER, OTHER THAN PLANT ROAD MIX $38.42 1T 50 8L ROLLERS, PLANTMIX OR MUL TILlFT MATERIALS $40.71 1T 50 8L ROTO-MILL, ROTO-GRINDER $41.12 1T 50 8L SAWS, CONCRETE $40.71 1T 50 8L SCRAPERS - SELF PROPELLED, HARD TAIL END DUMP, ARTICULATING $41.12 1T 50 8L OFF-ROAD EQUIPMENT ( UNDER 45 YO) SCRAPERS - SELF PROPELLED, HARD TAIL END DUMP, ARTICULATING $41 .59 1T 50 8L OFF-ROAD EQUIPMENT (45 YO AND OVER) SCRAPERS, CONCRETE AND CARRY ALL $40.71 1T 50 8L SCREED MAN $41.12 1T 50 8L SHOTCRETE GUNITE $38.42 1T 50 8L SLlPFORM PAVERS $41 .59 1T 50 8L SPREADER, TOPSIDE OPERATOR - BLAW KNOX $41.12 1T 50 8L SUBGRADE TRIMMER $41.12 1T 50 8L TOWER BUCKET ELEVATORS $40.71 lT 50 8L TRACTORS, (75 HP & UNDER) $40.71 1T 50 8L TRACTORS, (OVER 75 HP) $41.12 1T 50 8L TRANSFER MATERIAL SERVICE MACHINE $41.12 1T 50 8L TRANSPORTERS, ALL TRACK OR TRUCK TYPE $41 .59 lT 50 8L TRENCHING MACHINES $40.71 1T 50 8L Page 5 CLALLAM COUNTY Effective 03-03-06 *~*************************************************************************************************************** (See Benefit Code Key) Over PREVAILING Time Holiday Note Classification WAGE Code Code Code TRUCK CRANE OILER/DRIVER ( UNDER 100 TON) $40.71 1T 5D 8L TRUCK CRANE OILER/DRIVER (100 TON & OVER) $41.12 1T 5D 8L TRUCK MOUNT PORTABLE CONVEYER $41.12 1T 5D 8L WHEEL TRACTORS. FARMALL TYPE $38.42 1T 5D 8L YO YO PAY DOZER $41.12 1T 5D 8L POWER LINE CLEARANCE TREE TRIMMERS JOURNEY LEVEL IN CHARGE $34.75 4A SA SPRAY PERSON $33.00 4A SA TREE EQUIPMENT OPERATOR $33.43 4A SA TREE TRIMMER $31.10 4A SA TREE TRIMMER GROUNDPERSON $23.43 4A SA REFRIGERATION & AIR CONDITIONING MECHANICS MECHANIC $27.68 ROOFERS JOURNEY LEVEL $34.53 1R SA USING IRRITABLE BITUMINOUS MATERIALS $37.53 1R SA SHEET METAL WORKERS JOURNEY LEVEL (FIELD OR SHOP) $48.22 1E 6L SOFT FLOOR LAYERS JOURNEY LEVEL $33.04 1B SA SOLAR CONTROLS FOR WINDOWS JOURNEY LEVEL $10.31 1B SO SPRINKLER FITTERS (FIRE PROTECTION) JOURNEY LEVEL $19.67 SURVEYORS CHAIN PERSON $9.35 INSTRUMENT PERSON $11.40 PARTY CHIEF $13.40 TELECOMMUNICATION TECHNICIANS TELECOMMUNICATION TECHNICIANS JOURNEY LEVEL $28.24 1D SA TELEPHONE LINE CONSTRUCTION - OUTSIDE CABLE SPLICER $28.92 2B SA HOLE DIGGER/GROUND PERSON $16.22 2B SA INSTALLER (REPAIRER) $27.74 2B SA JOURNEY LEVEL TELEPHONE L1NEPERSON $26.90 2B SA SPECIAL APPARATUS INSTALLER I $28.92 2B SA SPECIAL APPARATUS INSTALLER II $28.34 2B SA TELEPHONE EQUIPMENT OPERATOR (HEAVY) $28.92 2B SA TELEPHONE EQUIPMENT OPERATOR (LIGHT) $26.90 2B SA TELEVISION GROUND PERSON $15.39 2B SA TELEVISION L1NEPERSON/INSTALLER $20.45 2B SA TELEVISION SYSTEM TECHNICIAN $24.32 2B SA TELEVISION TECHNICIAN $21 .88 2B SA TREE TRIMMER $26.90 2B SA TERRAZZO WORKERS & TILE SETTERS JOURNEY LEVEL $38.43 1B SA TILE. MARBLE & TERRAZZO FINISHERS FINISHER $32.26 1B SA TRAFFIC CONTROL STRIPERS JOURNEY LEVEL $33.40 1K SA TRUCK DRIVERS ASPHALT MIX (TO 16 YARDS) $37.94 1T 5D 8L ASPHALT MIX (OVER 16 YARDS) $38.52 1T 5D 8L DUMP TRUCK $20.23 1 DUMP TRUCK & TRAILER $20.23 1 OTHER TRUCKS $38.52 1T 5D 8L TRANSIT MIXER $23.73 1 WELL DRILLERS & IRRIGATION PUMP INSTALLERS IRRIGATION PUMP INSTALLER $11.60 Page 6 CLALLAM COUNTY Effective 03-03-06 ***************************************************************************************************************** Classification PREVAILING WAGE (See Benefit Code Key) Over Time Code Note Code OILER WELL DRILLER $9.45 $11.60 Page 7 Holiday Code BENEFIT CODE KEY - EFFECTIVE 03-03-05 **.*******.**.**....**...*******..***....*****..........**...........**..........**.........***.....**.***......***..... OVERTIME CODES OVERTIME CALCULATIONS ARE BASED ON THE HOURLY RA TE ACTUALLY PAID TO THE WORKER. ON PUBLIC WORKS PROJECTS, THE HOURLY RATE MUST BE NOT LESS THAN THE PREVAILING RATE OF WAGE MINUS THE HOURL Y RATE OF THE COST OF FRINGE BENEFITS ACTUALLY PROVIDED FOR THE WORKER. ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS PER DAY OR FORTY (40) HOURS PER WEEK SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE A ALL HOURS WORKED ON SATURDAYS, SUNDAYS AND HOLIDAYS SHALL ALSO BE PAID AT ONE AND ONE-HALF TIMES THE HOURL Y RATE OF WAGE B ALL HOURS WORKED ON SATURDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE C ALL HOURS WORKED ON SUNDAYS SHALL BE P AID AT DOUBLE THE HOURLY RATE OF WAGE D THE FIRST EIGHT (8) HOURS ON SA TURDA YS OF A FIVE - EIGHT HOUR WORK WEEK AND THE FIRST EIGHT (8) HOURS WORKED ON A FIFTH CALENDAR DAY, EXCLUDING SUNDAY, IN A FOUR - TEN HOUR SCHEDULE, SHALL BE PAID ATONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS PER DAY ON SATURDAY, ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS IN A FIFTH CALENDAR WEEKDAY OF A FOUR - TEN HOUR SCHEDULE, ALL HOURS WORKED IN EXCESS OF TEN (10) HOURS PER DAY MONDAY THROUGH FRIDAY, AND ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURL Y RATE OF WAGE E ALL HOURS WORKED IN EXCESS OF 10 PER DAY SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE THE FIRST EIGHT (8) HOURS ON SATURDAY SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS ON SATURDAY, AND ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURL Y RATE OF WAGE F THE FIRST EIGHT (8) HOURS ON SATURDAY SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS ON SA TURDA Y, AND ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS (EXCEPT LABOR DAY) SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE ALL HOURS WORKED ON LABOR DAY SHALL BE PAID AT THREE TIMES THE HOURL Y 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 ATONE AND ONE-HALF TIMES THE HOURL Y RATE OF WAGE ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE ALL HOURS WORKED ON SATURDAY SHALL BE PAID AT ONE AND ONE-HALF THE HOURLY RATE OF WAGE WORK PERFORMED ON SUNDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE WORK PERFORMED ON A HOLIDAY SHALL BE PAID ONE AND ONE-HALF TIMES THEIR HOURLY RATE FOR ACTUAL HOURS WORKED PLUS EIGHT (8) HOURS OF STRAIGHT TIME FOR THE HOLIDAY THE FIRST EIGHT (8) HOURS ON SATURDAY SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS ON SATURDAY, AND ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURL Y RATE OF WAGE K ALL HOURS WORKED ON SA TURDA YS AND SUNDA YS SHALL BE PAID ATONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE ALL HOURS WORKED ON HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURL Y RATE OF WAGE L ALL HOURS WORKED ON SA TURDA YS, 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 M ALL HOURS WORKED ON SA TURDA YS (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 SUNDA YS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. N ALL HOURS WORKED ON SATURDAYS (EXCEPT MAKEUP DAYS) SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE BENEFIT CODE KEY - EFFECTIVE 03-03-05 -2- P ALL HOURS WORKED ON SA TURDA YS (EXCEPT MAKEUP DAYS) AND SUNDAYS SHALL BE PAID AT ONE AND ONE- HALF TIMES THE HOURL Y RATE OF WAGE. ALL HOURS WORKED ON HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURL Y RATE OF WAGE. Q 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 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 HOURL Y RATE OF WAGE. R ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT TWO TIMES THE HOURL Y RATE OF WAGE T ALL HOURS WORKED ON SATURDAYS, EXCEPT MAKE-UP DAYS, SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURL Y RATE OF WAGE ALL HOURS WORKED AFTER 6 OOPM SA TURDA Y TO 6 OOAM MONDAY AND ON HOLIDA YS SHALL BE PAID AT DOUBLE THE HOURL Y 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 HOURL Y RATE OF WAGE W ALL HOURS WORKED ON SA TURDA YS AND SUNDAYS (EXCEPT MAKE-UP DAYS) SHALL BE PAID AT ONE AND ONE- HALF TIMES THE HOURLY RATE OF WAGE ALL HOURS WORKED ON HOLIDAYS SHALL BE PAID AT TWO TIMES THE HOURL Y 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 HOURL Y 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 HOURL Y RATE OF WAGE B. ALL HOURS WORKED ON HOLIDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURL Y RATE OF WAGE C ALL HOURS WORKED ON SUNDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE ALL HOURS WORKED ON HOLIDAYS SHALL BE PAID AT TWO TIMES THE HOURL Y RATE OF WAGE. o ALL HOURS WORKED ON SA TURDA YS AND SUNDAYS SHALL BE PAID ATONE 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 ATONE AND ONE-HALF TIMES THE HOURL Y 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 HOURL Y 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 HOURL Y RATE OF WAGE ALL HOURS WORKED ON SATURDAYS AND HOLIDAYS (EXCEPT LABOR DAY) SHALL BE PAID AT ONE AND ONE- HALF TIMES THE HOURL Y RATE OF WAGE ALL HOURS WORKED ON SUNDAYS AND ON LABOR DAY SHALL BE PAID AT TWO TIMES THE HOURL Y RATE OF WAGE 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 HOURL Y RATE OF WAGE K. ALL HOURS WORKED ON HOLIDAYS SHALL BE PAID AT TWO TIMES THE HOURLY RATE OF WAGE IN ADDITION TO THE HOLIDAY PAY M ALL HOURS WORKED ON SATURDAYS, SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE BENEFIT CODE KEY - EFFECTIVE 03-03-05 -3- 2 o ALL HOURS WORKED ON SUNDAYS AND HOLIDAYS SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. 4 A ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS PER DAY OR FORTY (40) HOURS PER WEEK SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. ALL HOURS WORKED ON SATURDAYS, SUNDAYS AND HOLIDAYS SHALL BE PAID AT DOUBLE THE HOURLY RATE OF WAGE. HOLIDAY CODES 5 HOLIDA YS 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). A 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. HOLIDA YS NEW YEAR'S DAY, PRESIDENTS' DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, PRESIDENTIAL ELECTION DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, AND CHRISTMAS DA Y (9) G HOLIDAYS NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE LAST WORK DAY BEFORE CHRISTMAS DAY, AND CHRISTMAS DAY (7) H HOLIDAYS NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, THANKSGIVING DAY, THE DAY AFTER THANKSGIVING DAY, AND CHRISTMAS (6) HOLIDAYS NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, AND CHRISTMAS DAY (6) N. HOLIDA YS NEW YEAR'S DAY, PRESIDENTS' DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, VETERANS' DA Y, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, AND CHRISTMAS DAY (9) o PAID HOLIDAYS NEW YEAR'S DAY, WASHINGTON'S BIRTHDAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, AND CHRISTMAS DAY (6) P. HOLIDA YS NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, FRIDAY AND SA TURDA Y 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, DA Y AFTER THANKSGIVING DAY, ONE-HALF DAY BEFORE CHRISTMAS DAY, AND CHRISTMAS DAY (7 1/2) S. PAID HOLIDAYS NEW YEAR'S DAY, PRESIDENTS' DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, AND CHRISTMAS DAY (7) T PAID HOLIDAYS SEVEN (7) PAID HOLIDAYS V PAID HOLIDAYS SIX (6) PAID HOLIDAYS W PAID HOLIDAYS NINE (9) P AID HOLIDAYS X HOLIDA YS AFTER 520 HOURS - NEW YEAR'S DAY, THANKSGIVING DAY AND CHRISTMAS DAY AFTER 2080 HOURS - NEW YEAR'S DAY, WASHINGTON'S BIRTHDAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, CHRISTMAS DAY AND A FLOA TING HOLIDAY (8) Y HOLIDAYS NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, PRESIDENTIAL ELECTION DA Y, 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) BENEFIT CODE KEY - EFFECTIVE 03-03-05 -4- 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, 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) H HOLIDAYS NEW YEAR'S DAY, MARTIN LUTHER KING JR DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, AND CHRISTMAS DAY (8). I. PAID HOLIDAYS NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DA Y, FRIDAY AFTER THANKSGIVING DAY, AND CHRISTMAS DAY (7) L HOLIDAYS NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, THE LAST WORKING DAY BEFORE CHRISTMAS DAY, AND CHRISTMAS DAY (8) Q PAID HOLIDAYS NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE DAY AFTER THANKSGIVING DAY AND CHRISTMAS DAY UNPAID HOLIDA Y_ PRESIDENTS' DAY S PAID HOLIDAYS NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, THE FRIDAY AFTER THANKSGIVING DAY, CHRISTMAS EVE DAY, AND CHRISTMAS DAY (8) T PAID HOLIDAYS NEW YEAR'S DAY, PRESIDENTS' DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR 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 CHRISTMAS DAY, CHRISTMAS DAY (9) V. PAID HOLIDAYS NEW YEAR'S DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DA Y, DAY AFTER THANKSGIVING DAY, CHRISTMAS EVE DAY, CHRISTMAS DAY, EMPLOYEE'S BIRTHDAY, AND ONE DAY OF THE EMPLOYEE'S CHOICE (10) W. PAID HOLIDAYS NEW YEAR'S DAY, DAY BEFORE NEW YEAR'S DAY, PRESIDENTS DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, DAY AFTER THANKSGIVING DAY, CHRISTMAS DA Y, DAY BEFORE CHRISTMAS DAY (10) X PAID HOLIDAYS NEW YEAR'S DAY, DAY BEFORE OR AFTER NEW YEAR'S DAY, PRESIDENTS DAY, MEMORIAL DAY, INDEPENDENCE DAY, LABOR DAY, THANKSGIVING DAY, DAY AFTER THANKSGIVING DAY, CHRISTMAS DAY, DAY BEFORE OR AFTER CHRJSTMAS DAY, EMPLOYEE'S BIRTHDAY (II) 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 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 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' - $100 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' - $200 PER FOOT FOR EACH FOOT OVER ISO FEET OVER 200' - DIVERS MAY NAME THEIR OWN PRICE BENEFIT CODE KEY - EFFECTIVE 03-03-05 -5- 8 D. WORKERS WORKING WITH SUPPLIED AIR ON HAZMA T 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 $025 M WORKERS ON HAZMAT PROJECTS RECEIVE ADDITIONAL HOURLY PREMIUMS AS FOLLOWS' LEVELS A & B: $1 00, LEVELS C & D $0 50 N. WORKERS ON HAZMAT PROJECTS RECEIVE ADDITIONAL HOURLY PREMIUMS AS FOLLOWS - LEVEL k $100, LEVEL B. $0 75, LEVEL C $0 50, AND LEVEL D $025 City of Port Angeles Port Angeles Landfill Slope Stabilization (Project No. 02-21) ATTACHMENT B Request for Information (RFI) and Construction Change Order (CCO) Forms FORM No. PW 404_04 REQUEST FOR INFORMATION (RFI) FORM Project Name: Port Angeles Landfill Slope Stabilization Project/Contract Number: 02-21 RFI No. Originator: D Contractor D Inspector Item: Reference Drawing or Specification: Description of Clarification/Request: Date Reply Requested: Critical to Schedule: DYes D No Originator Signature: Date: COMMENTS: Clly of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabilizatIOn Part IV 255-2191-013 (05/04) April 192006 fi"'O~'" C1 ~ \ , ~~ FORM No. PW 404_04 CONTRACT CHANGE ORDER (CCO) NO. _ Project Name: Port Angeles Landfill Slope Stabilization Date: Contractor: Project No.: 02-21 DESCRIPTION OF WORK You are ordered to perform the following described work upon receipt of an approved copy of this Change Order: 1. Describe work here 2. Additional work, etc... Such work will be compensated by: Check one or more of the following as applicable [ ] Increase or [ ] Decrease in bid items; [ ] Force Account; [ ] Negotiated Price: The described work affects the existing contract items and/or adds and/or deletes bid items as follows: Item No. 1. Description RFINo. Qty. Unit *$ Cost per *$ Unit Cost 2. Orig. Rev. Orig. Rev. *Est. Net Change This Total Change Orders, *Est. Contract After *Original Contract *Current Contract Change Order Including This One This Change Order Days' XX Days: yy Days: ZZ Days: XX+ZZ.YY Days: YY+ZZ *Sales Tax not included. All work, materials, and measurements to be in accordance With the prOVIsions of the original contract and/or the standard specifications and special provisions for the type of construction involved. The payments and/or additional time specified and agreed to in this order Include every claim by the Contractor for any extra payment or extension of time with respect to the work described herein, Including delays to the overall proJect. Contractor Public Works & Utilities Director City of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabIlizatIOn Part IV 255-2191-013 (05/04) Apnl192006 City of Port Angeles Port Angeles Landfill Slope Stabilization (Project No. 02-21) ATTACHMENT C Contractor's Application for Payment Form CONTRACTOR'S APPLICATION FOR PAYMENT Port Angeles Landfill Slope Stabilization, Project No. 02-21 Page 1 of 2 To: Date: From: (Contractor Name and Address) Payment Request #: Period From: To (End of Period): STATEMENT OF CONTRACT ACCOUNT 1 Original Contract Amount (Excluding Sales Tax) $ 2 Approved Change Order No.(s). _ $ 3 Adjusted Contract Amount (1 +2) $ 4 Value of Work Completed to Date (per attached breakdown) $ 5 Material Stored on Site (per attached breakdown) $ 6 Subtotal (4+5) $ 7 8.3% Sales Tax (at 8.3% of subtotal) $ 8 Less Amount Retained (at 5% of subtotal) $ 9 Subtotal (6+7-8) $ 10 Total Previously Paid (Deduction) $ 11 AMOUNT DUE THIS REQUEST (9-10) $ WAIVER OF CLAIMS FOR EXTRA COST OR TIME: The undersigned Applicant waives and releases, up through the date hereof, any and all claims for costs or item extensions arising out of or relating to extra or changed work or delays or acceleration not specifically identified and reserved in the amounts identified below or previously acknowledged in writing by the City of Port Angeles. CERTIFICATE OF THE CONTRACTOR: I hereby certify that the work performed and the materials supplied through the ending period date noted above represent the actual value of accomplishment under the terms of the contract (and all authorized changes) between the Applicant and the City of Port Angeles, relating to the above-referenced project, and that the remaining contract balance is sufficient to cover all costs of completing the work in accordance with the Contract Documents. Continued on Page 2 City of Port Angeles (Project 02-21) Port Angeles Landfill Slope StabIlization Part IV 255-2191-013 (05/04) Apnl192006 CONTRACTOR'S APPLICATION FOR PAYMENT Page 2 of 2 I also certify that all lower-tier payments, less applicable retention, have been made by the Applicant for the periods covered by previous payment(s) received by the Applicant to (1) all lower-tier subcontractors/ suppliers, and (2) for all materials, equipment and labor used or in connection with the performance of this contract. I further certify that I have complied with all federal, state and local tax laws, including Social Security laws and Unemployment Compensation laws and Workmen's Compensation laws, insofar as applicable to the performance of this work, and have paid all such taxes, premiums and/or assessments arising out of the performance of the work. I further certify that, to the best of my knowledge, information and belief, all work for which previous payment(s) have been received shall be free and clear of liens, claims, security interests and encumbrances in favor of the Contractor, subcontractors, material suppliers, or other persons or entities making a claim by reason of having provided labor, materials and equipment relating to the work. Within seven (7) days of receipt of the payment requested herein, all payments, less applicable retention, will be made through the period covered by this pay request to all my lower-tier subcontractors/suppliers and for all materials, equipment, labor, taxes and assessments arising out of the performance of all said lovyer-tire work. DATED: CONTRACTOR: SIGNATURE: PRINTED NAME And TITLE: SUBSCRIBED AND SWORN to before me this _ day of ,20_. Notary Public in and for the State of residing at My appointment expires APPROVAL: Project Manager: Date City Engineer: Date City a/Port Angeles (Project 02-21) Port Angeles Landfill Slope StabIlizatIOn Part IV 255-2191-013 (05/04) Apnl192006 City of Port Angeles Port Angeles Landfill Slope Stabilization (Project No. 02-21) ATTACHMENT 0 Project Plans (Half Size) ~ . o ~ "' ~ i "'''' l:Ji.. ~~ E ~ ;::: 6 REVISIONS "' o ~ ;; ~ ~ .. o A B VICINITY MAP ~ DATE OESlGNED A.... V STOCKMAN JEF CH ED vl<B APPRO\fi) JEF DN21 91 OUP05 T04G- 01 JOB No. 255-2191-013 0504 DATE FEBRUARY 2006 c o E F G POR T ANGELES lANDFILL SLOPE ST ABILIZA TION CITY OF PORT ANGELES, WASHINGTON DEPARTMENT OF PUBLIC WORKS PROJECT NO. 02-21 DIRECTOR OF PUBLIC WORKS AND UTILITIES: Glenn A. Cutler, P.E. CITY ENGINEER: Gary W. Kenworthy, P E. SOLID WASTE SUPERINTENDENT: Tom McCabe INDEX TO DRAWINGS l DWG NO SHT NO. SHEET TITLE ~ G-l COVER SHEET. MAPS. AND SHEET INDEX G-2 LEGEND. ABBREVIATIONS AND NOTES 3 C-l EARTHWORK/GRADING PLAN 4 C-2 WALL SITE PLAN AND PROFILE 5 C-3 WALL SECTION C-4 WAlL DETAILS 7 C-5 PANEL DETAILS C-6 DRAINAGE PLAN AND PROFILE C-7 WAll END CONDmONS - PLAN 10 C-8 DRAINAGE ElEVATIONS 11 C-9 DRAINAGE SEClION AND DETAILS 12 C-l0 WAlL END CONDmONS - ISOMETRIC 13 L-1 PlANTING PLAN ~ LOCATION MAP FINAL PLANS FOIR COIN! S1rIRIl.DCl'ION BY I I ONE INCH AT FULL SCALE IF NOT, SCALE ACCORDINGLY ENGINEEFUNG PlANNING ENVIRONMENTAL ~CES PRO..ECT NAME CITY OF PORT ANGELES PORT ANGELES LANDFILL SLOPE STABILIZATION . PORT ANGELES. WASHINGTON COVER SHEET H 2 4 I DJ'tlES: to/OQ/07 DRA'MNG NO 1 OF 13 G1 I I; lj; g Ii ! /::, 1 RE>lSlOHS MOOIFY NOTES ! ~ A B c o MINIMUM EROSION CONTROL AND SEDIMENTATION CONTROL REQUIREMENT: GENERAL NOTES: 1. AlL WORJ<MANSHIP AND MATERIAlS SHAlL CONfORlot TO THE MOST CURRENT STANDARD SPECIF1CATIONS fOR ROAD, BRIDGE AND llUNIClPAL CONSTRUCTION PREPARED BY WSDOT AND APWA AS ADOPTED BY THE CITY (J' PORT ANlRES DEPARTMENT (J' PUBUC WORKS (PADP"" 2. ANY REV1S1ONS TO THE ACCEPTED CONSTRUCTION PLANS SHAlL BE REV1E'/lBl AND APPROVED BY THE PADPW PRIOR TO IllPlEllENTATION IN THE FIELD. 3. THE CONlRACTDR SHAlL MAINTAIN A SET OF THE ACCEPTED CONSTRUCTION DRAlllNGS ON SITE AT AlL TIMES I\liILE CONSTRUCTION IS IN PROGRESS. 4. -NOT USED- THE fOll.OVllNG EROSION AND SEDlllENTATION CONlROL (ESe) NOTES APPLY TO AlL CONSTRUCTION SITE ACTIvmES AT All. TIllES, UNLESS OlHERVIlSE SPECIFIED ON THESE PLANS. 1 THE CONlRACTOR SHAlL BE RESPONSIBLE AT AlL TIMES fOR PREVENTING SILT-LADEN RUNa'f fROM D1SOiARGlNG fROll THE PROJECT SITE. fAILURE BY THE CONlRACTDR CAN RESULT IN A FINE. THE lI::SlGNATED TEllPORARY CONTACT PERSON llUST BE AVAILABLE fOR CONTACT BY TELEPHONE ON A 24-HOUR BASIS tHROUGHOUT CONSTRUCTION AND UNTIL THE PROJECT HAS BEEN COMPLETED AND ACCEPTED BY THE CITY. 2. THE IMPLEMENTATION Of THESE ESC PLANS AND THE CONSTRUCTION MAINTENANCE. REPLACEMENT, AND UPGRADING Of THESE fAClUTIES IS THE RESPONSlBIUTY Of THE CONlRACTOR fROll THE BEGINNING Of CONSlRUCTION UNTIL AlL CONSTRUCTION IS COMPLETED AND ACCEPTED BY THE PAIlPl'L AND THE SITE IS STABIUZED. 3. STABIUZATION AND SEDIMENT lllAPPING. All. EXPOSED AND UNWORKED SOIlS, INCLUDING SOIL STOCKPILES, SHAlL BE STolIllUZED BY SUITolIlLE APPUCA110N Of BMPS WHICH PROTECT SOIL fROM THE EROSM: fORCES Of RAINDROP IMPACT AND fLOWING WATER. APPUColIlLE PRACI1CES INCLUDE, BUT ARE NOT UIIITED TO, VEGETATIVE ESTABUSHMENT, MULCHING, PLAS11C COVERING, AND THE EARLY APPUCA110N OF GRAVEL BASE ON AREAS TO BE PAVED. fROM OCTOBER 1 TO APRIL 30, NO SOILS SHAlL REMAIN UNSTABlUZED fOR MORE THAN 2 DAYS. fROM MAY 1 TO SEPTEMBER 30, NO SOIlS SHAlL REMAIN UNSTABlUZED fOR MORE THAN 7 DAYS AT AlL TIMES OF THE YEAR, THE CON1RACTDR SHAlL HAVE SUmCIENT MATERIALS, EQUIPMENT. AND LolIlOR ON-SITE TO STolIllUZE AND PREVENT EROSION fROM AlL DENUDED AREAS WITHIN 12 HOURS AS SITE AND WEATHER CONDmONS DICTATE. 4 PROTECTION Of ADJACENT PROPERTIES. ADJACENT PROPERTIES SHAlL BE PROTECTED fROM SEDIMENT DEPOSmON BY APPROPRIATE USE OF VEGETATIVE BUffER STRIPS, SEDIMENT BARRIERS OR FILTERS, DIKES OR IIULCH1NG, OR BY A COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS. 5. TIMING AND STABIUZATION Of SEDIMENT lRAPPlNG MEASUREs. SEDIMENT PONDS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS, AND OTHER BliPS INTENDED TO lRAP SEDIMENT ON SITE SHAlL BE CONSTRUCTED AS A FIRST STEP IN GRADING. THESE BMPS SHAlL BE fUNCTIONAL BEfORE LAND DISTURBING ACTM11ES TAKE PLACE. EARTHEN STRUCTURES SUCH AS DAMS, DIKES, AND DIVERSIONS SHAlL BE STABlUZED ACCORDING TO THE TIMING INDICATED IN ITEM (1) ABOVE. 6. CONTROWNG Off-SITE EROSION. PROPERTIES AND WATERWAYS DOWNSTREAM fROM DEVELOPMENT SITES SHAlL BE PROTECTED fROII EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY, AND PEAK fLOW RATE OF STORMWATER RUNOff fROM THE DEVELOPMENT SITE BY THE IMPLEllENTATlON Of APPROPRIATE BliPS TO IIINIMIZE ADVERSE DOWNSTREAM IMPACTS. 7. STABIUZATlON Of TEMPORARY CONVEYANCE CHANNELS AND OUTLETS. AlL TEMPORARY ON-SITE CONVEYANCE CHANNELS SHAlL BE DESIGNED, CONSTRUCTED, AND STolIllUZED TO PREVENT EROSION fROt.l THE EXPECTED fLOW VELOCITY fROM A 2-YEAR FREQUENCY, 24-HOUR DURATION STORII fOR THE POST-DEVELOPMENT CONDmON. STABIUZATION ADEQUATE TO PREVENT EROSION Of O\1lLElS, ADJACENT STREAMBANKS, SLOPES, AND DOWNSTREAM REACHES SHAlL BE PROVIDED AT THE om OF AlL CONVEYANCE SYSTEMS. 8 STORM DRAIN INlET PROTECTION ALL STORM DRAIN INLETS MADE OPERolIlLE DURING CONSTRUCTION SHAlL BE PROTECTED SO THAT STORMWATER RUNOFf SHAlL NOT ENTER 11lE CONVEYANCE SYSTEM WITHOUT FIRST BEING FlLTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. AfTER PROPER WRiTTEN APPUCATION, THE REQUIREMENT FOR INlET PROTECTION MAY BE WJJVED BY THE DIRECTOR ON A SITE-SPECIFIC BASIS WHEN 11lE CONVEYANCE SYSTEM DOWNSTREAM OF THE INLET DISCHARGES TO AN APPROPRIATE SEDIMENT CONTAINMENT BMP AND THE CONVEYANCE SYSTEM CAN BE ADEQUATELY CLEANED fOLLOWING SITE STolIlIUZATION. 9. UNDERGROUND U11UTY CONSTRUcnON. THE CONSTRUCTION Of UNDERGROUND U11UTY UNES SHAlL BE UMlTED, WHERE fEASlllI.[, TO NO 1I0RE THAN 500 fEET Of OPEN TRENCH AT Mff ONE TillE. WHERE CONSISTENT WI1H SAFETY AND SPACE CONSIDERATIONS, EXCAVATED MATERIAL SHAlL BE PLACED ON THE UPHILL SIDE Of THE TRENCH DEWATERING DEVICES SHAlL DISCHARGE TO AN APPROPRIATE SEDIMENT TRAP OR POND, PRECEDED BY ADEQUATE ENERGY DISSIPATION, PRIOR TO RUNOff LEAVING THE SITE. 10. CONSTRUCTED ACCESS ROUTES WHEREVER CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVEO ROADS, PROVISIONS MUST BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT (MUD) ONTO THE PAVED ROAD BY USE Of APPROPRIATE BMPS SUCH AS A STolIllUZED CONSTRUCTION ENTRANCE If SEDIMENT IS lRANSPORTED ONTO A ROAD SURFACE. THE ROADS SHAlL BE CLEANED THOROUGHLY, AS A IIlNIMUM, AT THE END OF EACH DAY SEDIMENT SHAlL BE REMOVED fROM ROADS BY SHOI'EUNG OR SWEEPING AND BE lRANSPORTED TO A CONlROLLED smlMENT OISPOSAL AREA. STREET WASHING SHALL BE AlLOWED ONLY AfTER SEDIMENT IS REIIOVED IN THIS MANNER. 11. REMOVAL Of TEMPORARY BMPS. All. TENPORARY EROSION AND SEDIMENT CONTROL BMPS SHAlL BE REMOVED WITHlN 30 DAYS AFTER FINAL SITE STABIUZATlON IS ACHIEVED OR AfTER THE TEMPORARY BMPS ARE NO LONGER NEEDED. lRAPPED SEDIMENT SHAlL BE REMOVED OR STABIUZED ON-SITE DISTURBED SOIL AREAS RESULTING fROM REMOVAL OF TEllPORARY BliPS SHALL BE PERMANENTLY STABlUZED. 12. DEWATERING CONSTRUCTION SITES DEWAIERING DEVICES SHAlL DISCHARGE INTO AN APPROPRIATE SEDIMENT lRAP OR POND, DESIGNED TO ACCEPT SUCH A DISCHARGE. PRECEDED BY ADEQUATE ENERGY OlSSlPA11ON, PRIOR TO RUNOff LEAVING THE SITE. 13. CONlROL OF POLLUTANTS OTHER THAN SEDIMENT ON CONSTRUcnON SITES. AlL POLLUTANTS OTHER THAN SEDIMENT THAT OCCUR Ot.l SITE DURING CONSTRUCTION SHAlL BE HANDLED AND LEGAlLY DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORM OR SURFACE WATERS. POLLUTANTS OF CONCERN INCLUDE, BUT PRE NOT UMITED TO, fUELS, LUBRICANTS, S1DLVENTS, CONCRETE BYPRODUC1S, AND CONSTRUCTION MATERIALS. '4 INSPECTION. AlL EROSION AND SEDlIlENTATlON CONTROL IlEASURES SHALL BE INSPECTED BY THE OWNER AND/OR CONTRACTOR ON A fREQUENT BASIS AND IMMEDIATELY AfTER EACH RAINFAlL, AND MAINTAINED AS NECESSARY TO INSURE THEIR CONTINUED fUNCTIONING AlL SEDIMENT MUST BE REMOVED fROM SILT fENCES, STRAW BALES, SEDIMENT PONDS, ETC. PRIOR TO THE SEDIMENT REACHING 1/2 lIS MAXIMUM POTENTIAL DEPTH. 15. MAINTENANCE. AlL TEMPORARY AND PERMANENT EROSION AND SEDIMENT CONlRDL BMPS SHALL BE MAINTAINED AND REPAIRED AS NEEDED TO ASSURE CONTINUED PERFORMANCE OF THEIR INTENDED fUNCTION. THE CONlRACTOR SHAlL BE RESPONSIBLE FOR ASSURING THAT Mff SUCH FACIU11ES DAMAGED DURING fLOODS, STORMS, OR OTHER ADVERSE WEATHER CONOmoNS PRE IMMEDIATELY RETURNED TO NORMAL OPERATING CONDmoN. 5. THE CONlRACTOR SHAlL BE RESPONSIBLE FOR PROVIDING ADEOUA TE lRAmC CONlROL AT AlL TIMES DURING CONSTRUCTION ALONGSIDE OR VIlTHIN AlL PUBUC ROADWAYS, lRAFFlC flOW ON EXISTING PUBUC ROADWAYS SHALL BE MAINTAINED AT AlL TIMEs. UNLESS PERIIlSSlON IS OBTAINED fROt.l THE PADPW fOR ROAD CLOSURE AND/OR DETOURS. 6. THE LOCATIONS Of EXISTING UTIUT1ES ON THIS PLAN IS APPROlOMATE ONLY THE CONlRACTDR SHAlL CONlRACT THE .UNDERGROUND LOCATE" CENTER AT PH: l-flO()-424-5555, AND NON-SUBSCRIBING INDIVlOUAL UTIUTY COMPANIES 4B HOURS IN ADVANCE Of THE COMMENCEMENT (J' ANY CONSlRUClION ACTIVITY THE CONlRACTOR SHAlL PROVIDE FOR PROTECTION (J' EXISTING UTIU11ES fROt.l DAMAGE CAUSED BY THE CONlRACTOR'S OPERATIONS. 7. WAlL DESIGN CRITERIA IS PER RECOMMENDATIONS Of THE GEOTECHNICAL REPORT CONTAINED IN APPENDIX B OF THE CONlRACT DOCUMENTS. DESIGN LOADS. BACKSLOPE ANGLE: LEVEL ACTIVE PRESSURE' 30 PCf (ABOVE DRIllED SHAFTS) ACTIVE PRESSURE. 1 B PCF (BROW DRIllED SHAFTS) PASSIVE PRESSURE: 250 PCF SElSllIC PRESSURE. 6xH (PCf) H-HElGHT (J' WAll. (n) 8. CONlRACTDR SHAlL fOLLOW THE PROVISIONS SET fORTH IN THE HYDRAUUC PROJECT APPROVAL DOCUMENT (APPENDIX E) AND THE PERMIT COMPUANCE PLAN. GRADING NOTES: 1. THE CONlRACTOR SHALL NOTIfY THE ENOINEER IN THE EVENT OR DISCOVERY OF POOR SOILs. GROUNDWATER, OR DISCREPANCIES IN THE EXISTING CONDITIONS AS NOTED ON THE PLANs. 2. UNlESS OlHERlllSE SPECIFIED, AlL EMBANKMENTS IN THE PLAN SET SHAll. BE CONSTRUCTED IN ACCORDANCE VIlTH SECTION 2-D3.3(H)B Of THE WSDOT STANDARD SPECIFICATIONS. EMBANKMENT COMPACTIONS SHAll. CONFORM TO SECTION 2-03.3(14)C, METHDO B Of SAID STANDPRD SPEClACATIONS 3. EMBANKMENTS DESIGNED TO IMPOUND WATER SHAlL BE COMPACTED TO 95" MAXlIIUM DENSITY PER SECTION 2-C3.3(14)C, IIETHOD C (J' WSDOT STANDARD SPECIF1CATIONS. SLOPE RESTORATION NOTES: All. If REfUSE IS VISIBLE ON SURfACE AfTER EXCAVATION OF SLOPE, THE SLOPE L.D. SHAlL BE OVEREXCAVATED 1 fOCT AND 1 FOOT Of TOPSOIL TYPE C SHALL BE SPREAD ON THE SURfACE Of THE SLOPE. IF REfUSE IS NOT VISIBLE, NO TOPson. IS REQUIRED. 2. -NOT USED- & 3. DISTURBED SUOPE SHAll. BE SEEDED AND fERTIUZED PRIOR TO BEING COVERED VIlTH AN EROSION CONlROL BLANKET AND PRIOR TO PLAOEIIENT OF THE EROSION CONlROL ROlL DAM. 4. EROSION CONlROL BLANKET AND EROSION CONlROL ROLL DAM SHALL BE INSTALLED PER THE PLANS, SPECIAL PROVISIONS, AND MANUfACTURER'S RECOllMENDA liONS. & E F ABBREVIATIONS CB CATCH BASIN DIA DIAMETER EAST R OR ELEV ELEVATION nOR' fEET HP HIGH POINT INV INVERT ELEVATION L LENGTH Lf UNEAR fEET MH MANHOLE MAX MAXIMUM 11I101 MINIMUM N NORTH STA 0+00 STATION NUMBER TYP TYPICAL CO CLEAN OUT IN OR . INCHES HOPE HIGH DENSITY POLYETHYl.ENE UO LEACHATE DRAIN lI: PERCENT CPEC CORRUGATED POLYETHYl.ENE PIPE SO STORM DRAIN MHHW MEAN HIGH HIGH WATER O.C. ON CENTER MW MONITORING WElL ~ OENTERUNE RT RIGHT OFfSET LT LEFT OFFSET BOT. BOTTOM PSI POUNDS-FORCE PER SOUARE INCH xx.xx SUOPE - HORlZONTAL-vERTlCAL DIAMETER TYP TYPICAL GA GAUGE PB PUll BOX THE CONTRACTOR SHOULD EXPECT VARYING CONDITIONS WITHIN THE PROJECT SITE AND ANTICIPATE THE COSTS OF WORKING IN THESE CONDITIONS. ~ G H LEGEND TOE ARMOR BACKBEACH BERM BEACH NOURISHMENT UPPER TIER ROCK ARMOR BEDDING STONE EXISTING MATERIAL fiLL MATERIAL EROSION CONlRCL BLANKET CONCRETE - - - 612 - - - - - EXISTING CONTOUR ORIGINAL GRADE (CROSS SECTIONS) CENTER UNE Of SURfACE WATER DITCH CULVERT - - - - - CLEARING UMIIS - - - -- - - - -- -- - MHHW UNE -SO-SD-- EXISl1NG STORII DRAIN -0-0-0- SILT fENCE -G-- -G-- EXISTING 0f0S COll.ECTION UNE - LDP- EX1ST1NG LEACHATE COUEC11ON DRAIN UNE -LTP- EXISl1NG LEACHATE TRANSMlSSION DRAIN UNE EXISl1NG CLEANOUT COLLECTION LINE EI EXISl1NG CATCH BASIN EI PROPOSED CATCH BASIN €rn GRAVEL CHECK DAM @ GROUNDWATER MONITORING WELL PIPE CAP/PLUG "* TREE/PlANT o PULL BOX DETAil AND SECTION DESIGNATION ~IHDICATES DETAIL ~NUMBER : INDICATES DRAWJNG/Stm WHERE DETAIL IS SHOWN ~ STANDARD DETAIL INDICATES DETAIL NUIIBER 1 TYPICAl \ DETAIL r1\ NO SCAU: 4 INDICATES DRAWlNG/SHEET J WHERE DETAIL IS REFERRED TO HORIZONTAL DAlUM: NAD B.3/91 VERTICAL DAlUM; NAW BB DAlE BY 2BMAR06 S'Ml I I ONE INCH AT FULL SCALE. IF NOT, SCALE ACCORDINGLY S. DORAU STOCKMAN ..t:f .J<B MHHW EL.. 6.6.3 MllW EL: 0.4.3 PRD,ECT NNoIE ~RB$O ~ ~ALIICEffC!S CITY OF PORT ANGELES PORT ANGELES LANDFILL SLOPE STABILIZATION PORT ANGELES, WASHINGTON ~INDICATES SECTION ~ :TES DRAWING/SHEET WHERE SECTION IS SHOWN ~DETAIL OR SECTION APPEARS ON THE SAME DRAWING/SHEET INDICATES SECTION LETTERl ~ \ SECTION /1i:\ NO SCALE 5 INDICATES DRAWlNG/Stm J WHERE SECTION IS REfERRED TO FINAL PLANS fOIR CONlS'll"RUCTI LEGEND, ABBREVIATIONS & NOTES DRAIlINO NO. 2 OF 13 2 I I I I I I I I ! l- I' I I I' f: I: ! i r I I I I I i I I, I ! ! i G2 , I 4 I f ! i f , I I I I ( I , 1 5 I ! I I , I j ! " j a: ~ ~ .. o ~ ~ o .. M o ~ " Z o . ~ M I M I "'''' l:jt.. a~ ~ ... ~ REVISIONS ~ ~ ~ ~ A B o c ~ Strait of Juan de Fuca :U~N:~RENCEl o~WAl~ED "J'trall oJ JUdn de Fucn __ 34 oct RT OFFSET -----_______ -- 0__ 9+00 -______ -~ ::..-~ 10+00 __ -; ~ ----'0___ -1;:--- I--~oc:. - ~ ..---/ _-or- 1/ - --- _ ~~\Ir=-==--=-----C\ _/ /1 ~ ~r-__~- '///) - ____ --- ' STORY DRAIN /' / / 0' ----- ~ \~ X =7 '1 '" '\ \ \ \\\ I I /, \ '\ I \\ I \ :; I I " / )1/ D ,,_____,so I ,II', · I I I D...-____ \ ( I \\';\ ~I \ / I (1 Irr-f"_:~ \ I ) \ )1 \\ Q I' III / / /) I i -- I ~ / j I';: ~\: \\ I I~ / / / ) / J ) ljD I / I~ \\\ \ \~ ) 11(/ II? / / I ~J ~20 ,/0 )1 ":~~~* I~III ~ mr.\ ) ! / \ ~ \ 1\1 II ;i~0010\5+~ \ \ \\1 I II, I FFl:sI:TI SO:OORT\.. I \ 1 l \ I /J f' \ I I i/ ~:r,;,;\ WA!Dl OOCH ~ (,,-_/ \ \ I r{) \ \ ~ J \ I ~ -(~ \ \ \ I ( \0rrsEi '~9 RT ! \\,/ j r: '>/ \:1 'Vo I 'f. j ,; III 1/, "'" """ \ I E F --- -0 --------- S60ro"O"E I 13+00 [ "HHW UNE ------+--. __~ _1-4+00_ _ _ ~ -1 -- __.]5+00 50 ~ .0 o /00 ,,^ 'JO J20 -J:; , 10 ~ ..)h"''':::~ c J,______ Joo '" GRAVEL CHECK DAY STA. 14+09 OF'F$ET 151 73 RT ----140____ PLAN ~ , 100 SCAlE IN FEET I I I T--- - --- --- --- FINISHED GRADE I' C R OVER PIPE , o 50 o MHHW UNE DRAINAGE PIPE SECTION DAIT DE"'rE~LKIND DA"'" V STOCKMAN -EF CHCKD JKB APPRO'w'ED ..l:F BY I I ONE INCH AT FULL SCALE IF NOT SCALE ACCORDINGLY ON2191013P05T04C-04 JOB No 255-2191-013 0504 DAIT FEBRUARY 2006 -- JOINTS IN FILTER FABRIC SHAll. BE SPUCED AT POSTS USE STAPUES, WIRE RINGS DR EQUIVAUENT TO ATTACH FABRIC TO POSTS II II tJ 6' MAX POST SPACING MAY BE INCREASED TO B' IF WIRE BACKING IS USED NOTE FILTER FABRIC FENCES SHALL BE INSTAlUED ALONG CONTOURS WHENEVER POSSIBLE PRo..ECT NAt.fE CITY OF PORT ANGELES ENGINEERING PLANNING ENVlRONMENTALSClENCES PORT ANGELES LANDFILL SLOPE STABILIZATION PORT ANGELES, WASHINGTON G H NOTE, CONTRACTOR SHALL CONSTRUCT A BERM ON THE BEACH TO PREVENT SEA WATER FROM ENTERING mY TRENCHES CONSTRUCTED ON THE BEACH THE BERM SHALL BE OF SUFFICIENT HEIGHT TO PREVENT THE MAXIMUM TIDE AND WAVE ACTION EXPECTED DURING THE CONSTRUCTION DURATION FROM ENTERING THE TRENCH <~- ~ / FILTER FABRIC 2"x2" BY 14 Go WIRE OR EOUIVALENT, IF STANDARD STRENGTH FABRIC USED MINIMUM 4"x4" TRENCH LJ BACKFlU TRENCH WITH NATIVE SOIL DR 3/4"-1 1/2" WASHED GRAVEL ~2"X4" WOOD POSTS, STEEL FENCE POSTS, REBAR OR EQUIVALENT SILT FENCE DETAIL 15\ NO SCAlE FINAL PLANS FOIR COINI S1J"lRll.IlClrION EARTHWORK I GRADING PLAN 2 n I II lr-~ U 4 z S! ;,. I EXPRD< IO/lKJ!07 DRA'MNG NO 3 OF 13 C1 WALL REFERENCE AUGN~ENT -------- ---- ---- STA 9+00 00 N 425217 J4 E 984320 69 +00 ---=---==.-_ ~ 10+00 ---------'--10 -~ ~ ----- ---- J 0 3'~RAVEL ACCESS ~~, @-- ,_ ./ /. ") // ~ (,// a"Vr- -<'" /, lO, ~ '.7'- 'j() 1 I ~ "'----- ) ') (lO I!!(l'~c; iI//I}}I- 1(: / / / / / )) / IV/ / / / // / h :11I, / / \ V JII!( (/\) 1/\ /q \' I V \ /! )!/ \ I II I 1,\ \ /)f" I J/" \ /-f~\ I Z "", \ A .---- -----) -- / ______ ~ ----../ _--7- II --------________. \ \ r-=-=~_O\ _~ /I} ----- ________ \' PROPOSID STORt.LORAiN " ~ / I ____ ------ ):lOT llN CONTRACT \/ / a' ________ \\ '\, "/ L/.. ________. ------ \\1 ';';1(/-7 '" \\\;:\; ~I i /, \ \ \ \ \ \\\ 0' I ! 1\ \ \ \~\ ,~' \ I I \ \\ \\ Qi \ ~ I / / /: \~\ I \ I / i / / I' \\\ I \\ / / / / \ \\1 \ \ / c5' / / jpRO~OSED\ ~EVI. ROAD \ / ~ rOT~~ CO~\f \ / / /)- \\~\\ ~ / ! / ') \ ~ \ I: ( ( .( I\~\ 1'1 , / J,,) \\""- "'\ 28 ---- - B c D ---.0 Strait of'Juan de Fuca Strait of JU~1n de rU(.a PROPOSED DRAINAGE PIPE LOCATION (BEHIND WALL) --- ---0 E F MHHW LINE 14+00 =+-'='-- ~ -- 10 15+00 r STA 16+0000 N 42486790 E 984927 23 16+00 -~-~- :a\)---: &-WAfER-lJ 4 q~ 90 100 , 110 ~~ ~j~'" -~ ?C:o~--_ :C': '"'--~ PROPOSED SURFACE ( --> WATER DITCH ('" ------ ~ /. I o =-- ~ ~:~O ._1~ ---130 ~ / ----1"'1'1 PLAN ~ , BO SCALE IN fEET 40 o o o 00.... Z+'" 0_ -0 ",,024 -- ~~~ -- I - r ------r MANHOLIE j ___M~~~:'NG _ ~Mv 0~2 ~~_ 1 1 i MONITORI~ WEL~ ----1-- ----- , , , i i --- _ _ ..----- i I !CLIEAN-OUT a ~ I z II 20 16 ~ . ... I 12 - D ~ ~ I N 15 BOT OF W~ ELEV 6 63 . ~ ,., o Q N ~ .. X :g ~ ~I ~ ",ul ~t.. ~~ 06lllId NAVD88 0 10+00 ~ . - 6 REVISIONS DATE "' ~ ~ S ~ 558 Lf 11+00 12+00 13+00 14+00 15+00 PROFILE HORZ 1"=40' VERT 1"=4' BY DESIGNED S OORAU ..... V STOCKMAN JEF CHECK D JKB APPROVED JEF I i ONE INCH AT FULL SCALE IF NOT, SCALE ACCORDINGLY ON2191013P05T04C-01 JOB No. 255-2191-013 0504 DATE FEBRUARY 2006 PROPOSED 6"' HOPE PIPE _ _ _ ~ _ ==--- -- - - - ~ ~----~-----------=-=--=--==-~~-===----- -=--~ ~~ =---:::::::::::::-==::-----=------ -----..---=:.:---: ~ ~==::~~-=====-== -===--- - ----- --- ---=- --------.- ----=---=::::::::--~~-----........ ----=::::---=:::---.---- -- ~ --=- -- .......... - - --- --:------ " ~-~~~ ----- ----- "'" """"\ \ ------------ ) ------\ ((? \" \ "'- ',,,,,- ~> '" cu 30 ou On A..:'. RlIIG u~ 100 120 , -t-- -- - i I ! I , I __L__ __; _ _ _____~ ___ I 1 I I' i 1 1 I 1 I 1 I i i I i I I i I , Ii, I I I ---~-- tl- ' i I i i , I ___--1________ ___J_______ __________ I I I I , I I i 1 16+00 17+00 PRQ..ECT NANE CITY OF PORT ANGELES PORT ANGELES LANDFILL SLOPE STABILIZATION PORT ANGELES. WASHINGTON ~ llv'J. ~- G H 9 10-- 2 --- ---- - -e:-- ..-/ / ./ --- / / / / , / SEE SHEET C4 FOR PILE LOCATION SCHEDULE. @PRIMAR'f PILlE INDEX @SECONOARY PILlE INDEX NOTE: 1 MHHW LINE IS AS DEFlNED BY 2/15/05 NT1 SURVEY 2 MONITORING WELLS ARE TO REMAIN IF llAMAGED DURING CONSTRUCTION, CONTRACTOR SHAlL BE RESPONSIBLIE fOR COST OF REPLACEMENT 3 SITE BENCHMARK - MONITORING WEll. #1, REFERENCE ELEVATION 1287 18+00 4 FINAL PLANS IFOIR CON STIRIUlCTIOINI I ElCPIO; 10/00/07 DRAWING NO 4 OF 13 WALL SITE PLAN AND PROFILE C2 ~ ~ c :ll ~ '" : I ~ & N is ~'" ~~ E t on SEE SHEET L1 FOR lANDSCAPING PLAN. A B c D E ~ F '\. "- "- '\. '\. "- "- \ \ . , '\. """ "- "- '\. \ \ " \ '\. "'~t zV> g~ 15 '-STAPLE/STAKE '-"I EROSION CONTROL BLANKET DETAIL .cD -~ CONDUlT AND PRESSURE PIPE S" srm CASING W/ MONUMENT CIV' EL 26.S 2" SCHD 40 PVC BlANK '\. "\, ~ ~ S" PRECAST @ ~ CONCRETE PANEL 6 ,.\ SEE DETAILS C5 I W24.104 STEEL SECnON ! ~ W/ COAL TAR EPOXY COAnNG C4 SEE DETAILS I I aAV MODIfIED SOIL DAM E@ EROSION CONTROL BLANKET PLACEMENT DETAIL 19\ NO SCALE TYP '" I ;., NHHW (663' NAVDSS) --- --. NOTE: I -- - - - - &, ~ENT OF EROSION CONIROL BlANKET SIW.L ONLY SE AllER - - _ PlACEMENT OF SEED AND FERnUZER. PlACENENT SHAll. BE PER MANUfACTURER'S RECOMMENOATlONS. b. 2. EROSION CONTROL BlANKET SHAll. BE INSTALLED FROM TOP OF SLOPE ill DOWN BY ANCHORING THE BLANKET IN A 6 INCH DEEP BY SIX INCH WIDE TRENCH WITH TWELVE INCHES Of BlANKET EXlENOED BEYONlllHE UP-SLOPE PORTION OF lHE TRENCH. BLANKET SHAU. BE ANCHORED WITH A ROW Of STAPLES/STAKES TWELVE INCHES APART IN lHE aarrOll OF THE TRENCH. TRENCH SHAll. BE BACKFILLED AND COMPACTED AF1ER STAPUNG. SEED SHAll. BE APPUED TO COMPACTED SOIL AND REMAINING TWELVE INCH PORnDN Of BlANKET SHAll. BED FOLDED BACK OVER SEED AND COMPACTED SOIL BlANKET SHAll. BE SECURED (MR COIIPACTED SOIL WITH A ROW OF STAPLES/STAKES SPACED TWElVE INCHES (J.fNfr ACROSS lHE WIDTH OF lHE BlANKET. 3. BlANKETS SHAll. BE ROLLED DOWN THE SLOPE. ALL BlANKETS SHAll. BE SECURELY FASTENED TO lHE SOIL SURFAICE BY PlACING STAPLES/STAKES IN LOCATIONS AS SHOWN ON THE PLANS 4. THE EDGES OF PARAlilL BlANKETS MUST BE STAPIID WITH A MINIMUM OF TWO INCHES OF OVERLAP OR AS RElXlNMENDED BY MANUfACTURER. S. CONSECUTIVE BLANKETS SIW.L BE SPUCED END OVER END (SHINGLE STYLE) WITH A MINIMUM Of THREE INCHES OF fNfIIiAP. STAPLES SHALL BE PLACED lHROUGH OVERLAPPED AREA AT A TWELVE INCH SPACING ACROSS THE ENllRE BlANKET WIDTH. 6. IN fIRM SOIL CONDmONS. STAPLES OR STN<ES SIW.l BE A MINIMUM Of SIX INCHES IN LENGTH. IN LOOSE SOIL CONDlllONS. STAPLES OR STAKES SHALL BE A MINIMUM OF 12 INCHES IN LENGTH OR AS NECESSARY TO PROPERLY SECURE THE BlANKETS. 7. IF REFUSE IS VISIBLE ON SURfAa: AflER EXCAVATION Of SLOPE. THE l' SLOPE SHALL BE OVEREXCAVATED 1 FOOT AND 1 FOOT Of TOPSOIL TYPE C ill SHALL BE SPREAD ON THE SURFACE Of THE SLOPE. IF REFUSE IS NOT VISIBLE, NO TOPSOIL IS REQUIRED. S GRAVEL BACKFILL MA1ER1AL SHALL MEET THE REQl!REMENTS OF WSDOT STANDARD SPECIFICATIONS SECTION 9-03.12(2). FINAL PLANS FOR CONSTRUCTiON 10 ~ 20'-0" '36",20' DRIllED SHAFTffi ~~..\'~ CONCRETE ~ +/- 32'-0' (SEE PILE SCHEDULE ON SHEET C4) WALL SECTION 1/4"=1'-0' ~ TYP WALL SECTION PROo.f;CT H_ CITY OF PORT ANGELES PORT ANGELES LANDFILL SLOPE STABILIZATION PORT ANGELES, WASHINGTON H 10~ DRA"'HG NO 5 OF 13 I ! J I i, ! f ! I I ! 2 I i i I ; , i f , t ! t I' ! I' L , t I I' 1 4 , I i f , , ! I ~ , , ; f " A NOTE: 1 STEEL W-SECTlONS SHALL 8E COATED WITH A COAL TAR EPOXY COATING FOR THE EXPOSED PORTION PLUS THE TOP 6" OF THE EM8EDDED PORTION 2 PLACEMENT OF W-SECTlONS SHALL 8E WITHIN I" OF PLAN LOCATION AT THE TOP OF THE DRILLED SHAFT W-SECTlONS SHAlL 8E INSTALLED SUCH THAT THEY ARE NO MORE THAN I" OUT OF PLUM8 AS MEASURED FROM THE TOP OF THE DRILLED SHAFT TO THE TOP OF THE W-SECTION NO ADJACENT W-SECTlON CENTERLINE SEPARATION SHALL VAfff FROM THE SEPARATION SHOWN ON THE PLANS g( />N'I MORE THAN 2" ALONG THE FUll. HEIGHT OF THE EXPOSED PORTIONS OF THE W-SECTlONS 3 PLACEMENT OF THE CONCRETE PANELS SHALL 8E SUCH THAT THE JOINT TAPE IS IN UNIFORM COMPRESSION AROUND THE PERIMETER OF THE PANEL AND WITHIN +/-l" OF CENTERED 8ETWEEN W-SECTIDNS 4 SECONDARY DRILLED SHAFTS SHAlL 8E DRILLED. nll.ED WITH CONCRETE, AND SUmCIENTLY CURED PRIOR TO DRILLING PRIMARY PILES 5 CONTRACTOR SHALL PROVIDE TlEMPORARY 8RACING, SHORING, SLOPE PROTECTION. AND OTHER NECESSARY SAFETY MEASURES DURING ALL PHASES OF CONSTRUCTION 6 All. STRUCTURAL STEEL SHALL 8E AASHTO U 270. GRADE 36 PILE ll. I .-- I , \0 I in EB A36 W24xl04 EM8EDED IN PILE W/ COAL TAR EPOXY COATING SEE DETAIL on ~ ~ '* ~ ~I II " I 1 b ,I o '" .. N on o on o c o . V> i ~t~1 ,I~I -L~J: L..::.- - I .0 .. ~ i o vi vi ~1.. ...~ ~~ WALL SECTION 1/4"=1'-0" E ~ on on ~ S REVISIONS DATE BY DESIGNED S DORAU DRAVtN S DORAU JEF CHECKED JK8 APPROVED JEF 6 ~ B c CONCRETE AND RELATED ITEMS: (THE FOll.OWlNG NOTlES APPLY ONLY TO THE CONCRETE WORK FOR THE PILES) CONCRETE WORK SHALL CONFORU TO ALL REOUIREMENTS OF ACI 301-99. STANDARD SPECIFICATIONS FOR STRUCTURAl CONCRETE, PU8L1SHED BY THE AMERICAN CONCRETE INSTITUTE, DETROIT. MICHIGAN. EXCEPT AS MODIFIED BY THE REOUIREMENTS OF THESE CONTRACT DOCUMENTS CONCRETE SHALL HAVE A UINIMUU COUPRESSIVE S1RENGTH OF 4,000 PSI AT 28 DAYS FOR THE PRIMAfff PILES AND A MINIMUU COMPRESSIVE STRENGTH OF 2,000 PSI AT 28 DAYS FOR THE SECONDAfff PILES CONCRETE REINFORCING STEEL SHALL 8E EPOXY COATED AND OF DOMESTIC MANUFACTURE AND SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615, GRADE 60 4. DETAILING OF CONCRETE REINFORCEMENT AND ACCESSORIES SHALL 8E IN ACCORDANCE WITH ACI PU8L1CATlON 315 MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL 8E I" UNLESS NOTlED OTHERWISE DO NOT IMPOSE SERVICE LOADS (. e PLACING WALL PANELS. ETC) UNTIL THE CONCRETE HAS REACHED ITS SPECIFIED MINIMUM COMPRESSIVE STRENGTH 7. WELDING OF REINFORCING BARS SHALL NOT 8E PERMmED PRECAST CONCRETE PANEL~ SEE DETAILS C5 .36" PRIMARY PILE (4.000 pSI) ~"x3" SHEAR STUD 555" MAX SPACING 1YP BOTH SIDES OF FLANGE fB\ C3 I I ONE INCH AT FULL SCALE IF NOT. SCA.LE ACCORDINGLY DN2191D13PD5T04C-02 JOB No 255-2191-013 0504 DATE FE8RUARY 2006 o E ~DOU8LE LAYER OF PARA JT W-SECTlON ElASTOMERIC JOINT TAPE (2 - ~2") APPLY TO BACK-SIDE OF . ',.. FLANGE, FULL HEIGHT. TVP -,;-'.--~...".~ ':I~"\,""/ I ' WALL PANEL, 1YP FLANGE SEALANT DETAIL 1/2"=1'-0" (10'\ 1YP W-SECTlON - " /WALL PANEL, TVP '/ r DOU8LE LAYER OF PARA JT ElASTOMERIC JOINT TAPE (2 - ~2") APPLY TO 80TTOM OF PANEL FULL WIDTH, 1YP 't ,- I 'J' 0 I, , ~FILL ALL LOW-SPOTS ~ ' 8ELOW PANELS W/ GROUT \.. DRILLED SHAFT, TV? PANEL BOTTOM SEALANT DETAIL 111\ 1/2"=1'-0' TYP u-' z o F ~u 0fx3" SHEAR STUD. TVP~ ':l1 CENTER ON FLANGE ~ 1>: '" A36 W24xl04 W/ SHEAR SruDS SEE DETAIL .36"x20' PRIMARY PILE (4,000 pSI) PILE & W-SECTlON 't 0fx3" SHEAR SlUD, TVP~ CENTlER ON FLANGE PILE DETAIL IT'\ 1/2"=1'-0" WAll. ll. .48"xlD' END- SECONDAfff PILE -PRECAST ffi WALL PANEL \V 3'-0" 3'-0" PILE PLACEMENT DETAIL I'T\ 1/4"=1'-0" ENGINEERING PL.ANNIHO ENVIRONMENTAL SCIENCeS F PRIMARY PILE SCHEDULE fIl36"x20', 4000 psi STATION 1 +0000 10+0600 10+1200 5 10+ 4 0 6 0 3000 7 10+36 DO o 9 10H800 10 10+5400 060 1 10+6600 13 10+72 00 14 10+7800 1 16 10+9000 17 10+96 DO 18 11+0200 1 +0 11+1400 11+ 000 1+ 60 3 11+3200 24 11+38 00 25 l1H400 6 00 27 11+5600 28 11+6 00 29 11 6800 4 0 1 11+80 00 3 11+8600 9 0 34 11+98 35 12+040 36 12+100 7 16 38 1 +2200 39 1 +2800 40 12+34 o 4 12H600 43 12+52 00 4 1 +64 46 1 +70 7 1 +76 0 o 49 12+88 50 1 +94 00 5 3+00 DO 60 53 13+1 0 54 13+18 56 13+300 57 13+360 58 13H2 5 1 60 13+5 00 61 13+6000 6 13+6600 64 13+ 8 6 13+84 6 3 67 13+ 6 68 lHO 0 69 H08 00 71 7 73 lH20 lH26 00 lH320 + 3400 RT 4 3400 RT 34 00 RT 34 00 RT 34 00 RT OFFSET 00 RT 34 00 RT 34 00 RT 34 00 RT 34 00 RT 34 00 RT o 34 00 RT 34 00 RT 00 34 00 RT 34 00 RT 34 00 RT o 34 00 RT 34 00 RT 34 00 RT 340 34 00 RT 34 00 RT 00 RT 34 00 RT 34 00 RT o 3400 R 34 00 RT 34 00 RT 34 00 RT 34 00 RT 3400 34 00 RT 3400 T 34 00 RT 34 00 RT 34 00 RT 34 00 RT 34 00 RT 34 00 RT o 340 RT 34 00 RT 34 00 RT 34 00 RT 34 00 RT 34 00 RT 34 0 34 00 RT 3400 T o RT 34 00 RT 34 00 RT 34 00 RT 34 00 RT 34 00 RT 34 00 RT 34 00 RT 00 34 00 RT 34 00 RT 34 00 RT 34 00 RT 34 00 RT 34 00 RT COORDINATES N 4 137 96 84 9037 N 4 513497 98439557 N 425131 97 98440077 9 98441116 98441636 984421 56 6 E 984431 96 E 98443716 N 4251 598 N 42512 99 N 42511999 N 42511400 N 4 511101 1 8 N 4 51050 N 4 510202 N450990 o N 4 9303 N 425090 04 N 425087 04 o N 4 5081 05 N 4 5078 06 4 05 N 425072 0 N 425069 07 N 4 5066 08 4 506 N 42506009 N 425057 09 N 425054 10 N 425048 11 N 4 504511 04 N 42503912 N 425036 13 N 425033 13 N 4 50 7 14 N 4250 4 14 N 4 50 1 15 N N 42501516 N 4 501216 4 9 N 425006 17 N 425003 18 N 425DOO 18 4 9 7 N 4 4994 19 4 4991 N 4 N 4 4 7323 N 4 970 3 4967 4 984447 56 98445 75 984457 95 984546 3 984551 53 9 E 984561 93 984567 13 E 98457 33 4 7 53 984582 73 984587 93 9845 313 984603 5 984608 7 98 6 98461912 E 984624 3 9846 9 5 9846 984639 92 E 984645 11 984650 31 9 E 984660 71 984665 91 98 6 E 98467631 984681 51 984686 71 N 4 4961 5 E 98469 0 N 4 4958 5 984702 30 N 4 4955 6 984707 50 95 6 1'1 4 4949 26 N 4946 27 4 N 424940 N 424937 8 N449349 G SECONDARY PILE SCHEDULE fIl4S"x10', 2000 psi M A8 AC A AF AG AI AJ A AM STATION + 700 0+0300 10+0 DO 10 100 10+ 700 10+3 00 1 10H 00 10+5 DO 10 0 10+6 00 10+6 DO 10+7500 1 10+8700 10+930 10 99 00 AP A AT AU AW AX AY 11+1100 11+1700 1 0 11+2 00 11+3500 11Hl00 88 C 11 5300 1 + 900 11+6 0 F G BH 81 8J 11+7700 11+8300 11+ 90 11+9 00 12+01 00 12+0700 o +1900 +2500 +3100 00 1 H300 12H900 5500 12+61 00 12+67 DO 12+73 DO 9 +85 00 1 +91 DO 12+9700 3 13+09 DO 13+15 DO 8 8M N o P 8S 8T 8U 8W 8X BY CA C8 C C CF 1 0 13+33 DO 13+39 DO CH CI CJ C C CM 13+51 00 13+5700 13+6300 13 69 13+7500 13+81 DO 3 0 13+9300 13+9900 14+0500 CO CP C CS 14 1 00 CT 14+ 300 CU lH29 00 5 00 0 89 5 15 9 5 5 1 PRo..ECT NAME CITY OF PORT ANGELES PORT ANGELES LANDFILL SLOPE STABILIZATION PORT ANGELES. WASHINGTON OFFSET 34 00 RT 34 00 RT 34 DO RT 34 00 RT 34 DO RT 34 DO RT 34 00 RT 34 00 RT 34 00 RT 34 00 RT 34 DO RT 34 00 RT 34 00 RT 34 DO RT 34 00 RT 34 00 RT 00 T 3400 T 3400 T T 34 00 RT 34 00 RT 34 00 RT o T 34 00 RT 34 00 RT o RT 34 00 RT 34 00 RT OOR 34 00 RT 34 DO RT 34 00 RT 34 R 34 00 RT 34 00 RT 34 34 00 RT 34 00 RT 34 00 RT 3400R 00 RT 3400 T 34 DO RT OOR RT 3400 00 T 34 00 RT 34 00 RT 34 00 RT 34 00 RT 34 00 RT 4 34 00 RT 34 00 3400 00 34 00 RT 00 34 00 RT 3400 R 34 00 RT 34 00 RT o 34 00 RT 34 DO RT 34 DO RT H COORDINATES N 42513946 98438777 N 42513646 98439297 N 4 513347 98439817 9 4 984408 56 98441376 984 1896 N 42512748 N 4251 448 N 4 51 1 49 4 N 4 511550 N 42511 50 N 2 1 6 1 N 425 0352 N 4251005 4 5049 60 4 504661 4 361 1'1 425040 62 N 425037 62 N 425034 63 4 0 1 N 425028 64 N 425025 64 N 425022 65 N4501666 N 42501366 N 4 5 767 N 4 5004 68 N 425DOl 68 6 N 4 4995 69 4 499 70 4 4989 0 6 N 4 4983 71 N 4980 7 N 4 4974 7 N 4 4971 73 N 42496873 496 N 4 496274 N 424959 75 N 42495675 1'1 4 495076 N 4 494777 34 00 RT 34 00 RT 34 00 RT 34 00 RT 34 00 RT R 34 DO RT 3400 00 T 34 00 RT 00 RT 00 T FINAL PLANS FOIRl COINJS1rlRlllJC1r~OINl WALL DETAILS 984429 36 984434 56 9 84444 6 E 984450 16 984455 35 8 984465 75 984470 95 98447615 2 98454374 984548 93 9 54 E 984559 33 E 984564 53 E 98456973 84 9 E 984580 13 E 984585 33 E 984590 53 49 984600 9 984606 1 9846 5 9846 72 E 9846269 6 984637 3 98464 5 984647 71 6 984658 11 98 66331 9 6 98467371 98467891 984684 11 4689 E 984694 50 984699 70 98470490 3 4 I ~ 10/00/07 DRA'MNG NO 6 OF 13 C4 ~ 5 0; i:! II 8 ~ Ii ~ i I !! ~ ti ~~ ;!I< E ~ '" 6- ! 1 ~ D .. [ RE>lSKlNS MODIFY NOlE A B I 1'-0' TYP f " --- I- ~ --- V . ... . { CO + I in . CO A\.. .1 ~ \.:..I ~ / 1/ ~ . 0 ~ .I ~ . .... ,I .1 0 I'.. / ~ l O'-.9A," TYP I I . 5'-7W +/- i" 0 . 1 - PANEL DETAIL 1/2'=1' 16'\ C4 UFTING HOOK ffi CENTERED IN PANEl. Q 16 0 9' OC EPOXY COATED to~ ~2~ ~ .1 o II 5'-7*" +/- r I' PANEL SECTION Iii'\ 1/2'=1' DAlE BY 28MAR06 SWD CHED S DORAU S. DORAU UFTING HOOK, 1YP SEE DETAIL EB '4 0 45", 1YP L=2' --4' EPOXY COATED '4 0 6' O.C. EPOXY COATED ~ '609'OC. tpOXY COATED VEl> I I ONE tNCH AT FULL SCALE. IF NOT, SCALE ACCORDlNOL Y DN2191013POST04C-03 2S:;:"'2191-013 OS 04 DA FEBRUARY 2006 c f/1.. 't,O 14 BAR ( -- O'-S" I l LIFTING HOOK DETAIL 17\ 1/2'=1' o E F PRo..ECT NAME ENGlfCeIUNG.PLAflKIHG EtMRONMfJITAL~ CITY OF PORT ANGELES PORT ANGELES LANDFILL SLOPE STABILIZATION PORT ANGBES, WASHINGTON G H CONCRETE AND RELATED ITEMS: ,&,1 (lJiE fOLLOWING NOlES APPLY ONLY TO THf CONCRETE WORK fOR THE PRECAST WALL PANEI.S) CONCRETE WORK SHALL CONFllRM TO ALL REQUIREMENTS Of WSDOT 2006 STANDARD SPEDRCA110NS FOR ROAD, BRIOOE, ANI> MUNICIPAL CONSTRUCTION, EXCEPT 1S MODIREO BY THf REQUlREMam Of THESE CONTRACT DOCUMENTS. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH Of liJlllQ..!SI AT 2 28 OAYS. CONCRETE PANELS SHALL HAVE A SMOOTH ClASS 2 SURfAICE FlNISH 3, CONCRETE RDNFORCING STEEl. SHALL BE EPOXY COATED AND Of OOMESTlC 4. MANUFACTURE AND SHALL CONFORM TO THf REQUIRDIENTS OF 1STIot MIS, GRADE 60. DETAAJNG Of CONCRETE REINfORCEMENT AND ACCESSORIES SHALL BE IN 5. ACCORDANCE WITH ACI PUBUCAl10N 315. PRCMDE NO CHAMFER ON EDGES OF PRECAST WALL PANElS. MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL BE 1.5' UNLESS NOTED 7 OTHERWISE. 00 NOT IIIPOSE SERVICE lOADS (i. BACKF1lI. TRUCKING, ErC) Umn. THE 6. CONCRETE H1S REACHED m; SPECIFIED MINIMUM COMPRESSIVE STRENGTH WEUlING OF REiNFORCING BARS AND UFTING HOOKS SHALL NOT BE PERMIT1ED 9. UFTING HOOKS ON SIDE OF PANEl. SHALL BE REMOVED flUSH WITH PANEl. 10 EDGE PRIOR TO PLACEMENT or PANEL UFTING HOOKS ON TOP OF PANEl. SHALL REMAIN AFTER PLACEMENT. PRECAST WALL PANELS SHALL IlllI BE f.lBlllCATED AT THE PORT ANGEI.ES 11 LANDRLL. FINAL PLANS FOR CO~STR\JJCTIO [ PANEL DETAILS DRAWING NO 7 OF 13 L I f I, I I i I I I I' I' l: t, f, 2 I I: I, I: I: , ' i I ! i ! I I, I I i I 1 I, I \, !' I 4 I I' I, " I: I 1: I, t, ! " ! I !, , I " , t' C5 WALl REFERENCE -. -------- -:A 9+0:::~E~-- N 425217 J4 __ E 98432069 +00_. __ --'='t-- _........~O~OO --- -; ~~'-.'0 ---- / ~ ----- -- ~ 1--../ - - -.T - / / ----- ------......... \ [--=-=-_0\ /..-1 /j -- ----- \ PiPOSID STORM..-ORAiN ~ / / ) ___ --....... ~O \IN CONTRACT \// / 0' _____ \\1: I / / L/~ -......... --......." \ I 1\1 1 (/ - 71 '-. \ \ 1 I 1 I /, 1 '-. \ 1 1 -<I I I \ 'I \1 \\\ Q)/ I / \ I 11 \\ \~\ (J~ \ / \ I I \ I III ~ I " \1 II...., I i J / / /: ~\QI \ I / j / /' \\\ I IJ / / / / II \~ \ 1\ I 8' / jpRO~OSED\ I E\I\ ROAD I / (0 NOTIIN CO IlACT ~ tv\ \ \ \ / /)~ D \ \\\ \ / /) \ \ \ ( ~( I \~" \ I " '- ) 1\ " ...-.. -.~~<.T. -T --r=++ - I ... --_:....~----~-i--- _.~--_._~---l'_-,,------------r.. !, , I, I I ,I I -- f--- ---~-----i- ---- --------~ ----- --t-- ---- - ----- ---- - - ---- - --- ------I-----~- ---I ------ ----~ ! i I ! I : I I ! I I I A 28 ...--~----- I ~ ~ 25 1 ex b::~:-~ I :I: <.O~+- ',~ ~"'>> I asu ~n=::ZZ I 24 li ~ ~ ~ 20 16 ~ . ~ ~ ~ 12 f-- ~ . o ~ '" o ~ ~ o ~ N i1i " MlllilY 663 .., ~ o i ~- -. 8 ~ t "'''' ~b ~~ IlAIUI.l NAV088 0 10+00 ~ . 6.. REVISIONS '" o ~ :; ~ B c o E ---a Strait of Juan de Fuca Strait or JU~'Jn de rUt.-:J 60" MANHOLE @ STA 10+1800 C9 39 50' RT OFFSET 11+00 --~-~ PROPOSED ORAlNAGE PIPE LOCATION ffi _ (BEHINO WALL) \!!J ----0 ~SITE BENCHMARK N 42507906 E 98456078 REFERENCE ELEV 12 87 >1\/ \ \l' 12+00 560'03'10"[ - - -~. _~ 13+00 MONITORINGWUL- ~~-- ]0 24" ORAlN PiP!:- ~ PWR /COMM P B STA 12+8500 48 00' RT OFFSET / "/ // (// ~'W--<' 1,0/ 5"7'- 'Su I / g..~----- )'1 (0 '00_ ' I III/~g ~~~ D~ r I I I I - N "'-", -=90 {';1:~~DJtot6 IU -I - ~~ ~'J3 100 1(1 4806,/T FF ) I U_ ~~ ,; 110 } ifl/I! /((t ~" - ~'" ~~~~ ~;: , liH ( ) 11"" ="w,r~j /' / /~r~:1 \ 1 1/\\ \\ ('\.~~/(~- /-11) \ \ I Z '" \ I /'" 14+00 --=., -- - - -=--+-- - 1 10 c" ----~30 Sa R1NC>W D~ "TER-Y 60 ~4~-~ -730 -;..--; ------...L 100 20 ------,Ar' PLAN ~ , 80 SCALE IN FEET , o 40 r I I I I I --/ rliJ ::.:.-- ,I:: '3 o 0 I 0 l;;~; U ON,.... g ~~~ I !525 LF 24" ERFORATED PIPE C 01" I I I I I I I I I I I 11 +00 12+00 13+00 14+00 15+00 16+00 PROFILE (LOOKING SEAWARD) HORZ 1 "=40' VERT 1"=4' DATE DES~'6'ORAU DRA'I\tII V STOCKMAN JEF CHCKD .R<B APPRD'VED JEF CITY OF PORT ANGELES ENGINEERING PLANNING ENVIRONMENTAL SCIENCES PORT ANGELES LANDFILL SLOPE STABILIZATION PORT ANGELES, WASHINGTON BY I I ONE INCH AT FULL SCALE IF NOT SCALE ACCORDINGLY ON2191 013P05 T04C- 01 JOO N~ 255-2191-013 0504 DATE FEBRUARY 2006 - ------r F !.~+OO r STA 16+0000 N 424867 90 E 984927 23 16+00 -~ PWR /COMM P B ==- ~ ~..:::::-== -=-:. ~--= - :::::--:::?- --===- ~~ -- ---- -====- === == =--. -...........-:. -==:: "'-- ---.::.::::--::----...- -------.---/~-~~- """ \ ------ ) ---- ----- \ (f , \ \; ',,,, ~ "-. G ~ \lI'ti-'l. ~ =--~ ~~ ---::::::::::--- -- -- _ _ c--- ?:> / ------ c.: / / / .......--- / ..--/ / / NOTE: 1 MHHW UNE IS I<S OEFINED BY 2/15/05 NTI SURVEY ~ I i I I I i I 17+00 18+00 PRo..I:CT NAME FINAL PLANS FOIR COINISTIRIUlCT~ON DRAINAGE PLAN AND PROFILE H 9 \0-- 2 3 4 1llcND: 10/011/07 DRA'WING NO B OF 13 C6 1 1 I ~ !1 ~ Q ~ 5 Ii !i I!l g l ~ I!l n ! 6 !!. 1 ~ ~ Q A B c D -- ---!!?i__----- - Strait of Juan de Fuca __ _ /"MHHW UNE -- -- - ---~-L_ 10+25 WALl REfERENCE ,lUGNMENT -~ ,0 ~ @ 525 LF 24' PERF. I'OI.YETH\'I.El A CORRUGATED IllWN PIPE C3 39.50' RT OFFSET (SEE PROAU: SHEET C6) P.\ TOE ARt.IOR RIPRAP (8-15) ill All. BEHiND END OF ------- WEST END PLAN ~ , 10 SCALE IN FEET 5 RE\1SIONS NOTE REIiISION DAlE BY 2BMAROB SWD E F G H Strait of Juan de Fuca -~- ~ -- - 15+50 -----; ----== --- 15+75 -=--- MHHW UNE WAU. REFERENCE AUGNMENT EAST END PLAN ~ SCALE IN FEET . o 5 . 10 NOTE: 1. YHHW UNE IS f>S OEANED fff 2/15/05 Nn SURVEY. FINAL PLANS FOR CO~SlRlJ)CTION 2 r: I i I i I ! i ! I, i I I' I 'J ~ ! I I: I, I I 1, I' , I I' I i' ! !, t , I , 4 ! t I, (, f f: I, i I, I C7 ! i , i I f I I' ! I I I' I I' t: ~ I DIP'IID 10/01/07 DRANNG NO 9 OF 13 PRO.ECT NAME r.HG1HE~IUNO PLAM..a,EJMRClNMDfT,f,L1CEHCE'I CI1Y OF PORT ANGELES PORT ANGELES LANDFILL SLOPE STABILIZATION PORT ANGELES. WASHINGTON WALL END CONDITIONS PLAN A B c CORRUGATEO POLYETHYLENE DRAINPIPE END CAP SECURE WITH RUBBER GASKET STACK STONE AROUND RISER PUU BOX FOR CONTROL AND POWER CLAY MODIFIED SOIL DAIA PLACE AGAINST HDPE IMPERMEABLE GEOMEMBRANE AGAINST ROCK ARMOR l36" DRILLED CAISSON wi SOLDIER PILE 4B" DRlUED CAISSON CORRUGATEO POLYETHYLENE ORAlN PIPE 24" 0 01l\ SLOPE TO MANHOLE wi 2 MITER 90 DEG ELBOW TO CLEAN-OUT RISER DRAIN RISER EAST END SECTION IH\ TYP NO SCALE '" ~ ;! ~ .. L::, REVlSlONS DESl:eD DRAYtN JK BUNCH JEF CHCKD JKB APPROVED JEF BY I I ONE INCH AT FULL SCALE IF NOT SCALE ACCORDINGLY DATE ~ o ~ S ON2191013P05T04C-10 Joe No. 255-2191-013 0504 DATE FEBRUARY 2006 ~ D E F G PRECAST MANHOLE TYPE 3 60. SLOPE ARMOR STONE TO 3' AROUNO MANHOLE PULL BOX FOR CONTROL AND POWER CONNECTION TO FUTURE PUMP CONTROUER CABINET PVC DRAIN PIPE B" wi CAP GRAVEL BACKFlU FOR DRAINS CONDUITS AND PRESSURE PIPE wi GRAVEL BACKFILL FOR PIPE ZONE BEDDING l36" DRIUED CAISSON wi SOLDIER PILE CLAY MODIFIED SOIL DAIA PLACE AGAINST HDPE IMPERMEABLE GEOMEMBRANE AGAINST ROCK ARMOR 4B. DRIUED CAISSON CORRUGATED POLYETHYLENE DRAIN PIPE 24" wi MANHOLE BOOT ADAPTER PUMP MANHOLE WEST END SECTION IT\ NO SCALE TYP H /--~- MHHW (663' NAVD8B) ~BACK BEACH ELEVATION FINAL PLANS FOIR COINISl'lRUlClrlON PRO..E:CT NAUE CITY OF PORT ANGELES ENGINEERING PLANNING ENVlRONMENTALSClENC1OS PORT ANGELES LANDFILL SLOPE STABILIZATION PORT ANGELES, WASHINGTON DRAINAGE ELEVATIONS 2 I ~ 10/00/0'1 ORA'NING NO 10 OF 13 C8 i III 6 Iii g ~i ~Ib. ~n ! J!! ~ A B c o " " " " " " " " " IWER AND CONlROl. PUll. BOX NEAR PUMP MANHOLE FOR FUlIJRE PUMP CONlROl. CONNECTION. 2" C. PVC POWER CONDUIT 11\"C. PVC CONTROl CONDUIT PRESSURE PIPE TO EAST END or WAll. AND TOP or SLOPE. CONDUITS RUN FROM MANHOLE TO PUll. BOX AND THEN TO EAST END AND TOP OF SLOPE. , , PROPOSED SLOPE TO BE VEGETATED " COVERED WITH EROSION CONTROL BlANKET (TOP SOIL MAY SE REQUIRED, SEE NOTES) UPPER llER ROCK ARMOR 12" MINUS COBBLE-GRAVEL 60" MANHOLE WSDOT TYPE 3 36" RING AND COVER, BOLT-oN ACCESS BLOCK OUTS FOR 24" DRAIN, S" OVERFLOW, ELEC CONDUITS, AND PRESSURE PIPE. RETAINING WAll. DRAIN UNE AlONG WAIl.. CORRUGATED POLYETHYLENE DRAIN PIPE 24" SlOPE 0 0.1ll: TO MANHOLE INlET. (SEE PROAIL ON SHEET C6) O\IERFLOW DRAIN FROM MANHOLE S" PVC PIPE TO BELOW MHHW. PLUG IN MH UNl1L WATER QUAlITY IS DETERMINED. .. I ;., .. I 20'-0" .36"><20' 0RIll.ED SHAFT +/- 32'-0" PUMP MANHOLE SECTION ffi TYP NO SCALE RE'.ISIONS MODIFY NOllE ~ ~ ONE INCH AT FULL SCALe. IF NOT, SCALE ACCORDINGLY EltGIHEEfUHO PL.M\IIIIG BMfl(lMIIBI'IAl8QENCE1 DN2191013P05T04C-l0 ~g~-2191-013 (05.04' 'AlE FEBRUARY 2006 Ii ~ wi", %~ :J '" ~I~ i~ ~ ~ g F G RETAINING WAll. ORAlN UNE CORRUGATED POlYETHYLENE DRAIN PIPE 24" PERFORATED WITH GEOFABRIC SILT SOCK. GRAVEl. SACKfl\l. FOR DRAINS 9-0312(4) BED AND COVER PER MFCR. PROCEDURE ~ 0: ffi ~ DRAIN PIPE TYPICAL' SECTION t'C\ NO SCALE TYP Ill' C. SCHD 40 PVC CONTROL 2" C. SCHD 40 PVC POWER Ill" SCHD 40 PVC PRESSURE PIPE SWAB All. PIPES FUll. LENGIll AND PLUG. ADD PUll. ROPES TO CONDUIT PRESSURE PIPE AND CONDUIT TYPICAL SECTION IE\ NO SCALE TYP UHHW (6.63' HAVIlSS) -- ------- CLAY MOD1flED HAM SOIL MATERIAl. ACCORDING TO GEOl1ECHNICAI. RECOMMENDAl1ONS FOR A MINIMUM PERMEA8lUTY OF 10~-7 CM/SEC 3' loON. A8O\IE IoIHHW {PlACE HOPE IMPERMEABLE MEMBRANE AGAINST STONE / GRAVEL BACKING MATERIAL (NO MEMBRANE AGAINST WAll. PANELS.) CLAY MODIFIED SOIL DAM SECTION IF\ NO SCALE TYP FINAL PLANS fOR COINIS1J'R~CTIOINI PROJECT NAME CITY OF PORT ANGELES PORT ANGELES LANDFILL SLOPE STABILIZATION PORT ANGELES. WASHINGTON DRAINAGE SECTIONS AND DETAILS H ,. IlflAllIHG NO. 11 OF 13 C9 r' I f, ! I , I, I 2 I! ,3 ! i l I, I r I I: I ! i ! i , ! I i L I 1 I' i; " " I' l' t: t ~ I f t I' 1 i i ! i, \, f 4 i !' t- ii ~~ A B c o ------------- MHHW LINE ~ ~ ~ .. ! o . ~ n o '" N '" '" x :g I i vlvl ~i.. ~~ E :& 6. REVISIONS BY DESlg'<E80RAU AlIN S OORAU JEF CHECK 0 JKB APPROVED JEF DAn: on ~ S w ~ <\ UPPER TIER ROCK ARMOR 12" MINUS COBBlE EXTEND NOURISHMENT, BACKBEACH BERM, TOE ARMOR, AND BEDDING STONE 20' PAST END OF WAlL ~ ~ ~ UPPER TIER ROCK ARMOR 12" MINUS COBBLE OVER HOPE GEOMEMBRANE BACKBEACH BERM ~ Strait of Juan de Fuca ISOMETRIC PLAN NO SCAlE I I ONE INCH AT FULL SCALE IF NOT. SCALE ACCORDINGLY ON2191D13PD5TD4C-05 JOll2gS-2191-013 0504 DAn: FEBRUARY 2006 E F H G ELECTRiCAl CONDUIT, COMMUNICATION CONDUIT, WATER LINE ARMOR STONE FILL (12') ACCESS TRAIL CUT INTO SLOPE TAPER SURFACE OVER 10' TO MATCH EXISTING GRADE ~ Strait of Juan de Fuca EXTEND NOURISHMENT, BACKBEACH BERM, TOE ARMOR, AND BEDDING STONE 20' PAST END OF WAlL MHHW LINE ~ .~ ~ ISOMETRIC PLAN 4 NO SCALE NOTE: 1 MHHW LINE IS AS DEFINED BY 2/15/05 NTI SURVEY FINAL PLANS IFOIRl COINISTIFUj)CT~ON I Dcf'RDi: lO/~/07 PRo.ECT NAt.lE ORA.'MNG NO 12 OF 13 ENGINEERSNG PLANNING ENVIRONMENTAl SCIEMCES CITY OF PORT ANGELES PORT ANGELES LANDFILL SLOPE STABILIZATION PORT ANGELES, WASHINGTON C10 WALL END CONDITIONS ISOMETRIC D . I z o . ~ '" ~ ~ M I vi vi l:ji.. ~~ E ~ vl ~ ~ S ~ A B c o E F Strait of Juan de Fuca PROPOSED WAlL :zu^t~:fr:iRENCE ~_ '-.. 0 ---- 9+00 _ ~-:""-==t --- __ 10+00 -; _ _'_.. --~__ 11+00 ~~\ J ~ 10-----. --- _I --- =-=-=--.. ~~+OO S60:2X!O"E ~\f--:;;~~i~l~) ~~"," 0 ,,--~"--~ '~~_~__~;oo__'" ;---- ~~ _ ~ ~_, \ \ I "/ L/--;; ~;; _ '3 cu..J:i' _ \ \ 1\1 f (/ - 71 :/': 30 \1 I \ I/'/ ...... . . . .. . 50 - PROPOSED I I I I I /~. .... .... ...:-:..-.. ...... . - -" 6". HDPE PIPE 111\1 I I 1 Ilri~s~~::.\..:.: :':';-:':: :.;:::::':;.}j:::;-JZZ:';'" ;-..-:-:_. .-:-: :::~., _~ 2210 . - \\\\ " \ J i/ ! r r~B'c.>,"i,;iF:J-:i'gn/-,U,HH,T;;8!?'f:'}H':~p~'}E<:'<!/:HYri;:.::.':.~<.,.,~,.::,::t,:',(;:?:&.~' c ))1 ~,: \ 1/ j j / J I ) lV"':: ',,::(: " .':'''''''''<':': ','".,','.'" ':::: ;.', ,,'.'. "'<<<<<,'," ".',: :::' iE''''<:: : ,',',',',',', ,,' :::: :"'" ".""<"""<",, '.'.'," ,:.',' ,',' ,';" ",. ,: ..:-', j: :~,:I iV/II Ij/ /1/!~~'-:):~\:'::m::.:.?n?>:!L:mr:Y{:,::Yh:nni.2~"'?j~:;LLj:rc,r:r::r:~'}):{:::<i}::::;;:{ ;7 I'~~~~~f~~~~ illl(, (/( I I \ 1\ Z """:~':;":~'~~::i~:-i;>~i~; ;U~'.,,:).:.,:_=.'i;::::::~,:...>\'L?~;.):~:::':"::::::-:::/L.J;::.;.;..::.:>:;:;';.\:j::.:.j :::::::::::.: : :::t:}/:.y~ / / :\~\, \, ~!I \ \ i i ,(" \\ ~~/,,~_ ~ "",' ""':<'i:::::i'::j::':>:~'~ ~"":::>- ~,\:''":...-? (, )\1"\1\ it,i\1 ( ,,\ ( /' /*~ _______,#_ TO"BE"R OVED ,.'" ....... \\ ~a \ \ ~ J / II,' 1/ ,'--------", '" \ I I. A _ ------------ / " / II, ,\;-, I, I " '- "- \" ~ / >< A .").,,,.- -------- / Stnut of Ju.w de Fuca ----0 MHHW LINE PLAN ~ , 80 SCAlE IN FEET 40 LEGEND Q) Q) Q) (j) Q) (j) [.:.:,;,:,;.:.1 PI.ANTING AREA .... .. (j) (j) O. Ie]) Oc D = PLANT SPACING ON CENTER (0 C ) - - - PI.ANTING AREA BOUNDARY OUANTfl'( PLANT SCHEDULE SCIENTlFlC NAME COMMON NAME SIZE/CONDITION SPACING (D) TREES - 18" TAlL BARE ROOT PlANTS ACER t.4ACROPHYLLUM BIG lEAF MAPLE 18" TAlL BAREROOT 10' OC PICEA SITCHENSIS SfTKA SPRUCE 18" TAlL BAREROOT 10' OC PINUS CONTORTA V CONTORTA SHORE PINE 1 B" TAlL BAREROOT 10' OC PSEUDOTSUGA MENZEISII DOUGlAS FlR lB" TAlL BAREROOT 10' OC SAUX SCOULERIANA SCOULER'S WILLOW 18" TAlL BAREROOT 10' OC SHRUBS - 18" TAlL BARE ROOT PlANTS SYMPHORICARPOS AlBUS SNOWBERRY 18" TAlL BAREROOT 5' OC HDLODISCUS DISCOLOR OCEAN SPRAY 1 B" TAlL BARERooT 5' OC RUBUS PARV1FLORUS THIMBLEBERRY 1 B" TAlL BAREROOT 5' OC SCAlE D' OC 30D 60 180 360 300 PLANT SPACING DETAIL f3\ l'fP 1190 1190 102D 6 REVISIONS ENGINEERING PLANNING ENVIRONMENTAl SCIENCES PRO..ECT NAME I I ONE INCH AT FULL SCALE IF NOT SCALE ACCQRDINGL Y DATE BY CITY OF PORT ANGELES PORT ANGELES LANDFILL SLOPE STABILIZATION PORT ANGELES. WASHINGTON BL2191013P05T04L-01 N~ 255-2191-013 0504 DATE FEBRLlARY 2006 G H PLANTING NOTES: 1 VERIf'f ALL OUANTITIES. MEASUREMENTS. AND SITE CONDITIONS NOTlf'f ENGINEER OF _ DISCREPANCIES 2. AlL PlANT MATERIAlS SHAlL CONFORM IN SIZE AND GRADE TO THE "AMERICAN STANDARO fOR NURSERY STOCK". CURRENT EDITION. AND SHAlL BE INSTAlLED AND MAINTAINED I>S PER SPECIFICATIONS 3 L1Mrr fOOT TRAfFlC AND GENERAl DISTURBANCE TO SLOPE TO PREVENT EROSION PLANTING SCHEDULE REQUIREMENTS: 1 BARE ROOT PlANTS SHALL BE PLANTED ONLY BETWEEN DECEMBER 1ST. 2006 AND MARCH 31ST. 2007 2 BEFORE PI.ANTING CAN OCCUR. SEEDED GRASSES IN THE PLANTING AREA SHALL BE WELL ESTABLISHED - MIN 6" TAlL WrrH 100:11: COVERAGE AND HERBICIDE SHAlL BE APPLIED TO 3D" DIA. AREAS AROUND EACH PLANT HERBICIDE SHALL BE APPLIED BY A LICENSED APPLICATOR BETWEEN JULY 15TH. 2006 AND AUGUST 31, 2006 IN DRY WEATHER AND ACCORDING TO APPLICABLE LAWS USE TEMPLATE TO PREVENT HERBICIDE OVERS PRAY PLANTING PROCEDURE: 1 STAKE PI.ANTING LAYOUT PER PER THE SPACING DETAIL AND IN SINGLE SPECIES GROUPS OF 7-12 PlANTS 2 CUT A 12",12" X AT EACH PlANTING lOCATION 3 DIG HOLE TO AlLOW ROOM FOR ROOTS AND PROPER DEPTH FOR ROOT CROWN TO BE A GROUND lEVEL 4 ARRANGE ROOTS IN HOLE SO ROOTS ARE PLUMB, NOT BENT, TWISTED OR CIRCLING. 5 BACKFlLL WITH EXCAVATED SOIL MAKING SURE THAT THE PlANT IS SET PLUMB AND THAT THE ROOT CROWN IS SET JUST ABOVE GROUND LEVEL 6 WATER EACH PLANT IN THOROUGHLY TO ElIMINATE AIR POCKETS 2 LOCATE TOP Of ROOT FlARE ABOVE FlNISHED GRADE APPLY HERBICIDE TO GRASS AROUND PlANT LOCATION PRIOR TO PlANTING 4 TOPSOIL (I>S REO'D) EXISTING SUBGRADE PLANTING DETAIL DETAIL 14\ T'I'P SCAlE FINAL PLANS FOIR COINISTIRIlJJCT~ON I Dl"IlD: to/ot/07 DRAWING NO 13 OF 13 l PLANTING PLAN L1 ATTACHMENT E Hydraulic Project Approval ~ t .. · &~of . WlLDUFE HYDRAULIC PROJECT APPROVAL RCW n .55.100 . Appeal pursU8nt to Chapter 34.05 RCW Coastal 48 Devonshire Road Montesano. WA 98563 (360) 249-4628 , Issue Date: November 21, 2005 Project expiration Date: November 20,2010 Control Number: 103415-1 FPAlPublic Notice #: N1A PERMITTEE City of Port Angeles ATTENTION: Glenn Cutter P.O. Box 1150 PortAngeles, WA 98362 360-417 -4800( ) Fax: 360-417-4542 AUTHORIZED AGENT OR CONTRACTOR Paramebix ATTENTION: Bill Webb 5700 -Kitsap Way Suite 202 Bremerton. WA 98312-2234 360-850-5303 Fax: 360-479-5961 Project Name: Project Description: City of Port Angeles City Landfill Construct sheetpile and altemative armoring (assorted rock and sediment beach) shoreline protection for existing landfill. PROVISIONS 1. Work below the ordinary high water line shall not occur from February 15 through July 15 of any year for the protection of migrating juvenile salmonids. . 2. NOTIFICATION REQUIREMENT: Th~ Area Habitat Biologist (AHB) listed below shall receive written notification (FAX or mail) from the person to whom this Hydraulic Project Approval (HPA) is issued (permittee) or the agenVcontractor no less than three working days prior to the start of construction activities. The notification shall include the permittee's name, project location, starting date for work, and the control number for thIs HPA. 3. NOTIFICATION REQUIREMENT: The Enforcement Sergeant listed below shall receive written notification (FAX or mail) from the person to whom this Hydraulic Project Approval (HPA) is issued (permittee) or the agenVcontractor 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. 4. Stakes shall be located at MHHW and 0.0 ft., MLLW, and shall be spaced at 100 foot intervals, for the entire length of the project site. Stakes shall not be disturbed and shall remain in place following construction. 5. The waterward face of the soldier pile bulkhead shall be located 30 feet landward of MHHW. 6. All manmade debris located located on the beach at and landward of 0.0 ft., MLLW, beach shall be removed and disposed of upland such that it does not enter waters of the' state. 7. Shoreline armoring material shall comply with the following sizes and specifications: a. Bedding Stone: Page 1 of6 HYDRAULIC PROJECT APPROVAL Coastal 48 Devonshire Road Montesano, WA 98S63 (360) 249428 Washington Department of FISH and WILDLIFE RCW n .55.100. Appeal pursuant to Chaplllr 34.05 RCW Issue Date: November 21, 2005 Project Expiration Date: November 20.2010 Control Number: FPAlPublic Notice #: 103415-1 N1A i. Shall be composed of angular rock ranging in size from 4.7 inches to 15 inches in diameter. The least dimensjon of any rock shall not be less than one-half (1/2) the greatest dimension. ii. Shall be layed to a maximum depth of 1 foot, 6-inches, and shall extend a -maximum of 20 feet from the waterward face of the H-pile bulkhead. b. Toe Armor: i Shall be composed of angular rock ranging in size from 1,400 Jbs-to 9,900 Ibs. 'The greatest dimension shall be no greater than three (3) times the least dimension. ii. Shall extend a maximum of seven feet below MHHW and 20-feet waterward from the waterward face of the soldier pile bulkhead. The graded portion of the toe armor shall be be 1V:1.5H, with a vertical face. c. Back Beach Berm: i. Shall be composed of rounded (not angular) cobble-gravel, washed, naturally occuring stone. Grain size profile shall range from 1-inch to 12-inches in diameter with 80 percent of the material between 3 and 8 inches in diameter. ii. Shall be placed ontop of toe armor from MHHW to a elevation 5 feet above MHHW for the first 10 feet waterward of the H-pile bulkhead. Starting at and waterward 10-feet from the H-pile bulkead the backberm material shall be graded to a 1V:1.5H slope. - d. Beach Nourishment: i. Beach nourishment material shall be composed of sand-gravel, washed, hard, durable, rounded, natually occurring granular material. ii. Beach nourishment material shall have a grain size profile between #200 to 3-inch. iii. Shall be placed waterward of the backbeach berm to a maximum depth equal to the backbeach berm and shall extend waterward to the MHHW line to a final finished graded of 1V:4H slope. e. The City of Port Angeles shall submit a Maintenace and Operation (O&M) Plan for the long-term maintenance of the beach waterward of the soldier pile bulkhead by December 31, 2006. This O&M Plan shall ensure that the finished grade(s), and sediment material composition (noted in HPA provision number 6, a through e), shall be maintained for the life of the project. 8. The City of Port Angeles shall be required to re-new this HPA by November 20, 2010, by Page 2 of6 .. ~ ~ ; ,( l' . . 17 ==of I ' FISH and , WILDLIFE RCW 77.55.100. Appeal pursuant to Chapter 34.05 RCW CoaslaI 48 DeIIonIhI... Road Montesano. WA 98563 (360) 249-4628 HYDRAULIC PROJECT APPROVAL Issue Date: November 21, 2005 Project Expiration Date: November 20,2010 Control Number: FPAlPublic Notice #: 103415-1 N1A submitting a re-signed and dated Joint Aquatic Resource Permits Application (JARPA) tonn. 9. All upland drainage tightlines shall be incorporated into the soldier pile bulkhead near beach grade to prevent erosion of the shoreline. 10. Project activities shall not occur when the project area, including the work corridor (excluding the area occupied by a grounded barge), is inundated by tidal waters. 11. Use of equipment on the beach shall be held to a minimum, confined to a single access point, and limited to a 5O-feot work corridor waterward.of-the soldier pile-bulkhead. COnstruction materials shall not touch the beach outside this work corridor. 12. Bed material, other than material excavated for base rocks, shall not be utilized for project construction or fills. 13. Excavated materials containing silt, clay, or other fine grained soil shall not be stockpiled below the ordinary high water line. 14. If stockpiling of sand, gravel, and other coarse excavated material is conducted below the ordinary high water line, it shall be placed within a 25-foot work corridor waterward of the base rocks. 15. If sand, gravel, and other coarse excavated material is to be temporarily placed where it will come into contact with tidal waters, this material shall be covered with filter fabric and adequately secured to prevent erosion and/or potential entrainment ot fish. 16. All excavated or stockpiled material shall be removed from the beach within 72 hours of bulkhead construction. Upon removal of the excavated material, the beach shall immediately be returned to the preproject natural grade. 17. Beach area depressions created during project activities shall be reshaped to preproject beach level upon project completion. 18. All trenches, depressions, or holes created in the beach area shall be backfilled prior to inundation by tidal waters. Trenches excavated for base rocks may remain open during construction. However, fish shall be prevented from entering such trenches. 19. Intertidal wetland vascular plants shall not be adversely impacted due to project activities (e.g., equipment shall not operate, and other activities shall not occur in intertidal wetland vascular plants). If such vegetation is adversely impacted, it shall be replaced using proven methodology. Page 3 of6 1<7', ~=Of , ASH and , WILDLIFE HYDRAULIC PROJECT APPROVAL RCW 71.55.100 . Appeal pursuant to Chapter 34.05 RCW Coastal 48 Devonshire Road Montesano. WA 98583 (360) 249-4628 Issue Date: November 21. 2005 Project Expiration Date: November 20,2010 Control Number: FPAlPublic Notice #: 103415-1 N1A 20. All natural habitat features on the beach larger than 12 inches in diameter, including trees, stumps, logs, and large rocks, shall be retained on the beach following construction. These habitat features may be moved during construction if necessary. 21. Project activities shall be conducted to minimize siltation of the beach a~ea and bed. 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 (in'cluding equipment leaks or spills), immediate notification shall be made to the Washington Department of Ecology at 1-800-258-5990, and to the Area Habitat Biologist listed below. :. 23. All debris or deleterious material resulting from construction shall be removed from the beach a'rea and bed and prevented from entering waters of the state. 24. No petroleum products or other deleterious materials shall enter surface waters. 25. No material shall be burned below the ordinary high water line. 26. Project activities shall not de,grade water quality to the detriment of fish life. PROJECT LOCATIONS Location #1 Port Angeles WORK START: November 21, 2005 IWORK END: November 20, 2010 WRIA: Waterbody: TnDutary to: - 18.9060 V\ ria 18 Marine Straits 1/4 see: Section: Township: Range: ~ Longitude: County: S 1/2 36 31 N 07W N 48.13297 W 123.51650 Clallam location #1 Driving Directions 3501 W. 18th Street Port Angeles. WA APPLY TO ALL HYDRAULIC PROJECT APPROVALS This Hydraulic Project Approval pertains only to the provisions of the Washington State Fisheries and Wildlife Code, specifically RCW 77.55 (formerly RCW 77 .57). Additional authorization from other public agencies may be necessary for this project. The person(s) to whom this Hydrau6c 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. It is the responsibility of the permit holder to secure any landowner permissions or use authorizations as needed for the project. The person(s) to whom this Hydraulic Project Approval is issued and operatQr(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. Page 4 of 6 " ': \.' 'I ,. .. I . '~a:=Of FISH 8I1d WILDLIFE HYDRAULIC PROJECT APPROVAL CoastIII 48 Devonshire Roed MonteIano. WA 98S63 (360) 249-4628 RCW n .55.100 . Appeal pursuant to Chaptllr 34.05 RCW Control Number: FPAlPublic Notice #: 103415-1 NJA Issue Date: November 21,2005 Project Expiration Date: November 20,2010 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 or a gross misdemeanor charge, possibly punishable by fine and/or Imprisonment AD Hydraulic Project Approvals issued pursuant to RCW 77.55.100 or 77 .55.200 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 such decisions. All Hydraulic Project Approvals issued pursuant to RCW 77.55.110 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 77.55.170. CHAPTER 77.55 RCW RE-CODIFIED: Chapter 77.55 RCW was re-organized and re-codified by the 2005 Legislature In Second Substitute House Bill 1346, signed into law by Governor Gregoire as Chapter 146. Lews of 2005. Chapter 146, Laws of 2005 became effective July 24, 2005. The Code Reviser's Office is in the process of completing the re-codification and conversion of the bill into RCW. The RCW referenced at the top of this HPA has been superseded by Chapter 146, Lews of 2005. Until the re- cocflfication process has been completed, the following reflects the section(s) of Chapter 146, Laws of 2005 'under which sections of former Chapter 77 .55 RCW can now be found: FORMER CHAPTER1~ TITLE 77.55 RCW LAWS of 2005 RCW 77.55.010 RCW 77.55.100 RCW77.55.110 RCW77.55.150 RCW 77.55.200 RCW 77.55.210 RCW 77.55.220 RCW 77.55.270 RCW 77.55.280 RCW 77.55.290 Sec. 406 Sec. 101,201,301. 507,508,601,605 Sec. 101,201 Sec. 101,303.401 Sec. 501 Sec. 504 Sec. 101,502 Sec. 101,402 Sec. 403 Sec. 50S 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 77.55.100. 77.55.11p, 77.55.140,77.55.190,77.55.200. and 77.55.290: 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 HPAAppeals Coordinator, 600 Capitol Way North, Olympia, Washington 98501-1091 and shall be RECEIVED by the Department within 3O-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 concems will be facilitated through discussions with the Area Habitat Biologist and hlslher supervisor. If resolution is not reached, or the aggrieved party is not the Hydraulic Project Approval appl'lC8nt. the Habitat Environmental Services DMslon Manager or hislher designee shall conduct a review and recommend a decision to the Director or hislher designee. If you are not satisfied with the results of this infonnal appeal, a formal appeal may be filed. B. FORMAL APPEALS (WAC 220-110-350) OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW 77.55.100 OR 77.55.140: 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; Page 5 of6 I~- . Washington ! ' Department of ~ ~ FISH and \ WILDlIFE CoastlII 48 Devonshire Road Montesano, WA 98563 (360) 249-4628 HYDRAULIC PROJECT APPROVAL RCW n .55.100 - Appeal pursuant to Chapter 34.05 RCW Issue Date: November 21, 2005 Project Expiration Date: November 20,2010 Control Number: FPAlPublic Notice #: 103415-1 N1A (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 3O-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 3O-days of the date of the Departmenfs written decision in response to the informal appeal. C. FORMAL APPEALS OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCWn.55.110, 77.55.200, n.55.230, or n.55.290: 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 43.21L 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 shaD 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. . 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 Makoviney (31) P2 360-249-1224 for Director WDFW David Molenaar Habitat Biologist CC: Stephan Kalinowski, WDFW Bob Barnard, WDFW Mike McHenry, Elwha's K1allam Tribe, Port Angeles Hugh Shipman, Ecology, Seattle Jeffery Stewart, Ecology, Lacey Sue Roberds, City of Port Angeles Department of Community Development Page 6 of 6 \ -.... ~ .. City of Port Angeles Port Angeles Landfill Slope Stabilization (Project No. 02-21) ATTACHMENT F Geotechnical Reports GEOTECHNICAL ENGINEERING SUMMARY REPORT SHORELINE STABILIZATION PROJECT PORT ANGELES LANDFILL PORT ANGELES, WASHINGTON Submitted to: Parametrix, Inc. 5700 Kitsap Way, Suite 202 Bremerton, Washington 98312 Submitted by: AMEC Earth & Environmental, Inc. 11335 N.E. 122nd Way, Suite 100 Kirkland, Washington 98034-6918 September 28,2004 4-91 M-14330-B September 28, 2004 4-91 M-14330-B Parametrix, Inc. 5700 Kitsap Way, Suite 202 Bremerton, Washington 98312 Attention: Mr. Bill Webb Subject: Geotechnical Engineering Summary Report Shoreline Stabilization Project Port Angeles lanclfjll Port Angeles, Washington Dear Bill: AMEC Earth & Environmental, Inc. (AMEC) is pleased to submit this report summarizing our geotechnical engineering evaluation for the above-referenced project. The purpose of our evaluation was to derive design conclusions and recommendations concerning geotechnical design parameters for a retaining wall or rock bulkhead, as required to stabilize the bluff below the Port Angeles Landfill site. AMEC performed drilling at the site during 2002, however, borings made along the beach at that time met refusal. During July, 2004, additional test pits were made. Our work included field explorations, laboratory testing, geotechnical analyses, and report preparation. We received your authorization for our services on July 19,2004. This report has been prepared for the exclusive use of Parametrix, Inc. and their consultants, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. Sincerely, AMEC Earth & Environmental, Inc. AMEC Earth & Environmental, Inc. 11335 N.E. 12r Way. Suite 100 Kirkland, Washington USA 98034 Tel (425) 820-4669 Fax (425) 821-3914 www.amec.com W"\..Projeclll\ 140003\ 14330 Parametrix, Inc\PA Landfill Summaty Report 10 06 04.doc TABLE OF CONTENTS 4-91 M-14330-B Paae 1.0 SUMMARy............ ............... ................ ...... ....... ................... ....... ........ ................. ................ 1 2.0 SITE AND PROJECT DESCRIPTION ................................................................................3 3.0 EXPLORATORY METHODS ..... ......... ............... ....... ................. ..... ..... .............. ... ........... ....4 4.0 SITE CONDITIONS ....... ............... ............ ............ ........... ...... ....... ....... ....... .......... ............... 7 4.1 Development Conditions ............ ............ ......... ..... ..... ................................ .............. 7 4.2 Surface Conditions..... ............................... ................. ................. ..... .......... ........ ..... 7 4.3 Soil Conditions.. .......... ............ ................. ................... ....... .......... .......... ..... ..... ........ 8 4.4 Groundwater Conditions ................ ............................. ..... ...... ....... .................. ....... 12 5.0 CONCLUSIONS AND RECOMMENDATIONS ....................... ............ ....... ........... ............ 13 6.0 CLOSURE...:........... ..... ..... ..... .............. ........ ..... ......... ....... ..... ... ............... ................. .........15 W'\..Projects\14000s\14330 Paramelrix. Inc\PA Landfill Surrmary Asport 10 06 04.doc Parametrix,lnc. September 28, 2004 4-91M-14330.B Pageiii Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 LIST OF FIGURES c Site Location and Topographic Map c Site & Exploration Plan c Geologic Cross Section A-A', 8-S' c Geologic Cross Section C-C' c Geologic Cross Section D-D' c Geologic Cross Section E-E' , c Lateral Earth Pressure Diagram LIST OF APPENDICES Appendix A c Field Exploration Procedures and Logs Appendix 8 c Laboratory Testing Procedures and Results " W;\_Projeds\l4000s\l4330 P.rame!rix. fnc\PA lIlnllfill SUrmlary Report 10 06 04.dO(; GEOTECHNICAL ENGINEERING SUMMARY REPORT SHORELINE STABILIZATION PROJECT PORT ANGELES LANDFILL PORT ANGELES, WASHINGTON 4-91 M-14330-B 1.0 SUMMARY The following summary of project geotechnical considerations is presented for introductory purposes and, as such, should be used only in conjunction with the full text of this report. Proiect Description: Erosion of the bluff north along the Strait of Juan de Fuca has exposed refuse along about 440 feet of beachfront AMEC was contracted by Parametrix, Inc., to provide geotechnical engineering conclusions and recommendations on potential corrective action to be taken relative to the Clallam County Health District request for addressing accumulations of solid waste along the beach north of the landfill. Slope Condition and Repair Options: Our studies find ongoing erosion at the toe of the slope continues to undercut the bluff. This causes sloughing of the near-surface soil cover and underlying refuse. The slope comprising the bluff stands at its angle of repose; as more toe erosion occurs, more soil/refuse will slide off the slope face. To prevent continued sliding of slope face soil and refuse, we recommend constructing a rock revetment bulkhead or retaining wall at the toe of slope, and re-grading the soils above. At the time of this study, we understand the retaining wall option is favored for environmental reasons. Exploratory Methods: In 2002, we explored subsurface conditions by drilling ten borings at selected locations across the project site. Four of the borings were drilled at the top of the slope to depths ranging from about 38 to 80 feet below existing grades. Six of the borings were drilled on the beach, at the toe of the slope, but due to gravels, cobbles, and metal debris, none of these borings were able to extend deeper than 4 feet. We also reviewed upland borings previously conducted by AMEC (formerly AGRA) , during our geotechnical evaluation for the notch repair, located about 800 feet to the east. Additionally, we also reviewed the logs of existing monitoring wells MW-1 through MW-3, installed on the beach by Sweet-Edwards. During July 2004, six additional test pits were made along the beach. The results of the test pits, and review of design recommendations is presented in this summary report. Soil Conditions: In general, our recent test pit explorations encountered 0 to 2 feet of loose, black sand and gravel with abundant landfill debris that comprised the beach. Immediately beneath the current beach surface, our test pits encountered 1 to 9 feet of loose, black, sandy gravel with cobbles. The thickness of the beach sand and gravel appeared to thicken to the west. We interpret this as thicker beach deposits that would have filled in the former drainage that was filled by the landfill. Underlying the beach deposits, our test pits encountered a dense to very dense, wet, brown sandy gravel with cobbles and silt. We interpret this to be the underlying Vashon advance outwash. This soil type was encountered to the full depth explored in all of our test pits exceptATP-413, which was terminated at 1% feet due to refusal in the landfill debris. Groundwater Conditions: Test pits along the beach at the proposed wall location encountered moderate to rapid seepage at 7 to 9 feet (elevation 3 to 5 feet). No groundwater was encountered in w ~Pr0j8ClS\14000s\14330 Perametrbc.Inc\PA UncIfill SlIrmwy Reporl 1006 04 doe Parametrlx, Inc. September 28, 2004 4-91 M-14330-B Page 2 any of our upland borings at the time of drilling. We would expect the groundwater on the beach to fluctuate with tidal influences, and with variations in seasonal inflow from upland areas. Retainina Walls:. Several different types of retaining walls were considered. These include sheet piles, driven steel or concrete piles, soldier piles and lagging, or a continuous cylinder pile wall. Due to the dense, cobbley nature of the beach soils, and presence of considerable amounts of metal debris on the beach, it is our recommendation that a drilled and cased, soldier pile and lagging retaining wall be used for the wall buttress. We have prepared a Lateral Earth Pressure Diagram (Figure 7) for a cantilever or single-row tieback retaining wall. This pressure diagram assumes that the wall is constructed above mean-high water level, that there is a uniform 2H:1V slope atop the wall, and that there is a uniform 5H:1V slope in front of the wall. SloDe Rearadina: We understand a more detailed survey is being performed at the base of the bluff, to establish the location of the Mean Higher High Water (MHHW) line, and the current configuration of the toe of slope. Once this survey is completed, the final selection of wall type, based on wall height and backslope, can be completed. The height of the wall will depend on the allowable backslope. For example, removal of a portion of the refuse at the top of slope results in a lower wall height and flatter backs lope. The reduced retaining wall cost may offset the costs associated with such slope regrading. Alternatively, a steeper backs lope would reduce site grading. For slopes steeper than 2H:1V to be considered, the use of erosion control products such as MacMat, GeoWeb, or other, may be required to maintain long term stability of the slope. ~. , .. "} W"\..PrOlllClSI14000s114330 Parametrlx, IncIPA landfill Summaty ReporllO 06 04 doc Parametrix, Inc. September 28, 2004 4-91 M-14330-B Page 3 2.0 SITE AND PROJECT DESCRIPTION The project site consists of an approximately 440-foot long segment of the coastal bluff located in the northwest corner of the old landfill cell, within the Port Angeles landfill property, west of Port Angeles, Washington (Figure 1). The landfill property is located adjacent to the Strait of Juan de Fuca, atop a 120 to 130 foot tall bluff, (Figure 2). The enclosed Site & Exploration Plan (Figure 2) illustrates these site boundaries and adjacent existing features. Ongoing erosion of the toe of the bluff continues to produce sliding of slope face soil and underlying refuse. Plans now call for stabilizing the toe of the slope by constructing a retaining wall 15 feet landward of Mean Higher High Water (MHHW), and constructing a stable regraded backfill slope. We understand the retaining wall height will be on the order of 10 to 12 feet high. As part of our scope, previously completed geotechnical engineering evaluations on and near the Port Angeles landfill, by AMEC (formerly AG RA) , were reviewed, including a Summary of Geotechnical Studies: Port Angeles Landfill Expansion (W-8189) dated May 1992, Subsurface Explorations and Geotechnical Engineering Report: Bluff Erosion and Leachate Control Study (W- 8189) dated August 1992, and Summary of Construction Observation: Port Angeles Landfill Expansion (W-8189-1) dated December 1992.' To augment our observations from February 6, 2002, we have reviewed numerous documents in addition to the aforementioned previous reports from AMEC. These include two reports from R.W. Beck, the Port Angeles Landfill Engineering Report, dated September 28, 1989, and the Notch Erosion and Leachate Control Study, dated March 1992. AMEC previously submitted a Geotechnical Reconnaissance Report, dated February 22, 2002, which summarized observations during an initial site reconnaissance and subsequent historical document search. The results of the preliminary analysis recommended exploring the option of constructing a new retaining wall or rock buttress between the toe of the existing landfill slope and the mean-high water elevation. In May 2002, we explored subsurface conditions by drilling ten borings at selected locations across the project site. Four of the borings were drilled at the top of the slope to depths ranging from about 38 to 80 feet below existing grades. Six of the borings were drilled on the beach, at the toe of the slope, but due to gravels, cobbles, and metal debris, none of these borings were able to extend deeper than 2% feet. This study was summarized in an interim technical memorandum dated June 21, 2002. The results of that study are incorporated into this summary report. The conclusions and recommendations contained in this report are based on our understanding of the currently proposed utilization of the project site, as derived from layout drawings, written information, and verbal information supplied to us. Consequently, if any changes are made in the currently proposed project, we may need to modify our conclusions and recommendations contained herein to reflect those changes. W \.PtOJedS\lCOOOs\14330 Paramel1llc. InC\PA Landfill Summary Repart 10 06 04.doc Parametrix.lnc. September 28, 2004 4-91 M-14330-B Page 4 3.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site in two phases: a preliminary phase during February 2002, drilling 10 test borings during May 2002, and in support of this 60% design phase which included excavating six test pits on the beach during July 2004. Our exploration and testing program comprised the following elements: A visual surface reconnaissance of the site; Five borings (designated B-1 through B-S) for a notch erosion study in 1992 at an upland location 350 to 730 feet east of the subject site with Standard Penetration Tests; Four upland borings (designated B-6 through B-9) in May 2002 for evaluating the upland portions of the subject site; Six beach-level borings (designated B-10 through B-15) in May 2002 for evaluating the waterfront portions of the subject site; Six beach-level test pits (designated A TP-41 0, 411, 412, 413, 413a and 414), advanced in July 2004, along the toe of bluff at the proposed wall location; A review of the logs of three monitoring wells installed along the beach by Sweet-Edwards in 1987 (designated MW-1 through MW-3); Five grain size analyses, performed on representative soil samples obtained from test pits along the beach; and A review of published geologic and seismologic maps and literature. Table 1 summarizes the approximate functional locations, surface elevations, and termination depths of all pertinent subsurface explorations, and Figure 2 depicts their approximate relative locations. W''-.P'OJlIClS\14000c\14330 P81ametnx. Inc\PA Landfill Sumtnlll}l Report 1006 04 doc Parametrix, Inc. September 28, 2004 4-91M-14330-a Page 5 TABLE 1 APPROXIMATE LOCATIONS, ELEVATIONS, AND DEPTHS OF EXPLORATIONS Surface Termination Exploration Functional Location Elevation Depth (feet) (feet) B-1' Notch repair, approximately 700 ft east of site 142 36% B-21 Notch repair, approximately 730 ft east of site 138 16 B-3' Notch repair, approximately 350 ft east of site 132 32% B-4' Notch repair, approximately 480 ft east of site 131 20 8-51 Notch repair, approximately 420 ft east of site 142 60% B-62 Top of bluff in old valley fill 150 66 B-72 Top of bluff in west cell 147 55 B-82 Top of bluff, west end of beach cell 130 38 B-92 Top of bluff, east end of beach cell 126 80 B-1 02 Toe of bluff, 170 feet east of MW-1 10 4 B-112 Toe of bluff, 155 feet east of MW-1 10 3 8-122 Toe of bluff, 140 feet east of MW-1 10 3 8-132 Toe of bluff, 125 feet east of MW-1 10 3 8-142 Toe of bluff, 40 east of Dry Creek 10 4 B-152 Dry Creek, 80 feet south beach 15 3 MW-13 Beach, east end of beach cell 10 27 MW-23 Beach, west end of beach cell 8 26 MW-33 Beach, below notch repair 6% 29 ATP-4104 100' west of MW -2, 15' north of bluff 12 11% ATP-4114 110' west of A TP-410, 10' north of bluff 12 10 ATP-4124 115' east of A TP-411, 12' north of bluff 12 9% ATP-4134 65' east and 5' south of MW-1 13 1% ATP-413a4 35' west of A TP-413. 1 0' north of bluff 12 11% ATP-4144 50' west of MW -1, 10' north of bluff 12 11 Elevation datum: Client supplied site plan. Note 1 = Borings completed by AMEC (formerly AGRA) in 1992 Note 2 = Borings completed by AMEC in 2002 Note 3 = Wells completed by Sweet-Edwards In 1987 Note 4 = Test Pits completed by AMEC in 2004 Appendix A of this report describes our field exploration procedures, and Appendix B describes our laboratory testing procedures and results. The specific number, locations, and depths of our explorations were selected by AMEC in relation to the existing and proposed site features, under the constraints of surface access, underground utility conflicts, and budget considerations. We estimated the relative location of each exploration by measuring from existing features and scaling these measurements onto a layout plan supplied to us, then we estimated their elevations by interpolating between contour lines shown on this same plan. Consequently, the data listed in Table 1 and the locations depicted on Figure 2 should be considered accurate only to the degree permitted by our data sources and implied by our measuring methods. W '-Pr0J8Cl8\140008\14330 Paramell'x., Ine\PA Landfill SlIllIlT18lY Repol110 06 04.doc: Parametrix, Inc. September 28, 2004 4-91 M-14330-B Page 6 It should be realized that the explorations performed and utilized for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other locations could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this report to reflect the actual site conditions. W '_PrOJllClS\ 14000.\ 14330 Pa,emstnx. InclPA Landfill SUmnmry Report 10 06 04.doc Parametrlx, Inc. September 28. 2004 4-91 M-14330-B Page 7 4.0 SITE CONDITIONS The following sections of text present our observations, measurements, findings, and interpretations regarding development, utility, surface, soil, groundwater, and environmental conditions at the project site. !J. Development Conditions As we understand it, the upland site was initially developed as a gravel pit Subsequently, the gravel pit was backfilled with refuse. The refuse was placed over the slope in some areas. The site was then capped. In most portions of the bluff, a ridge of native soil was left between the upland gravel pit and the beach below. However, for the 440 feet of beachfront with exposed refuse, it appears that the upland ridge of native soil does not exist. We interpret that either a ravine was present in this area before gravel pit development, or that a breach was excavated through the ridge in this portion of the bluff. 4.2 Surface Conditions During our February 6, 2002 reconnaissance, we observed that the bluff on the eastern side of the site consisted of a near vertical face with exposed advance outwash (an overconsolidated mixture of sand and gravel). Between the east end of the landfill property and approximately MW-3, we observed colluvium (slope wash) deposits extending from the beach up the bluff by about 20 to 30 feet. Similar conditions were observed on this portion of the beach during our 2004 field studies. ",:\," Since our initial reconnaissance in 2002, it appears that beach erosion has continued on the segment of beach between MW-3 to MW-2. The native-soil, vertical-bluff, exposed above the beach had no colluvium deposits at the bluff/beach contact. The predominantly sand beach cusps observed in 2002 were less pronounced in 2004. Instead, the beach below the bluffs now consists of a coarse sand and gravel with a relatively uniform slope. Based on the condition of the toe of bluff, the gradation of soil in the beach cusps, review of tide table data, and the seaweed/kelp line, it appears that extreme high tides and/or storm surges now attack the toe of bluff on this portion of the beach. In 2002, the bluff between MW-2 and MW-1 was characterized by mostly vegetated slopes above, with localized areas of vertical scarps at the toe. At the time of our 2004 studies, we observed a continuous 4- to 10- foot high vertical scarp along the toe of the bluff in this area. Refuse, primarily consisting of burned metal, rock and glass, was observed in these near-vertical faces. Additionally, large pieces of burned metal with rocks, rubber, and glass fused to the metal, along with large pieces of concrete, was observed on the beach surface. Individual pieces of metal ranged from small, 6 to 12 inches pieces and larger, greater than 4-foot wide, pieces of welded refuse. In fact, one of our test pits, A TP-413, encountered a very large piece of the burned refuse, and had to be relocated. In 2002, the upland slope between MW-2 and MW-1 had predominant angles of 35 to 45 degrees and was vegetated with scattered trees, blackberries, and other groundcover. By 2004, the oversteepening of the toe of slope has undercut the stable vegetated slopes above. In 2004, we observed several areas where shallow surficial failures had denuded localized areas of the slope above. W \...PrOJects\' 4000s\' 4330 PM_rill. fnc\PA landfill Summary Repo1l '0 06 04 do<: Parametrix, Inc. September 28, 2004 4-91 M-14330-B Page 8 East of the landfill property and below the Ocean View Cemetery property is a rock buttress that was installed to provide erosion protection for the City of Port Angeles industrial water supply pipeline that was constructed in the late 1930's. During our 2002 site reconnaissance, we observed that the rock buttress consisted of 10 to 15 feet of large (4 to 6 foot diameter rock) placed against what appeared to be an old cofferdam constructed with a combination of metal sheet piling, timber piles, steel piles, and timber lagging. According to anecdotal information, the water district maintains the buttress or bulkhead on a 1 O-year cycle. Our 2004 observations of this area indicated that ongoing wave action is continuing to impact the rock buttress. Large boulders were observed on the beach below and to the west of the buttress. We also observed evidence that waves continue to crest over the buttress, as evident by kelp and other seaweed atop the buttress. West of the landfill site, Dry Creek, an intermittent stream, flows through a steeply incised stream valley, and discharges into the Strait of Juan de Fuca across the sand and gravel beach. At the time of ,our initial reconnaissance in 2002, the stream channel had been blocked, or dammed. by an approximate 4 to 6 foot high berm of beach sand and gravel, with driftwood, that had been deposited above the mean-high water level and extended into the Dry Creek channel, during a past storm event. During our past site evaluation, we observed that Dry Creek had diverted by the sediment dam to the east and flowed towards the landfill slope for about 100 feet, in front of a native soil bluff. In 2004, there was not water observed flowing through the Dry Creek channel. Additionally, the diverted channel appeared less pronounced, and appeared to only extend about half the distance as previously noted. An isolated bluff of advance outwash deposits is located between the Dry Creek channel and landfill fill slope. The native bluff is appears to be near vertical in the upper 50 feet, before transitioning into an approximate 35 to 45 degree slope (similar to the undermined slope beneath the northwest corner of the landfill). The lower, sloped portion of this area is covered with a moderate to dense stand of small trees and some undergrowth. In summary, we conclude the following regarding the subject bluff: The vegetated slope is inclined at about 35 to 45 degrees, which appears to represent the repose angle of the covered refuse; Ongoing wave action continues to undercut the toe of the slope, resulting in oversteepening of the slope at the bluff/beach intersection, and resulting in localized slope failures that extend further up slope, removing the vegetation and cover soil; Wave energy appears stronger in 2004 compared to 2002, as evident by the more coarse grain nature of the beach sand and gravel; The beach appears narrower beneath the exposed refuse slope than beneath the bluff or Dry Creek, suggesting the refuse slope is less resistant to erosion than the native soils; and Dry Creek does not appear to be flowing as far to the east along the toe of the slope (as was observed during our February 6. 2002 site visit), however, since the creek was dry at the time of our 2004 visit, Dry Creek could still contribute to the undercutting of the subject slope. 4.3 Soli Conditions According to published geologic maps, soil conditions in the site vicinity are characterized by Vashon advance outwash and alluvium. The Vashon advance outwash generally consists of the dense to very sandy gravel, with varying amounts of silt, that comprise the bluffs above the beach W \.PrDj8ds\l4000$\l4330 Peremetrill, InclPA Landfill Summery Report 10 06 04.doc Parametrix, Inc. September 28, 2004 4-91 M-14330-B Page 9 and the material under the former and current landfill sites. The alluvium primarily consists of relatively recent, unconsolidated sand, gravel, and cobbles that comprise the beach sand and Dry Creek channel deposits. Soil Conditions - Beach: We attempted to drill 6 borings on the beach in 2002 with a limited access drill rig. These borings generally encountered dense to very dense sandy gravel with scattered metal debris and cobbles. All six of our borings encountered refusal within 3 to 4 feet. In July 2004, we advanced six additional test pits with a trackhoe. These test pits encountered 1 to 9 feet of loose sandy gravel (beach deposits) mantling denser sandy gravel (Advance Outwash). An exception was test pit A TP-413, which encountered refusal at 1 % feet on a mass of welded/fused metal and rock (presumably from the older "bum" portions of the landfill). Moderate to rapid seepage precluded excavating deeper than 9.5 to 11.5 feet in the test pits. Deeper air rotary borings made in the past (without sampling) to install monitoring wells indicate that similar dense to very dense sandy gravels are present to depths of elevation -17 feet to -22.5 feet. Our 2004 test pit explorations revealed somewhat variable near-surface soil conditions but confirmed the mapped stratigraphy. In general, our recent test pit explorations encountered 0 to 2 feet of loose, black sand and gravel with abundant landfill debris that comprised the beach. Immediately beneath the current beach surface, our test pits encountered 1 to 9 feet of loose, black, sandy gravel with cobbles. The thickness of the beach sand and gravel appeared to thicken to the west. We interpret this as thicker beach deposits that would have filled in the former drainage that was filled by the landfill. Underlying the beach deposits, our test pits encountered a dense to very dense, wet. brown sandy gravel with cobbles and silt. We interpret this to be the underlying Vashon advance outwash. This soil type was encountered to the full depth explored in all of our test pits except A TP-413, which was terminated at 1 % feet due to refusal in the landfill debris. Soil Conditions - Bluff: Soil conditions encountered on the bluff generally consisted refuse and man- placed fill mantling native dense to very dense sandy gravel/gravelly sand, interpreted to be advance outwash. Borings B-6 to B-9 generally encountered 4 to 18 feet of cover soil mantling 3 to 47 feet of refuse. Specifically, borings 8-6 and B-7, located away from the bluff, both encountered the HOPE cover liner at depth of 2 feet. The HOPE liner was layered between fill soils consisting of medium dense sand to sandy gravel. The refuse in these two borings generally consisted of paper, wood, metal, and plastic, with some soil matrix. Borings B-8 and B-9, advanced at the top of the bluff, did not encounter the HOPE liner. Both of these borings encountered 1 foot of gravel (access road) fill mantling 2 feet of pea gravel (toe drain for the liner system). Underlying the toe drain, both borings encountered dense silty sand with varying amounts of gravel with scattered wood. This layer is interpreted to be a cover fill placed atop refuse. Three feet of refuse was encountered in boring B-8, while 47 feet of refuse was encountered in boring B-9. The refuse appeared similar to the refuse encountered in borings 8-6 and 8-7. The refuse in boring 8-8 was underlain by a sand fill, which generally confirmed the anecdotal history of filling, which indicated a fill berm was constructed atop the bluff, however, this layer of fill was not encountered in the boring B-9. Below the refuse and lower fill layer. all four of the borings encountered dense to very dense sandy gravel, interpreted to be native advance outwash. This soil was encountered to the full depth in each of the upper four borings. W\,P'Oj8C\S114000s\14330 Patamelnx, Inc\pA Land1ill Summary Report 1006 04 doc Parametrix, Inc. September 28, 2004 4-91 M-14330-B Page 10 The enclosed exploration logs provide a detailed description of the soil strata encountered in our subsurface explorations. Table 2 summarizes the approximate thicknesses, depths, and elevations of selected soil layers. The Geologic Cross-Sections (Figures 3 through 6) illustrate our stratigraphic interpretations at selected locations across the project site. TABLE 2 APPROXIMATE THICKNESSES, DEPTHS, AND ELEVATIONS OF SOIL LAYERS ENCOUNTERED IN EXPLORATIONS ON THE BEACH Thickness Depth Elevation Exploration of Beach Deposit of Dense Glacial of Dense Glacial Advance Outwash Advance Outwash (feet) (feet) (feet) 8-10 41h+ N/E N/E 8-11 3+ NIE NIE 8-12 3+ N/E NIE 8-13 3+ N/E NIE 8-14 4+ N/E N/E 8-15 3+ N/E N/E MW-1 81h 8%1 1%1 MW-2 6% 6%' 11h' MW-3 6 61 1h' ATP-410 1 1 11 ATP-411 4% 4% 7112 ATP-412 7 7 5 ATP-413 1% N/E2 N/E2 ATP-413a 7% 7% 4Yz ATP-414 9 9 3 Elevation datum: Client supplied site plan. NIE = not encountered within depth of exploration but likely present at greater depth. GIS = exposed at ground surface. Note 1 = Estimating that deeper layer is glacial outwash deposits by lithologic description only (Sweet- Edwards 1987) Note 2 = encountered refusal on large mass of fused metal obstruction. W \...P,ojeeIB\' 4000.\'4330 Parsmetrix. Ine\PA Landfill SuIT1lTl8lY Report' 0 06 04 doc Parametrix, Inc. September 28, 2004 4-91 M.14330.B Page 11 TABLE 3 APPROXIMATE THICKNESSES, DEPTHS, AND ELEVATIONS OF SOIL LAYERS ENCOUNTERED IN EXPLORATIONS ON THE BLUFF Thickness Thickness of Depth Elevation of Topsoil! Thickness Beach Sand of Dense of Dense Exploration of Refuse Advance Advance Cover Fill and Gravel (feet) (feet) (feet) Outwash Outwash (feet) (feet) B-1 11 161h 0 271h 114% B-2 8 0 0 8 130 B-3 10 13 0 23 109 8-4 51h 111h 0 17 114 8-5 7 48 0 55 142 8-6 6 42 0 48 102 B-7 4 281h 0 321h 1141h 8-8 12 9* 6 21 109 B-9 18 47 0 65 61 Elevation datum: Client supplied site plan. NIE = not encountered within depth of exploration but likely present at greater depth. GIS = exposed at ground surface. * includes 6 feet of embankment fill ** denotes beach sand and gravel intermixed with debris from landfill We performed grain size analysis on samples of the advance outwash exposed in the bluff; the beach gravels; and the advance outwash beneath the beach gravels. Our geotechnical laboratory tests revealed that the outwash have a fines (silt and clay) content on the order of 2 to 4 percent, while the beach gravels had a fines content of 0 to 2 percent. We interpret these soils to be relatively insensitive to moisture content variations, but due to the lack of fines, the material appears quite susceptible to erosion and scour. The enclosed laboratory testing sheets graphically present our test results, and Table 4 summarizes these results. TABLE 4 LABORATORY TEST RESULTS FOR NON-QRGANIC ON-SITE SOILS Soil Type Sample Cobble Gravel Sand Silt/Clay and Source Depth Content Content Content Content (feet) (percent) (percent) (percent) (percent) Advance Outwash (bluff) -15 7 56 35 2 Beach Sand 3-8 6 -14 50 - 55 35 - 36 0-3 Advance Outwash (beach) 0-2 58 - 61 35 - 38 35 - 38 2-4 W \..PrOlecls\14000s\14330 Parametnx. Inc\F'A landfill Surrmary AapoIll0 OIl 04 doc Parametrix, Inc. September 28, 2004 4-91M-14330-B Page 12 !:! Groundwater Conditions At the time of digging (July, 2004), our explorations along the beach encountered groundwater within their termination depths of 9.5 to 11 feet. With the exception of A TP-413 which encountered an obstruction at 1.5 feet, each of our explorations encountered moderate to rapid groundwater seepage, at depths ranging from 7 to 9 feet below existing grades and at elevations ranging from 3 to 5 feet. We interpret this groundwater to be representative of slightly higher than the average sea level. The Sweet Edwards monitoring wells have exhibited groundwater elevations ranging from 1.5 to 5 feet. Given the various groundwater elevations relative to ground surface elevations, it appears that the groundwater levels are related to tidal influences, and that the water levels will fluctuate accordingly. Table 5 summarizes the approximate groundwater depths and elevations that we measured in our test pit explorations, and that have been measured by others in the monitoring wells. Because our explorations are so close to the intertidal zone, we expect the groundwater conditions are closely related to the mean sea level. A portion of the groundwater is influenced by seepage from the bluff, and as such, would be expected to fluctuate seasonally; lowest levels probably occur during the summer and early fall months, whereas higher levels probably occur during the winter and early spring months. Perched groundwater probably forms atop silty layers in the bluff. and above the filiI native interface, however, seepage out of the face was not observed. We expect that any such perched seepage is further diminished by the impervious cover atop the closed landfill above. TABLE 5 APPROXIMATE DEPTHS AND ELEVATIONS OF GROUNDWATER ENCOUNTERED IN EXPLORATIONS Observation Depth of Elevation of Exploration Well Groundwater Groundwater Date of Measurement (feet) (feet) ATP-410 N/W 8 4 July 22, 2004 ATP-411 N/W 9 3 July 22, 2004 ATP-412 N/W 7 5 July 22, 2004 ATP-413a N/W 8 4 July 22, 2004 ATP-414 N/W 8 4 July 22, 2004 MW-1 MW-1 5 10 October 29, 1987 MW-2 MW-2 5 8 October 23, 1987 MW-3 MW-3 5 6% October 19,1987 NIW = no well installed N/E = not encountered within depth of exploration ATD = at time of digging or drilling W"_Projecls' 140008' 14330 Parametnx. /nclPA landfill Summary Repon 10 06 04 doc Parametrix, Inc. September 28, 2004 4-91 M-14330-B Page 13 5.0 CONCLUSIONS AND RECOMMENDATIONS Headward erosion along the beach at the Port Angeles Landfill has undercut the slope and exposed refuse. We recommend toe protection be provided along the beach to stabilize the existing conditions and to prevent future wave attack from further destabilizing the slope above the waterfront area. In our 2002 interim report, we discussed alternatives for toe protection, which fell into two main categories, namely a rock revetment bulkhead or a retaining wall. We understand that at this time a retaining wall is preferable to the rock revetment for environmental reasons. We understand the retaining wall will be located 15 feet landward of Mean Higher High Water (elevation +7.06 feet). Our 2004 test pit subsurface evaluation at the proposed wall location disclosed a near-surface beach deposit with mixed refuse, underlain by a sandy gravel beach deposit to depths of as much as 9 feet, underlain by a dense to very dense Advance Outwash deposit, comprised of sandy gravel with cobbles and silt. These conditions would be more amenable to a soldier pile wall or cylinder pile wall, which can be installed with drilled I cased methods. Retaining walls which require driving I vibrating sheet piles, or driving steel 1 concrete piles would have a relatively high risk of encountering obstructions. However, obstructions similar to the welded I fused debris encountered in A TP-413 should still be expected within the upper beach deposits. These may need to be removed by pre- excavating to install the retaining wall at the desired location. SloDe Stability: We have reviewed the stability of the slope under existing conditions, and have established design parameters to be used in evaluating the global stability of the slope in conjunction with the final design option. In general, our analysis indicates a marginal safety factor (safety factor of 1.0 or less) with the oversteepened toe condition. A suitable safety factor (safety factor of 1.5 or greater for static conditions, and 1.1 or greater for seismic conditions) will be achieved by constructing the toe buttress or retaining wall. The bluffs and underlying beach deposits are dense, and no underlying global instability is indicated so long as the wall has adequate embedment. We understand your coastal engineer is analyzing an appropriate design depth for scour to be used in conjunction with the design. Wall Design Pressures: At this time, the cantilevered retaining wall option has been identified as the most favorable approach, when considering environmental and other factors. We have provided lateral earth pressures to be used in conjunction with this option, as presented in Figure 7. These wall design pressures can be refined as the design is finalized. For example, passive pressures may be increased depending on the predicted scour that might occur at the toe of slope. Active earth pressures will depend on the final configuration of the backs lope behind the wall. Figure 7 presents a conservative assessment of lateral earth pressures for the currently known wall design, assuming a backs lope of 2H:1V and a foreslope of 5H:1V. '(/ Slope Protection: In conjunction with the retaining wall, it will be necessary to re-grade and revegetate the slope above the wall. With a 2H:1 V backslope, it is our opinion that that the remainder of the slope would generally be stable. If steeper backslopes are required (no steeper than 1.5H:1V), we would recommend that the face of the slope be denuded of all existing W \_P'OfllCI&\ 14000&\ 14330 Patametrix. Inc\pA l.8ndfill Sunvnary Report 10 06 04.doc Parametrlx, Inc. September 28, 2004 4-91 M-14330-B Page 14 vegetation, and that a permanent erosion control product (such as "Geoweb", "MacMat Rn) be installed and revegetated to provide additional support within the shallow soils. Construction Considerations: Construction of the soldier pile wall on the beach will generally be feasible above the high tide level. Seepage and caving was encountered in our test pit excavations, and therefore casing will be needed to maintain an open excavation. If excavation for lagging needs to extend below beach level, temporary dewatering may be required. We recommend groundwater levels be maintained at least 2 feet below the planned base of excavations. Drilling operations may also require the use of slurry to maintain the holes during concrete placement. It will be necessary to contain all drilling mud and concrete during construction. Pumped groundwater will need to be treated/filtered prior to discharge. Temoorarv Cut SIooes: All temporary cut slopes associated with site regrading or excavations should be adequately inclined to prevent sloughing and collapse. For the various soil layers that will likely be exposed in on-site cuts, we tentatively recommend the following maximum cut slope inclinations for dewatered excavations. However, appropriate inclinations will ultimately depend on the actual soil conditions exposed during earthwork. Soli Type Loose, Beach Sand and Gravel Medium-Dense to Dense Gravelly SAND Expected Depth Interval o to 9 feet 1 to 9+ feet Maximum Inclination 2H:1V 1H:1V W:\...PrOj8d.\'4000s\14330 Parametnx.Inc\PA Landfill SIlrrmary Reporll0 06 04 doc -- - --- ----~-------~-- - ------- -----~---~ ---------- ---~-------~------------~---------------~--- - -----------~--- --- -------- Parametrlx, Inc. September 28, 2004 4-91 M-14330-B Page 15 6.0 CLOSURE The conclusions and recommendations presented in this report are based. in part, on the explorations that we performed and utilized for this study; therefore, if variations in the subgrade conditions are observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. AMEC is available to provide geotechnical monitoring, soils and concrete testing, steel and masonry inspection, and other services throughout construction. We appreciate the opportunity to be of service on this project If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Si'ncerely, AMEC Earth & Environmental, Inc. ~c;?(~ ) Senior Project Geologist mes S. Orans' I . E. Principal Geotechnical Engineer KSS/JSO/clt '~-:- - ",ilii r;;;j' W:\J'rDj8CIs\14000s\14330 Paramelrlx.lnc\pA Landfill SUmmary ReporIl0 06 04.doc FIGURES ,,' ~ .,. ~ ~ ~ ~ \)' /! ':;':~~ l~, .:'- ~':l. ,~ ",. i1 ...,:. < ".;:.'.. '" ,r -- '" ""'.... if >>~. 11~, 1 " " 35 ~"., . ~:.,~ ,:< , !.;.!J _~'" "~J .. ~ t;s.~-- ._~ _$.'- r< ~': ,,< -- ~;~ I >, ill' "')'1$ -. I .^ />I~l i l , 1,~.. ~<'... 1 "~. \\', I .~...._.;; ~V~~ . -/ VI I t(; ." ,~~, / \: ~ / 1(' --"", \..:1""" {~~ ; .... ~ ft.' ~ t ~;:Jlt;.~ .' . " '~", ".,,,".~ .. .~'I, *-':1 -..--,------~---~--~~-rit:'~-:?"=-~~;_:_.7tr::tr .. ' ;;,1:..(?"",~.' i' " ';"'-'1.- . . - I'" '::"', ..- -- t 'f.t 'j' , f1' - ".~t-j \- ", .C... _~ :. ,-, ~- :i:i ( ./ ~- ...... <$ 'd '" ~~_.~. ~ 't'l,' , t. I i ~< '! ,,.(if _~ ;; ...../';...e.l:;:Zi._~ ....'\ '""-_....~ '<II 'I''. t\ (fl. -:::" -, ~~. .~- - "'; " 2 ..' I: '. . 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" , r" !, .Ii , i } II '1', ' I'j tli. ,I.;J r, ~.' ..;1 ' ~ > 1 ,I, . .' '11~~~ , ' " II ....\\ ~',."i9 '~:'lt " ;~, II " :11 I '~l ~ ,7 < , , , , " " >. . .f ....i.~:-.._~' , .!- ',' ~ o z o F <( o 9 w ':l' <( Z '. ,<":1 ;,;, i >.1':: ! I *':' .x......-,..,. - .. __J',i,1; , <;~~- " , '::-', t ~'. ,'( ~ .-..' " ".... - I, " . ,'>; h~ r __<~,... ,....-- -.;'J..,. " '\. ~:~ - , I " ;1.. !:I Ii: ~ ~ ;>: CD Z Cl Ri o " ., ~;'" ,- .!"........ ,1.' .~. \ vi t-' z W ..J <( tJ '" .11..' ~', ~ ~~/ .:'./_, ~'\ -- ~~... -- '\" ,;..-.:.., '.....::- JV/ / .' . ''',,- '~~-i~~ _ , ., "~"\. '" 8 '" I '" I '" o " " " 'j ,> AREA'~BLUFF , ' . ';,'\, Ii! <( o Cl ~ o o I o n n ... I ':l' ;;; I N N.T.S. arneff' ,~' /'6""" "'..- ! ....... ...~.,., ~ ...#'~ ~.J;i l"i <~f 2 ' ~. ,,1'1 ! II ;~.. t\~.~""", -::.;. 1 . ':"i:.~ _.~_ . . ---f'~ . . .- "'. . .~ ~-!- , . ',' r ,0' ji ", t ..~ - -- -- j:1iS ~J" 'Y I Ci ,.,'/'5.. I '. i ,,' _'~l_ <.;o;,~ '~ ...~ r- -'. - ---.....--.- p. 8,", ' .a:;-. ...: 1 II _y' f>F)' t':el:'k > _<<&r 1~~~ :- ~... .. a:; f4 .'i)""1 &".:It':';' ..,..+.... j<, 1- -- ~.~~~. *"'- ~ ,~~- ..~' " ,J ::~ ;'- I '\: ~ ,..: o rr)elers~~~, '1 rmleb - 5t..:.f..} ~000 I OS ! ~ 500 I , . 0 2000 I SITE LOCA nON AND TOPOGRAPHIC MAP FIGURE PORT ANGELES LANDFILL AMEC EARTH AND ENVIRONMENTAl. INC 11335 N E 122nd Way, Suite 100 Klrl<land, WA, U.S A, 98034-6918 ci Z al o .., 1 PORT ANGELES, WASHINGTON I ~ l .. 1;1 \1 o N I I!! 01 <oJ ~ ~ I:l " s- Ol ~ I!: ~ -:. ~ i I III J, ~ .. o ~ ~ "j '" 0; .l. i ~ IAONITORING WELL NUIABER AND APPROXlMA TE LOCATION (SWEET EDWARDS, 1987) TEST PIT NUMBER AND APPROXIIAA TE LOCATION (CURRENT STUDY) BORING NUIABER AND APPROXIMATE LOCATION . (AMEC 2002) AL j.A BORING NUMBER AND APPROXIMATE LOCATION --J (AIAEC 1992) SITE AND EXPLORATION PLAN PORT ANGELES LANDFILL arnec!' FIGURE 400 o 200 SCALE IN FEET GEOLOGIC CROSS SECTION AIA!C....1lIH NlD IIMRDHMEIlTAL IHC 11335N E.122ndWov,Sulb!l100 Kl1Idond, WA, U SA. 98034-8918 2 PORT ANGELES, WASHINGTON I- W ~ ~50 z o F <( > ~ 0 w y ~ ~ ,! o III .:J ~ ~ z ~ c;: -50 B -200 (NW) 150 ~ ~ is ~ I- W W lL. ~50 z o F <( > ~ 0 W ~ ~ ~ ~ I lli I IS ~ i o i i ~ ~ ~ ~ A (NORTH) 150 100 100 -50 V.,/ den.. oondy CRAVEL (Advance Outwa.h) MHHW = 7.02' HORIZONTAL DISTANCE IN FEET A' B-7 Cover Soli (50'E) (SOUTHJ ~~~~~=--------~~---~~~~~F= :0: Ve,,. den.. _. CRAVEl (Advance OuIWCIIh) lD S5.0' -150 -100 450 LEGEND -50 o 50 150 200 TOE ORAIN 100 250 30n S II 350 'tover 0 400 8-9 __~--- R.fun (40'E) __ ___-- ,-"-- --- ~ ...-_-----~-------?--------- ..- .- I Slty CrQVIIl SAND '" _ _ ..- L FILl ,_ _ - -1- - -~.- - RefuM --- -_L___-?- --- Orovel1y SAHD _ - - (Dol. Cow<) '2- - __ - - -. 10 es.o' ....- --. -~-------~-----------_..- 8-9 BORING NUMBER AND APPROXIMATE LOCATION (4Q'E) OFFSET FROM SECTIONLINE I TOTAL OEPTH OF BORING TO so O' --- -- -- ......- /' /' ,- ,- ,,- ?./ /' ,,- ./ ,- /' --- HORIZONTAL DISTANCE IN FEET TO 80 O. Ver'fdense IOnd)' GRAVEL NOTES: THE STRATA ARE BASED UPON INTERPOLATION BETWEEN EXPLORATIONS AND MAY NOT REpRESENT ACTUAL SUBSURFI\CE CONDITIONS. SIMPLIFIED NAMES ARE SHOWN FOR SOIL DEPOSITS, BASED ON GENERALIZATIONS OF SOIL DESCRIPTIONS. SEE EXPLORATION LOGS AND REPORT TEXT FOR COMPLETE SOIL DESCRIPTIONS 150 250 300 450 -50 o amec!' 200 o 50 1""""I0....oI SCALE IN FEET 100 AMtC W01I AND UMlONMlNTAl. INC. 11336 N.E. 122nd Woy, SUllo 100 Klrtdand. WA, U.S.A. 98034-8918 350 400 500 550 GEOLOGIC CROSS SECTION A-A', 8-B' PORT ANGELES LANDFILL PORT ANGELES, WASHINGTON I- W ~ 50 ~ z o F ~ o ~ w 50 500 B' 150 (SE) 100 I- W ~ 50 ~ z o F ~ o ~ w -50 600 FIGURE 3 \! e !l ,!. ~ ~ z ~ " ~ 1;; ~ III lS 51 . ~ ~ ~ I II: LEGEND I l'l III 8-9 .. 0 \! e I' e ~ "j :I ;; ,!, !l 'l1) eo 0' ~ C (WEST) 160 140 120 100 I- W ~ ~ 80 z 0 F 60 < > W ..J W 40 20 0 -20 0 30 BORING NUMBER AND APPROXlMA TE LOCATION STANDARD PENETRA nON RESISTANCE IN BLOWS PER fOOT TOTAL DEPTH Of BORING B-8 APPROXIMATE EDGE Of .VALLEY fiLL. 3' " Refu..' "5'o7S'! Silty Send - 9" rill __ 78 SIlty SAND (rm) ~=~==--------------- ~~--_:~ ------ 5O/S' - "- 50/3" "9 Very dente . ....... '0/'- MJ/t,- ....... ....... ....... 'l1) 38.S' Sandy Cl/A\IEI. 60 90 120 HORIZONTAL DISTANCE IN FEET 150 NOTES' THE STRATA ARE BASED UPON INTERPOlATION BETWEEN EXPLORA nONS AND IAA Y NOT REPRESENT ACTUAL SUBSURfACE CONDITIONS, SIMPLIfiED NAMES ARE SHOWN fOR SOil DEPOSITS. BASED ON GENERAUZA nONS Of SOIL DESCRIPTIONS. SEE EXPLORATION lOGS AND REPORT TEXT fOR COMPLETE SOIL DESCRIPTIONS. C' (EAST) 160 B-9 140 ., ., nu. 120 52 J8 Jl) 37 -.----- 100 RU\JSE I- -..... W ..... it! "- 80 "i'..... ~ ........................ Z --- ---- , 0 5014" ~---' 60 F -. _.. ~ aandy GRAVEL 5O/It' 80/3" ~ 11) 80.0' W 40 20 0 20 180 210 240 270 300 ~ Aute EAIllH AHO EIMIIOI/MINTAI. IIlC. 11335 N.E. 122nd Way. Su1t8 100 IQrtdsnd. WA., U.8A 98034-6918 GEOLOGIC CROSS SECTION C-C' PORT ANGELES LANDFILL PORT ANGELES. WASHINGTON o 30 SCALE IN FEET 60 . AGURE 4 l/ o g I ~ '" " ~ z ~ ~ In ~ ~ ~ ~ ~ I lil I g \!! ~ o LEGEND B-8 l' l/ o ~ I ~ J. TO 3B o' ATP-2 o o z ~ o (NORTH) 150 100 I- W W t... ~ 50 z o 1= <( > ~ 0 W -50 o 50 100 BORING NUMBER AND APPROXIMATE LOCATION STANDARD PENETRATION RESISTANCE IN BLOWS PER FOOT TOTAL DEPTH OF BORING TEST PIT NUMBER AND APPROXIMATE LOCATION MHHW a 7.02' 150 200 300 HORIZONTAL DISTANCE IN FEET 350 400 450 250 NOTES' THE STRATA ARE BASED UPON INTERPDLA TlON BETWEEN EXPLORATIONS AND IAAY NOT REPRESENT ACTUAL SUBSURFACE CONDITIONS. SIMPLIFIED NAIAES ARE SHOWN FOR SOIL DEPOSITS, BASED ON GENERALIZATIONS OF SOIL DESCRIPTIONS, SEE EXPLORATION LOGS AND REPORT TEXT FOR COMPLETE SOIL DESCRIPTIONS / / / / /( / / I Refuse I I ./ amer.O AMrc WlTH AND INYIRONUENTM, we. 11335 H.E. 122nd Way. Suite 100 K1rldand. WA. U.S.A. 98034-691 B Refuse -- =:j. -4"----?-----T- -__ 50/4" TO 38.0' Very den.. .and)' CRA\'[L (Ad\Ionce Outwash) 500 550 600 GEOLOGIC CROSS SECTION 0-0' PORT ANGELES LANDFILL PORT ANGELES. WASHINGTON 650 o J"""""""""'l 50 SCALE IN FEET 0' (SOUTH) 150 100 I- W ..... t... 50 ~ z o 1= ~ w -' w o 50 100 FIGURE 5 ~ 8 I l3 ill ! ~ ~ .. '" ii ~ "8 I ~ ~ ~ ~ I S \!! c <> Ii <> 0 ~ LEGEND .. ~ ATP-414 I N 0 ~ ~ E (WEST) E' (EAST) 20 (BEND IN SECTION) - + ,... N '" I ~ ~ ;t .. '" :E :E - 'ot ! '" ,... N :: 0 ~ ~ ~ 'ot ~ 'ot ~ ~ I d. ~ I d. d. a. ~ ... ... l- I- -c -c < -c -c ( /' Debris: fused ,-' \ metol / rock I- . + \ / I ,- \ /r --'1- / Beach Sand: Loose. ,-" dark groy. coarse sondy '" ,- Advance Outwo.h' Medium den.e GRAVEL with .ome ",Y to dense, fight orongish-brown, - cobbles ond metol '" coorse .ondy GRAVEL with .ome I- debris _ - cobbles; troce slit. --- _-1---- - I- - l- I I I I -, I I I I I I -5 20 15 ..... W W u.. 10 ~ Z 0 1= ~ 5 ~ w 0 15 ..... w 10 w u.. ~ z 0 1= 5 ~ ~ W 0 -5 -10 10 1200 800 900 1000 1100 o 100 200 300 400 500 600 700 HORIZONTAL DISTANCE IN FEET NOTES: THE STRATA ARE BASED UPON INTERPOLATION BETWEEN EXPLORA nONS AND MA V NOT REPRESENT ACTUAL SUBSURfACE CONOlnONS. SIMPLIFIED NAMES ARE SHOWN fOR SOIL DEPOSITS. BASED ON GENERALIZATIONS OF SOIL DESCRIPTIONS. SEE EXPLORATION LOGS AND REPORT TEXT FOR COtoAPLETE SOIL DESCRIPTIONS o 100 "........,-q SCALE IN FEET 200 . GEOLOGIC CROSS SECTlON [-E' amet!' FIGURE TEST PIT NUMBER AND APPROXIMATE LOCA nON PORT ANGELES LANDFILL 6 AUEC WITH AND DMRONMtNTAL.1MC. 11335 N.E. 122nd Way. Sulle 100 I<IrkIsnd. WA, U.SA. 980_18 PORT ANGELES. WASHINGTON NEGLECT PRESSURE i CI III ~ D.. I ;i ~ ~ ~ PRESSURE ACTS OVER TWO PILE DIAMETERS bi ~ % ~ Li: ~ :>: lD ~ iii ..... CI Vi ,.: Z NOTES: hi ~ III -1 H 2 REGRADED SLOPE SOLDIER PILE WALL (TYPICAL) LA TERAl SUPPORT FROM TIEBACK (OPTIONAL) 5 PRESSURE ACTS OVER PILE SPACING PRESSURE ACTS OVER ONE PILE DIAMETER 40 PCF (ACTIVE) ALLOWABLE PASSIVE PRESSURE ACTIVE OR AT-REST PRESSURE 1. FOR SOLDIER PILE SPACING OF 8 FEET OR LESS, LAGGING SHOULD BE DESIGNED TO WITHSTAND 50% OF APPARENT EARTH PRESSURE. 2. FOR PORTIONS OF WALL ADJACENT TO EXISTING STRUCTURES OR UNDERGROUND UTILITIES, USE AT-REST PRESSURE. 3. SEE REPORT TEXT FOR ADDITIONAL RECOMMENDATIONS. N o o N I o N I III o ~ 4( CI ~ o LA TERAL EARTH PRESSURE DIAGRAM-CANTlLEVER/ SINGLE TIEBACK CONDITION (WITH 2H: 1V BACKSLOPE) PORT ANGELES LANDFILL PORT ANGELES, WASHINGTON FIGURE 7 o I o ,., or) .. ~ amec!J a; I N d AMEC EARTH AND ENVIRONMENTAI.INC. z 11335 N.E. 122nd Way, Suite 100 ~ Kirkland, WA, U.S.A. 98034-6918 APPENDIX A FIELD EXPLORATION PROCEDURES AND LOGS APPENDIX A FIELD EXPLORATION PROCEDURES AND LOGS 4-91M-14330-B The following paragraphs describe our procedures associated with the field explorations and field tests that we conducted for this project. Descriptive logs of our explorations are enclosed in this appendix. Auaer Borino Procedures Our exploratory borings were advanced with a hollow-stem auger, using a truck-mounted drill rig (for upland borings) and a track-mounted portable drill rig (for borings on the beach). This equipment was operated by an independent drilling firm working under subcontract to AMEC. A geotechnical specialist from our firm continuously observed the borings, logged the subsurface conditions, and collected representative soil samples. All samples were stored in watertight containers and later transported to our laboratory for further visual examination and testing. After each boring was completed, the borehole was backfilled with a mixture of bentonite chips and soil cuttings. Throughout the drilling operation, soil samples were obtained at 22- or 5-foot depth intervals by means of the Standard Penetration Test (SPT) per ASTM:D-1586. This testing and sampling procedure consists of driving a standard 2-inch-diameter steel split-spoon sampler 18 inches into the soil with a 140-pound hammer free-falling 30 inches. The number of blows required to drive the sampler through each 6-inch interval is counted, and the total number of blows struck during the final 12 inches is recorded as the Standard Penetration Resistance, or "SPT blow count.. If a total of 50 blows are struck within any 6-inch interval, the driving is stopped and the blow count is recorded as 50 blows for the actual penetration distance. The resulting Standard Penetration Resistance values indicate the relative density of granular soils and the relative consistency of cohesive soils. '" The enclosed Boring Logs describe the vertical sequence of soils and materials encountered in each boring, based primarily on our field classifications and supported by our subsequent laboratory examination and testing. Where a soil contact was observed to be gradational, our logs indicate the average contact depth. Where a soil type changed between sample intervals, we inferred the contact depth. Our logs also graphically indicate the blow count, sample type, sample number, and approximate depth of each soil sample obtained from the borings, as well as any laboratory tests performed on these soil samples. If any groundwater was encountered in a borehole, the approximate groundwater depth is depicted on the boring log. Groundwater depth estimates are typically based on the moisture content of soil samples, the wetted height on the drilling rods, and the water level measured in the borehole after the auger has been extracted. Test Pit Procedures Our exploratory test pits were excavated with a CAT-225 track-mounted backhoe operated by an independent firm working under subcontract to AMEC. A geotechnical specialist from our firm continuously observed the test pit excavations, logged the subsurface conditions, and obtained representative soil samples. All samples were stored in watertight containers and later transported W",-Projects\14000s\14330 Paramelnx.Inc\PA Landfill Sunmary Report 10 06 04.doc to our laboratory for further visual examination and testing. After we logged each test pit, the hoe operator backfilled it with excavated soils and tamped the surface. The enclosed Test Pit Logs indicate the vertical sequence of soils and materials encountered in each test pit, based primarily on our field classifications and supported by our subsequent laboratory examination and testing. Where a soil contact was observed to be gradational or undulating. our logs indicate the average contact depth. We estimated the relative density and consistency of the in-situ soils by means of the excavation characteristics and the stability of the test pit sidewalls. Our logs also indicate the approximate depths of any sidewall caving or groundwater seepage observed in the test pits, as well as all sample numbers and sampling locations. W.\_PrOj8cts\14000s\104330 Pall,melrix,lnclPA I.Ju1d1ill Sunmary Aepo<l10 06 Oo4.doc TEST PIT LOGS DeDth (feet) Material DescrlDtion Test Pit ATP-410 Location: 100' west of MW-2, 15' north of bluff Approximate ground surface elevation: 12 feet 0.0 - 1.0 Loose, damp, dark gray and black, coarse sandy GRAVEL, with some cobbles and scattered sea-weed, kelp material, small metal debris. (Beach Sand). 1.0 - 11.5 Medium dense, wet, light orange-brown coarse sandy GRAVEL, with some cobbles and a trace silt. Becomes dense at 4.5 feet (Advance Outwash) Test pit terminated at approximately 11.5 feet Moderate sloughing between 0 to 1 feet Slight caving at 6 to 8 feet Moderate to rapid seepage at 8 feet Test PitATP-411 Location: 110' west of A TP 410, 10 · north of bluff. Approximate ground surface elevation: 12 feet 0.0 - 1.5 Loose, damp, dark gray and black, coarse sandy GRAVEL, with some cobbles and abundant metal debris. A 2-4 inch reddish/brown oxidation layer was encountered at 1.5 feet. (Beach Sand). 1.5 - 4.5 Loose, damp, dark gray and black, coarse sandy GRAVEL, with some cobbles and boulders. (Beach Sand). 4.5 - 10.0 Medium dense to dense, wet, light yellowish to orange-brown coarse sandy GRAVEL. with some cobbles and a trace silt. (Advance Outwash) Test pit terminated at approximately 10 feet Moderate sloughing between 0 to 1.5 feet Slight caving at 8 to 9.5 feet Moderate to rapid seepage at 9 feet 4-91 M-14330-B SamDle No. 5-1 (0-1 ') S-2 (2-4') W=\...Proj8ClS\l40008\14330 ParBlT1Blnx. Inc\PA Landfill Summary Report 10 06 04.doc DeDth (feetl Material DescriDtlon Test Pit ATP-412 Location: 115' west of ATP-411, 12' north of bluff Approximate ground surface elevation: 12 feet 0.0 . 2.0 Loose, damp, dark gray and black with reddish-brown oxidation, coarse sandy GRAVEL, with some cobbles and abundant metal debris. (Beach Sand). 2.0 - 7.0 Loose, damp, dark gray and black, coarse sandy GRAVEL, with some cobbles. (Beach Sand). 7.0 - 9.5 Medium dense to dense, wet, light yellowish to orange-brown coarse sandy GRAVEL, with some cobbles and trace silt. (Advance Outwash) Test pit terminated at approximately 9.5 feet Moderate sloughing between 0 to 2 feet Moderate to severe caving at 5 to 7 feet Moderate to rapid seepage at 7 feet Test Pit ATP-413 Location: 65' east and 5' south of MW-1 Approximate ground surface elevation: 13 feet 0.0 - 1.5 Loose, damp, dark gray and black with reddish-brown oxidation, coarse sandy GRAVEL, with some cobbles and abundant metal debris. (Beach Sand). Terminated due to refusal at 1.5 feet on a mass of welded/fused metal and rock. Moved 10 feet west but encountered refusal at same depth. Test pit terminated at approximately 1.5 feet Slight sloughing between 0 and 1.5 feet No seepage observed Test Pit ATP-413a Location: 35' west of A TP-413, 10' north of bluff Approximate ground surface elevation: 12 feet 0.0 - 1.5 Loose, damp, dark gray and black with reddish-brown oxidation, coarse sandy GRAVEL, with cobbles and abundant metal debris. (Beach Sand/Refuse). 1.5 -7.5 Loose, damp, dark gray and black, coarse sandy GRAVEL, with some cobbles. (Beach Sand). 7.5 -11.5 Dense, wet, light yellowish to orange-brown coarse sandy GRAVEL, with some cobbles and a trace silt. (Advance Outwash) Test pit terminated at approximately 11.5 feet Moderate sloughing between 0 to 1.5 feet Moderate to severe caving at 5 to 8 feet Moderate to rapid seepage at 8 feet SamDle No. S-1 (3-5') $-2 (8-9') W \.PrOJ8Cl5\14000S\14330 ParlllTl81nX, InC\PA Landfill Summary RaporllO 06 04 doc DeDth (feet} Material DescrlDtlon Test Pit ATP-414 Location: 50' west of MW-1, 10' north of bluff Approximate ground surface elevation: 12 feet 0.0 - 1.5 Loose, damp, dark gray and black with reddish-brown oxidation, coarse sandy GRAVEL. with some cobbles and abundant metal debris and scattered sea- weed/kelp. (Beach Sand). 1.5 - 9.0 Loose, damp, dark gray and black, coarse sandy GRAVEL, with some cobbles. (Beach Sand). 9.0 - 11.0 Dense, wet. light yellowish to orange-brown coarse sandy GRAVEL, with some cobbles and a trace silt. (Advance Outwash) Test pit terminated at approximately 11.0 feet Moderate sloughing between 0 to 1.5 feet Moderate to severe caving at 5 to 8 feet Moderate to rapid seepage at B feet Date Excavated: July 22. 2004Logged by: kss SamDle No. S-1 (7to 8') W,,-P'0Ject5\l4000s\l4330 Paramet,ix.Inc\PA Landfill Sumnary Raporll00604 doc APPENDIX B LABORATORY TESTING PROCEDURES AND RESULTS APPENDIX B LABORATORY TESTING PROCEDURES AND RESULTS 4-91 M-14330-B The following paragraphs describe our procedures associated with the laboratory tests that we conducted for this project. Graphical results of certain labora~ory tests are enclosed in this appendix. Visual Classification Procedures Visual soil classifications were conducted on all samples in the field and on selected samples in our laboratory. All soils were classified in general accordance with the United Soil Classification System, which includes color, relative moisture content, primary soil type (basad on grain size), and any accessory soil types. The resulting soli classifications are presented on the exploration logs contained In Appendix A. Grain Size Analvsls Procedures A grain size analysis indicates the range of soil particle diameters included in a particular sample. Grain size analyses were performed on representative samples in general accordance with ASTM:D-422. The results of these tests are presented on the enclosed grain-size distribution graphs and were used in soil classifications shown on the exploration logs contained in Appendix A. The attached grain size test results are identified as follows: Sample 10 Location Depth Interpreted Material Type 6079.1 Grab sample of bluff Surface Advance Outwash material 6079.2 ATP 410,8-2 2-4 feet Advance Outwash 6079.3 ATP 412.8-1 3-5 feet Beach deposit 6079.4 ATP 412,8-2 8-9 feet Advance Outwash 6079.5 ATP 414,8-1 7 -8 feet Beach deposit W.\..PrOjed8\14000a\14330 Parametrll<, InclPA Lanclfill Summary Reporl10 06 04.doc .. ~ ~ - .. , i~ \ , " ',,- .... 100 90 80 70 0:: w 60 Z u: !z 50 W o ct: W 40 Q. 30 20 10 ~ o 500 100 % COBBLES 6.9 SIEVE SIZE 4in. 3 in. 2in. 1.25 in. 1 in. 3/4 in. 5/8 in. 1/2 in. 3/8 in. 1/4 in. #4 #10 #20 #30 #40 #50 #60 #100 #200 PERCENT RNER 100.0 93.1 82.5 66.9 62.1 57.4 55.6 49.8 44.9 39.4 36.7 28.0 18.2 13.2 9.2 6.9 4.8 3.0 2.1 (no specification provided) Sample No.: 6079.1 Location: G-l Particle Size Distribution Report .5 E ~ ~ .!:.E c CO) N "i .!: ~ ~ ~ <> <> <> ~ ;: ~ ., i g ~ 8 _ _ N .. .. .. II :! .. 10 1 GRAIN SIZE - mm % SAND 34.6 0.1 0.01 0.001 a/. SILT % GRAve. 56.4 2.1 SPEC: PERCENT Soil DescriDtion Light brown gravel with sand Bluff PASS? (X-NO) PL= Atterbera Limits LL= Coefficients 060= 22.8 015= 0.680 Cc= 0.55 Classification AASHTO= 050= 12.8 010= 0.465 PI: 085= 55.2 030= 2.42 Cu= 48.97 USCS= GP Remarks Tested by' YY Reviewed by: SMS ASTM: C136-96a, Dl140-97, 02216-96 Sam led: 7/28/04 kss Source of Sample: Date: 8123/04 Elev./Depth: ame& Client: Parametrix Project: Port Angeles Landfill Pro.eet No: 491MI4330B Plate .. N - - '" - ., .. .. .. .. .. ~ \. ~ ) '\ ..fI.HH- \ r\ '\ " ..... ...."0(' .......: 100 90 80 70 ~ W 60 Z u:: ~ 50 W () ~ W 40 Q. 30 20 10 Particle Size Distribution Report 5 " s i ~ g ~ ~; 01 ~ ~ El i :i: 8 ~ 8 - - .. o 500 100 % COBBLES 0.0 SIEVE SIZE 3 in. 2 in. 1.25 in. 1 in. 3/4 in. 5/8 in. 1/2 in. 3/8 in. 1/4 in. #4 #]0 #20 #30 #40 #50 #60 #100 #200 10 1 GRAIN SIZE - mm % SAND 38.1 0.1 0.01 0.001 % SILT % CLAY 4.4 Soil Description Brown native gravel with sand PERCENT ANER ]00.0 96.6 90.1 83.3 75.5 71.2 66.3 58.3 48.2 42.5 27.7 18.1 ]4.8 11.9 10.1 8.4 6.1 4.4 SPEC." PERCENT PASS? (X-NO) AUerbera Limits LL= PI= PL= USCS= GW Coefficients 060= 10.1 D15= 0.613 Cc= 1.82 Classification AASHTO= 050= 6.89 010= 0.296 085= 26.8 030= 2.33 Cu= 34.10 Remarks Tested by: YY Reviewed by: SMS ASTM: C]36-96a, Dl140-97, D2216-96 Sam led: 7/28/04 kss (no specification provided) Sample No.: 6079.2 location: ATP410, S-2 Source of Sample: Date: 8/23/04 Elev.fDepth: 24' amecfJ Client: Parametnx Project: Port Angeles Landfill Pro'ecl No: 491M14330B Plate '" ... N ~ - - .. .. .. .. .. ! , -+++tt+ , \ , " , "t "- ~ ..... " ~..... 100 90 80 70 ~ UJ 60 Z u: ~ 50 UJ t) 0:: UJ 40 [l. 30 20 10 Particle Size Distribution Report E c Ci ..E .!:, .5.5~e~t!~ I ~ .. .. .. g ... II .. ... g :l 8 - - Ii: o 500 100 % COBBLES 14.0 SIEVE SIZE 4 in. 3 in. 2in. 1.25 in. 1 in. 3/4 in. 5/8 in. 1/2 in. 3/8 in. 1/4 in. #4 #10 #20 #30 #40 #50 #60 #100 #200 10 1 GRAIN SIZE - mm % SAND 35.3 0.1 0.01 0.001 % SILT 0.4 Soil DescriDtion Dark brown gravel with sand PERCENT FINER 100.0 86.0 80.9 71.0 67.0 62.6 59.3 51.6 45.8 39.5 35.7 26.5 19.2 15.9 13.1 9.9 7.1 1.5 0.4 SPEC: PERCENT PASS? (X=NO) Atterbera Limits LL= PI= PL= uses= GW Coefficients 060= 16.3 015= 0.541 Cc= 1.67 Classification MSHTO= 050= 12.0 010= 0.302 D85= 73.6 D30= 2.87 Cu= 54.00 Remarks Tested by: YY, Y A Reviewed by: SMS ASTM: C136-96a, 01140-97, D2216-96 Sam led: 7/28/04 kss (no specification provIded) Sample No.: 6079.3 Location: ATP412,8-1 Source of Sample: Date: 8/23/04 Elev./Depth: 3-5' ame~ Client: Parametrix Project: Port Angeles Landfill Pro"ect No: 491MJ4330B Plate .. PI N.. _ - .. .. .. \ ~ , '\ ~ r\ , '" ...... 100 90 80 70 0::: W 60 Z u: I- Z 50 W C,) 0:: W 40 a. 30 20 10 .ri o 500 100 % COBBLES 2.4 SIEVE SIZE 4 in. 3 in. 2 in. 1.25 in. 1 in. 3/4 in. 5/8 in. 1/2 in. 3/8 in. 1/4 in. #4 #10 #20 #30 #40 #50 #60 #100 #200 PERCENT FINER 100.0 97.6 88.5 74.0 68.7 61.4 58.5 53.5 48.1 41.2 36.8 24.5 15.4 11.6 9.0 6.4 4.6 2.9 2.3 (no specIfication provided) Particle Size Distribution Report . ~ E E i ~ ~ ~ ~! ~ ~ ;t ~ a:;:! i ~:~ 10 1 GRAIN SIZE - mm 0/0 SAND 34.5 0.1 0.01 0.001 0/0 SILT 0/0 GRAVEL 60.8 2.3 SPEC: PERCENT Soil Description Brown gravel with sand PASS? (X=NO) PL= Atterbera Limits LL::: PJ::: 085= 45.4 030::: 3.01 Cu= 35.45 Coefficients 060= 17.5 015= 0.820 Cc= 1.05 Classification MSHTO= D50= 10.6 DlO= 0.493 USCS= GW Remarks Tested by: Y A, YY Reviewed by: SMS AS1M: C136-96a, 01140-97, 02216-96 Sam led: 7/28/04 kss Sample No.: 6079.4 Location: ATP 412, S-2 Source of Sample: Date: 8/23/04 Elev JDepth: 8-9' amecO Client: Parametrix Project: Port Angeles Landfill Pro'eet No: 491M14330B Plate m CO) ~ _ .. - .. .. .. .. \ \ , '\ ~ r'\... 1\ ~\ 100 90 80 70 0:: w 60 Z L1. !z 50 W () 0:: ~ 40 30 20 10 !i o 500 100 % COBBLES 6.3 SIEVE SIZE 4 in. 3 in. 2 in. 1.25 in. 1 in. 3/4 in. 5/8 in. 1/2 in. 3/8 in. 1/4 in. #4 #10 #20 #30 #40 #50 #60 #100 #200 PERCENT FINER 100.0 93.7 86.6 73.5 69.3 63.0 59.7 54.5 48.4 42.2 39.0 29.7 18.0 13.2 8.9 7.1 4.3 3.0 27 (no specIfication provided) Particle Size Distribution Report e ~ .5.5 ~ S.5,,:,E~t:!~ Ie <> <> ~ ~ 11 ~ g ~ 8 - - Q ;'l l! 10 1 GRAIN SIZE - mm % SAND 36.3 0.1 0.01 0.001 % SILT % GRAVEL 54.7 2.7 SPEC: PERCENT Soil DescriDtion Dark brown gravel with sand PASS? (X=NO) PL= Atterbera limits LL= Coefficients 060= 16.1 015= 0.681 Cc= 0.55 Classification AASHTO= 050= 10.3 010= 0.478 PI= 085= 47.7 030= 2.05 Cu= 33.74 USCS= GP Remarks Tested by: Y A, YY Reviewed by: SMS ASTM: C136-96a, 01140-97, D2216-96 Sam led: 7/28/04 kss Sample No.: 6079.5 Location: ATP414,S-1 Source of Sample: Date: 8/23/04 Elev./Depth: 7-8' ame~ Client: Parametrix Project: Port Angeles Landfill Pro'ect No: 491Ml4330B Plate amecf1 June 17,2005 5-91 M-14330-C Parametrix, Inc. 5700 Kitsap Way, Suite 202 Bremerton, Washington 98312 Attention: Mr. Bill Webb Subject: , Geotechnical Analysis Report Shoreline Stabilization Project Port Angeles Landfill Port Angeles, Washington Dear Bill: AMEC Earth & Environmental, Inc. (AMEC) is pleased to submit this report describing the results of our geotechnical analysis for the above-referenced project. The purpose of our analysis was to derive conclusions and recommendations conceming the cantilevered soldier pile wall to be constructed at the toe of the steep bluff at the site, and to provide recommendations for erosion protection on the bluff. AMEC previously completed a geotechnical evaluation of the project site and submitted a Geotechnical Engineering Summary Report (4-1M-14330-B) dated September 28, 2004. In the interim, we have provided ongoing consultation during design development. This report has been prepared as a supplement to our September 28,2004 report, for the exclusive use of Port Angeles Landfill, Parametrix and their consultants, for specific application to this project. in accordance with generally accepted geotechnical engineering practice. PROJECT DESCRIPTION The project site consists of an approximately 440-foot long segment of the coastal bluff located in the northwest corner of the old landfill cell, within the Port Angeles landfill property, west of Port Angeles. Washington. The landfill property is located adjacent to the Strait of Juan de Fuca, atop a 120 to 130 foot tall bluff. Ongoing erosion of the toe of the bluff continues to produce sliding of the slope face soil and underlying refuse. Plans now call for stabilizing the toe of the slope by constructing a retaining wall landward of Mean Higher High Water (MHHW), and regrading the slope above the wall. AMEC Earth & Environmental, Inc. 11335 N.E. 122"" Way, SUite 100 Kirkland, Washington USA 98034 Tel (425) 820-4669 Fax (425) 821-3914 www.amec.com W I_PrOjects114000s114330 Paramelnx. Incl14330-CIPort Angeles Wall Report doc ameCJ Parametrix, Inc. June 17, 2005 5-91 M-14330-C Page 2 We understand the current design calls for constructing a retaining wall on the order of 10 to 15 feet high. The bluff will be excavated down to MHHW at the wall location, and then cut to a maximum slope of 1 H:1V ascending behind the toe of the wall. Secant drilled shafts will be drilled at this elevation; 48-inch shafts filled with lean mix concrete will alternate with 36-i.nch shafts with steel W- section beams and structural concrete. Pre-cast concrete panels will be used for lagging in the upper portion of the wall. The retaining wall will be backfilled with free-clraining gravel to create a level backs lope. Wall drainage will provided by a perforated pipe that will transmit the water to the ends of the walls. Weep holes were avoided due to potential damage from wave action. The surface of this level backslope will be armored for wave protection. The 1 H:1V cut slope will be protected from erosion by placing an erosion control mat and revegetating. In front of the wall, a section of the beach and underlying native soils will be replaced with armor stone and beach nourishment material. The conclusions and recommendations contained in this report are based on our understanding of the currently proposed utilization of the project site, as derived from layout drawings, written information, and verbal information supplied to us. Consequently, if any changes are made in the currently proposed project, we may need to modify our conclusions and recommendations contained herein to reflect those changes. SITE CONDITIONS Subsurface Conditions For a more detailed description of the site, please refer to our September 28, 2004 Summary Report. A brief summary of conditions is provided below. Our previous subsurface explorations revealed that the bluff consists of landfill refuse and native very dense, sandy gravel (Advance Outwash), while the beach consists of landfill debris and beach deposits of loose sandy gravel, underlain by native dense to very dense sandy gravel (Advance Outwash). Our test pits encountered groundwater below the beach at elevations of 3 to 5 feet, however we expect groundwater to fluctuate with tidal influences and variations in seasonal flow from upland areas. Seismic Conditions The soils beneath the wall consist of dense to very dense sandy gravel, known as Advance Outwash. Based on these soil conditions, in accordance with the 2003 International Building Code (IBC) Table 1615.1.1, we recommend using Site Class C for seismic design purposes. It should be noted that the soils are not likely to liquefy during an earthquake due to the density and shear strength of the soil. W \_Pro)ects\14000S\14330 Parameln>. Inc\1433Q.CIPon Angeles Wall Report.doc amec!1 Parametrix, Inc. June 17. 2005 5-91 M-14330-C Page 3 Based on USGS mapping in 2002, the following maximum considered spectral response accelerations should be used to determine the design response spectrum: Spectral Acceleration for short periods (Ss): Spectral Acceleration for a 1-second period (51): 112% of gravity (1.12g) 47% of gravity (0.47g) A value of 1.0 should be used for site coefficient Fa and 1.35 for site coefficient Fv. In order to develop seismic earth pressures for the retaining wall design, we converted the spectral acceleration for short periods to an effective peak acceleration for short periods that equaled 0.3g. A horizontal coefficient of 0.3g was input into the software program Goldnail and the slope was analyzed by limited equilibrium methods to determine the additional lateral pressure applied to the wall during the design seismic event. CONCLUSIONS AND RECOMMENDATIONS The proposed retaining wall appears to be a feasible and effective means of stabilizing the steep slope. Regrading of the upper slope along with surface treatment will prevent erosion, while the retaining wall at the toe of the slope will prevent wave action from undercutting the toe of the slope. It should be noted that slope failures are still possible above the retaining wall due to the steepness of the cut slope. For instance, slope failure could occur during the design seismic event. We would anticipate such slope failures to be shallow sloughing rather than deep-seated rotational movement. We offer the following design and construction recommendations concerning soldier piles and lagging, construction considerations, and erosion protection. Soldier Piles Pile Embedment: All soldier piles should have sufficient embedment below the final excavation level to provide adequate "kick-out" resistance to horizontal loads. We recommend a minimum embedment of 10 feet below the excavation base (below the toe armor). However, deeper embedments will probably be needed to develop adequate passive resistance. DrillinQ Conditions: Based on our explorations, we predict that dense to very dense sandy gravel with cobbles and silt will be encountered in the soldier pile drill holes. This soil is interpreted to be Advance Outwash deposits. It should be noted that cobbles and boulders were encountered in our explorations, and that drilling with a limited-access hollow-stem auger met with refusal in these deposits. It should be realized that difficult drilling is expected and obstructions could exist at random locations within these deposits. Applied Loads: Soldier piles should be designed to resist the various applied loads, which can be classified as static pressures, surcharge pressures, seismic pressures, and hydrostatic pressures. Our recommended design pressures are presented graphically on the enclosed Lateral Earth Pressure Diagram (Figure 8) and are discussed in the following paragraphs. W \_PrOjects\14000s\14330 Parametnx. Inc\14330-C\Port Angeles Wall Report.doc amec!i Parametrix, Inc. 5-91M-14330-C June 17,2005 Page 4 . Static Pressures: Static lateral earth pressures are assumed to act over the entire height of each soldier pile. From the top of the pile downward to the bottom of the beach nourishment. This static pressure should be applied over the soldier pile spacing; below this level, the pressure need be applied over only one pile diameter. We recommend using the active earth pressure, modeled as an equivalent fluid unit weight, shown on Figure 8. . Surcharge Pressures: Lateral earth pressures acting on the soldier piles should be increased to account for surcharge loads resulting from any traffic, construction equipment, material stockpiles, or structures located within a horizontal distance equal to the wall height. We do not expect surcharges near the top of the wall unless they are related to construction activities. . Seismic Pressures: Lateral earth pressures acting on permanent soldier piles should be increased to account for seismic loadings, which are applied over the piles in a similar manner as the static pressures. Based on the IBe design seismic acceleration and a wall height of "H" feet, we recommend that the seismic loadings be modeled as the uniform horizontal pressure shown on Figure 8. . Hvdrostatic Pressures: We understand that groundwater could build up behind the wall to the elevation of the drain pipe. In order to provide an adequate fall to the drain outlets at the ends of the wall, the high point of the pipe must be placed above the toe of the wall. Figure 8 displays the hydrostatic pressure that should be added to the static pressure for design. Where adequate drainage is provided behind the wall, we expect that hydrostatic pressures will not develop. Resistino Forces: Lateral resistance can be computed by using an allowable passive earth pressure acting over the embedded depth of each soldier pile, as shown on Figure 8. We recommend ignoring any passive resistance within the beach nourishment due to the possibility of this material being washed away by wave action. The passive pressure should be applied over a lateral distance equal to the pile spacing or twice the pile diameter, whichever is less. Resistino Wave Forces: Wave forces acting on the face of the wall can be resisted by the retaining wall backfill passive pressure. An allowable passive pressure of 250 pet may be used as an equivalent fluid weight, neglecting the upper two feet of the wall. Soldier Pile Vertical Resistance: In order to resist any vertical loads exerted on the pile, an allowable skin friction of 300 psf, and an allowable end bearing of 30,000 psf may be used. These values can be applied to the drilled shaft perimeter and area, respectively. Lagging We recommend that lagging be installed between all adjacent soldier piles to reduce the potential for soil failure, loss of ground, and hazardous working conditions. W'\_Projecls\14000S\14330 Paramelnx, Inc\14330-CIPorI Angeles Wall Report doc amec!1 Parametrix. Inc. June 17, 2005 5-91 M-14330-C Page 5 Laaaina Materials: We recommend precast concrete lagging be utilized at the site. Lateral Pressures: Due to soil arching effects, temporary lagging that spans 8 feet or less need be designed for only 25 percent of the lateral earth pressure previously recommended for soldier pile design. Permanent lagging, on the other hand, should be designed for 50 percent of this same lateral earth pressure. Backfillina: We understand that the existing slope will be excavated back to form a 1H:1V slope rising from the toe of the retaining wall. The wall will then be backfilled to create a level surface between the wall and the cut slope. We recommend backfilling the wall with an angular gravel, such as Shoulder Ballast or Quarry Spalls. This has several advantages. most importantly it provides good drainage behind the wall and the material has high shear strength, which reduces the earth pressure on the wall. Drainaae Svstems: We recommend placing a rigid continuous horizontal perforated pipe within the wall backfill at the lowest feasible elevation. The pipe should be sloped to drain so that water is discharged beyond the retaining wall. We understand that the drain will discharge beyond the ends of the wall. and that weep holes will not be used because of potential wave damage. Construction Considerations Construction Sequencino: Excavation of the cut slope should occur first, followed by installation of the soldier piles. Excavation in front of the wall and backfill with toe armor should be complete prior to backfilling behind the wall. Beach nourishment can be placed concurrent with wall backfill. This sequence is intended to maintain temporary wall stability by avoiding unbalanced forces on the wall. Construction Monitorino: We recommend that an AMEC representative be retained to continuously monitor the excavations, installation of all soldier piles and backfill, in order to verify that suitable depths are reached and suitable soil conditions are encountered. This monitoring program would include observation and documentation of installation procedures, construction materials, drilling conditions, soil conditions, and pile installation. Erosion Protection Permanent Cut Slope: We understand the backslope area will be regarded. by removal of much of the refuse. to create a slope of 1 H:1V (Horizontal:Vertical). We anticipate that a portion of the exposed cut will be in the native advance outwash sands and gravels. The central portion of the cut will likely expose more mixed soil and refuse. These soil/refuse materials have been observed to be stable (until undercut at the toe by wave action). Erosion Control Fabric: To protect the exposed soils and refuse from erosion and sloughing, we recommend covering the cut slope with staked erosion control fabric. For this application, we recommend using North American Green SC150 erosion control fabric, or an approved equivalent. This geofabnc should be used in conjunction with a hydroseed, compost and tackifier mix, so that grass vegetation can be re-established within two years. The geofabric should be deployed, overlapped and staked in accordance with manufacturer's recommendations. W'\_ProJects\14000S\14330 Paramelnx. Incl14330.cIPort Angeles Wall Report doc amec!J Parametrix, Inc. June 17, 2005 5-91M-14330-C Page 6 CLOSURE The conclusions and recommendations presented in this report are based, in part, on previous subsurface explorations; therefore, if variations in the subsurface conditions are disclosed at a later time, we may need to modify this report to reflect those changes. AMEC is available to provide geotechnical monitoring, soils and concrete testing, and other services throughout construction. We appreciate the opportunity to be of continued service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Sincerely, AMEC Earth & Environmental, Inc. s- ~~ James S. Dransfield, P.E. Principal EXPIRES ~/2e/O Todd D. Wentworth, P.E., L.G. Senior Engineer Enclosures: Figure 8 Lateral Earth Pressure Diagram - Cantilever Soldier Pile Wall Distribution: Mr. Stephen Dorau, Parametrix, Inc. W '-PrOJecls\14000s\14330 Paramelnx, 1nc\14330oC\Port Angeles Wall Report doc amec!J Parametrix, Inc. June 17, 2005 5-91M-14330-C Page 7 DISTRIBUTION LIST Recipient Copies 1. Parametrix, Inc. 1331 Seventeenth Street, Suite 606 Denver, CO 80202 Stapled: _ Facsimile: Attn: Mr. Stephen Dorau Phone: Fax: 2.. Stapled: _ Facsimile: Attn: Phone: Fax: 3. Stapled: _ Facsimile: Attn: Phone: Fax: 4. Stapled: _ Facsimile: _ Attn: Phone: Fax: W'\_Pro)eCls\14000S\14330 Paramelnx. Incl14330-<:IPort Angeles Wall Report.doc ~ tS III REGRADED SLOPE H '" J: .., N I III a: l1. 2. ~ 5 Cl I/)~ t; ~ 6H < a. PSF wI/) ~~ :x: ~a:: wo:: O::w a.> o SOLDIER PILE WALL (TYPICAL) :x: - W ::f ~ ~ (;: Iii z Cl i3 o 0:: WO:: >w Ow (/)::E t;$ <0 ww o:::::! ::>0. (/)w ~z 0::0 a. 1 B PCF 0::1/) wo:: >w Ow (/)::E 1-< u- <0 ww O::...J ::>- (/)0. (/)0 ~~ a... ~ ui ...; z E " III II) Oi III o o N I ,... 'I CD ACTIVE PRESSURE ALLOWABLE PASSIVE PRESSURE w ~ o Cl ~ NOTES: 1. FOR SOLDIER PILE SPACING OF B FEET OR LESS, LAGGING SHOULD BE DESIGNED TO WITHSTAND 50% OF APPARENT EARTH PRESSURE. 2. PASSIVE PRESSURE HAS BEEN REDUCED BY A FACTOR OF 1.5 IN ORDER TO LIMIT DEFORMATION. FOR SEISMIC DESIGN, PASSIVE PRESSURE MAY BE INCREASED BY ONE-THIRD. 3. SEE REPORT TEXT FOR ADDITIONAL RECOMMENDATIONS. u I o I") I") v I ::f ~ame& g AMEC EARTH & ENVIRONMENTAL, INC ~ 11335 N E. 122nd Way, SUite 100 -, Kirkland, WA, U.S.A 98034-6918 LATERAL EARTH PRESSURE DIAGRAM-CANTILEVER SOLDIER PILE WALL PORT ANGELES LANDFILL PORT ANGELES, WASHINGTON FIGURE 8 RECEIVED AUG 1 5 2U05 ame August 11, 2005 5-91 M-14330-C Parametrix, Inc. 1331 17th Street, Suite 606 Denver, Colorado 80202 Attention: Mr. Stephen Dorau Subject: Global Seismic Slope Stability Shoreline Stabilization Project Port Angeles Landfill Port Angeles, Washington Dear Stephen: As you requested in your email datedJuly26.2005.this letter discusses the global stability of the steep slope under seismic loading conditions. It is intende"d to clarify conclusions presented in our Geotechnical Analysis Report dated June 17, 2005. The project site consists of a coastal bluff located in the northwest corner of the old landfill cell, within the Port Angeles landfill property, west of Port Angeles, Washington. Plans call for stabilizing the toe of the slope by constructing a retaining wall landward of Mean Higher High Water (MHHW), and regrading the slope above the wall. The bluff will be excavated down to MHHW at the wall location, and then cut to a maximum slope of 1 H:1V ascending behind the toe of the wall. The 1H:1V cut slope will be protected from erosion by placing an erosion control mat and revegetating. The retaining wall will be backfilled with free-draining gravel to create a level backslope. The proposed retaining wall appears to be a feasible and effective means of stabilizing the steep slope. Regrading and revegetating the upper slope will prevent erosion, while the retaining wall at the toe of the slope will prevent wave action from undercutting the toe of the slope. In order to develop our retaining wall recommendations, we analyzed the global stability of the slope under static and seismic conditions. Seismic modeling was based on a peak ground acceleration of 0.3g. Based on our analyses, we recommended lateral earth pressures for design that would ensure global stability of the wall (in other words, to prevent a deep-seated landslide from intersecting the wall or sliding below the wall). AMEC Earth & EnvIronmental, Inc. 11335 N.E 122nd Way, Suite 100 Kirkland. Washington USA 98034 Tel (425) 820-4669 Fax (425) 821-3914 www amec.com . W'I..PrO)eCls\14000S\14330 Parametnx. Inc\14330.CIPort Angeles Slope lener.doc amec!3 Parametrix, Inc. August 11, 2005 5-91 M--14330-C Page 2 It should be noted that shallow slides and erosion are still possible above the retaining wall due to the steepness of the cut slope. Erosion prevention recommendations have been provided in OUT report, however, there is still the potential for surficial slides due to a moderate to large earthquake. If a slide did occur, it would accumulate on the level area above the wall or on the beach below the wall. In either case the debris could be removed, since access to the wall will be maintained for beach nourishment. Such shallow sloughing will not adversely affect the function of the retaining wall. It should be noted that similar shallow surficial sliding would be expected along the surrounding coastal bluffs. At the landfill bluff, regrading and covering the slope, as well as protecting the toe from erosion will significantly reduce the risk of surficial slides. We hope this discussion clarifies our conclusions regarding slope stability of the bluff. If you have .any questions regarding this letter or any aspects of the project, please feel free to contact our office. Sincerely, AMEC Earth & Environmental, Inc. Todd D. Wentworth, P.E., L.G. Senior Engineer JSDITDW/cjw W"\_P'OleCls\14000S\14330 ParnmelnJ<. InC\1433O-C\Pon Angeles Slope lelle' doc I L I I J i ! L I' i: r r ame& March 21, 2006 5-91 M-14330-C Parametrix, Inc. 5700 Kitsap Way, Suite 312 Bremerton, Washington 98312 Attention: Mr. Bill Webb, P.E. Subject: Response to Geotechnical Review Comments Erosion Control and Slopes Port Angeles Landfill Slope Stabilization Port Angeles, Washington Dear Bill: At your request, AMEC Earth & Environmental, Inc. (AMEC) is submitting this letter in response to review comments regarding our September 28, 2004 Geotechnical Engineering Report and our June 17. 2005 Geotechnical Analysis Report for the above-referenced project. This letter responds to the review memo dated March 20, 2006, from City of Port Angeles Public Works Department titled Port Angeles Landfill Slope Stabilization Project, Project 02-21; Design Question prepared by Mike Szatlocky, P.E. RESPONSE TO REVIEW COMMENTS We offer the following responses to geotechnical review comments contained in the aforementioned memo. Our responses are numbered in sequence with the review comments. 1. Maximum Cut: Our 2005 report supersedes the recommendations of our 2004 Report. The 1:1 slope specified in the 2005 Report is correct. 2. Erosion Control Fabric: The SC 150 erosion control fabric recommended in our 2005 report is correct and intentional. Selection of this erosion control fabric in final design (2005) over other products like GeoWeb was based on our design analysis, literature review and conversations with suppliers as a cost-effective and appropriate product for this application. The SC 150 is classified as Extended Term Temporary, with a 24 month grow-in period. It is intended that AMEC Earth & EnVIronmental, Inc 11335 N.E.122ndWay, SUite 100 Kirkland, Washington USA 98034 Tel (425) 820-4669 Fax (425) 821-3914 www amec com S \Shared - User NamesIJlm DransfieldlProJectslprojects 14000 to 14999114330 pon Angeles\2006 ConslnJcllonlResp-Rev Comments doc Parametrix, Inc. March 21, 2006 5-91M-14330-C Page 2 the grass vegetation cover will provided permanent protection, and will become established within the 24 month period. If the owner desires it, permanent protection can be provided by a product such as North American Green SC 250, however, our analysis indicates that it is not necessary in this application. We would recommend discussing this with the supplier. 3. SubQrade Preparation: It is recommended that the subgrade preparation provide a uniform soil layer to place the erosion control fabric. We recommend against placing erosion control fabric directly on exposed refuse. CLOSURE We hope that this letter adequately addresses all pertinent review comments. If you have any questions or desire additional clarification, please do not hesitate to contact us at your convenience. Sincerely. AMEC Earth & Environmental, Inc. ~cJ."~~ James S. Dransfield, P.E. Principal Geotechnical Engineer cc: Mr. Stephen Dorau, P.E., Parametrix, Inc. S \Shared _ User Names\.hm Dransfield\Projectslpro)ects 14000 to 14999114330 Port Angeles\2006 ConstruclJonlResp.Rev Comments doc