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Home My WebLink About000773 Original ContractM Waterfront Development Project - Phase PROJECT No. TR02-2003 �vxwuj -I I 1"I IN go] KM For information regarding this project, contact: Eric Walrath, City of Port Angeles 360-417-4806 t8 VI T SD�'262012 NOOM402• 10 Project No. TR02-2003 EXIM Res��ied by: Eric C.,W, Ir t i Rev`edby: Willi `i�Q)r O City Attornei, I Ell -.11 1111:90M010H Waterfront Development Project - Phase 1 TR02-2003 Page No(s). Advertisements for Bids ................................................................................................ 1-1 Informationfor Bidders .................................................................................................. 1-2 Bidder's Checklist ..................................................................................... ................... 1-3 Non -Collusion Affidavit .......................................................................................... ....... 1-4 Bidder's Construction Experience ................................................................................. 1-5 List of Proposed Subcontractors ................................................................................... 1-6 BidForm .............................................................................................................. 1-(7-17) Bid Security Transmittal form .................................................................................... 1-18 PART 11 CONTRACT FORMS SUBMITTED FOLLOWING AWARD OF CONTRACT Contract................................................................................................................. 11-(1-9) Performance and Payment Bond ............................................................................... 11-10 Escrow Agreement for Retained Percentage ............................................................. 11-11 Certificate of Insurance ..................................................................... (provided by bidder) A A 10IF"T 1:4 A. Request for Approval of Material (RAM) form B. Request for Information (RFI) and Construction Change Order (CCO) Forms C. Contractor's Application for Payment Form and Certification of Work Completion and Acceptance Form D. Contractor and Subcontractor Certification Form and Request to Sublet Work Form E. Amendments to the Standard Specifications F. Geotechnical Report G. Stormwater Pollution Prevention Plan H. Permits 1) Shoreline Substantial Development Permit (COPA) 2) Amended Determination of Non -Significance (COPA) 3) Hydraulics Project Approval (WDFW) 4) Section 401 Water Quality Certification (Ecology) 5) Section 404 Nationwide Permit (LISACE) I. Project Plans Wates,front Development Piroject - Phase 1 Project No. TR02-2003 Plans and specifications prepared by Or Under the direction of: Land Surveyor: Zenovic & Associates, Inc. Bradley R. Lyrnangrover, P,L.S, Civil Engineer: Zenovic & Associates, Inc. Stephen M. Zenovic, P.E, Landscape Architect: HBB Landscape Architecture Juliet B. Tong M STATE OF WASHINGTON R. GISTEREO tAN E ARCHITECT J L 1 8. VONG 0. CE'.';RTJF11FCC-AXFE 0. 857 Architect: LMN Architects Walt W. Niehoff Jr., R.A, Structural Engineer: KPFF Consulting Engineers Robert H, Riley, S,E. Electrical Engineer: Sazan Group Kelly W. Anderson, P.E. ADVERTISEMENT FOR BIDS Waterfront Development Project - Phase Sealed bids will bDreceived by the Director ofPublic Works &Uh|ities at 321 East Fifth Street, P.{}.Box 115O,Port Angeles, Washington 98302'until and not later, and will then and there be opened and publicly read at that time in the Jack Pittis Conference Room for the construction [fthe following improvements: The City of Port Angeles Waterfront Development Project consists of the rg-d8vB|DpnerkOfthe Port Angeles Waterfront from Hollywood Beach/City Pier to the Valley Creek Estuary. The proposed development will convert the City's waterfront into a community friendly area complete with roadway resurfacing, parking, stormwater infrastructure, and an esplanade. Phase 1of the project extends along Railroad Avenue from just west of the Black Ball Ferry Terminal (MV COhOdock) to the west line OfOak Street. The project 8re8enCVmp8SSesthe Railroad Avenue right of way and North Oak Street right of way north of Front Street. The projectvviUCOn31rUCi8O8sp|8n8deG]OngthenOrthenledgOOfR8i|roadAv8nugbekw8en the Black Ball Ferry Terminal and Oak Street; reconstruct the storm drainage system which inC|Ud8S removing parts Ofthe existing SVSt80' constructing rain gardens, and installing SiVnn drainage structures and piping that will discharge into the Port Angeles H8dOO[; n3m0vO existing road section along Railroad Avenue and Oak Street and replace with new section that includes raised intersection and parking areas; replaces sidewalks, trees and landscaping within the project area. The Engineer's estimate for this project is $2.75 to $3.5 million. Plans, specifications, addenda, and plan holders list for this project are available on-line through Builders Exchange OfWashington, Inc. 81hUp://\wvvw.bxw8.COm. Click on: "Posted Projects", "Public VVOrkS^,"City 0fPort Ange|eS^ Bidders are encouraged k}"Register as@Bidd8r''inorder to receive automatic email notification of future addenda and to be placed on the "Bidders List". Contact the Builders Exchange OfWashington (425'258-13O3) should you require further assistance. Informational copies Ofany available maps, plans and specifications are Onfile for inspection in the office of the Port Angeles Public Works Engineering Services (360-417-4700). All questions regarding the plans and specifications shall be submitted in writing or electronically to EriCVV8|ra8h' Project Manager, 8tevvo|r81h@cityOfpa.US. Minority and women owned businesses shall be afforded full opportunity to submit bids in response to this invitation, shall not be discriminated against on the grounds of gender, race, color, age, national origin 0rhandicap inconsideration Of8Daward ofany contract orsubcontract, and shall beactively solicited for participation in this project bydirect nnGi|inQ of the invitation to bid to such businesses 8Shave contacted the City for such notification. Further, all bidders are directed tO solicit and consider minority and women owned businesses as potential subcontractors and rO81Dri8| suppliers for this project. Glenn A. CUUer, P.E. Director Of Public Works & Utilities Publish: P8DinSU|G Daily News [7/01/12 & 7/00V12l Daily Journal of Commerce: [7/02/12. 7/03/12. 7/05/12, &7/O6/12] 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 in the ADVERTISEMENT FOR BIDS or as amended through addendum, and then aisaid off ice publicly opened and read aloud. Each bid shall be received by the Owner in the manner set forth inthe ADVERTISEMENT FOR BIDS. Each bid must be submitted inasealed envelope, aomnrkedaetuindimgeit000n|entm*ithoNbeingopened.andaddmaaedin conformance with the instructions ofthe ADVERTISEMENT FOR BIDS. Each bid shall bosubmitted onthe required bid form contained inPart |uf the Project Manual. All blank spaces for bid pricesmust be filled in, inink ortypewritten, and the Bid Form must befully completed and executed when submitted. Only one copy of the Bid Form is required. In addition, all other forms included in Part I shall be filled out and completed, including 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 in 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% of the amount of the bid, and no bid will be considered unless accompanied by such bid deposit. In addition, the bidder shall submit a copy of a valid certificate of registration in compliance with 18.27 RCW. The Owner may waive any informalities or minor defects or reject any and all bids. Any bid may be withdrawn prior to the scheduled time for the opening ofbids orauthorized poa( m t thereof. Any bid received after the time and date specified shall not boconsidered. No bidder will be permitted to withdraw its bid between the closing time for receipt of bids and execution of the Contract, unless the award is delayed for a period exceeding sixty (60) calendar days. A conditional mqualified bid will not beaccepted. In 000urdonco with RCYV 39.04.380 effective March 30, 2012 the State of Washington is enforcing Preference for Resident Contractors. Any public works bid received from a nonresident contractor from ostate that provides an in-state percentage bidding preference, a comparable percentage disadvantage must be applied to the bid of that nonresident contractor. Anonresident contractor from astate that provides apercentage bid preference means ocontractor that: a] iofrom astate that provides upercentage bid preference 1oits resident contractors bidding onpublic works contracts. h) at the time of bidding on a public works project, does not have a physical office located in Washington. The state ofresidence for anonresident contractor iuthe state inwhich the contractor was incorporated or, if not a corporation, the state where the contractor's business entity was formed. All nonresident contractors will be evaluated for out of state bidder preference. If the state of the nonresident contractor provides an in-state contractor preference, a comparable percentage disadvantage will be applied to their bid prior to contract award. This section does not apply to public works procured pursuant to RCW 39.04.155, 39.04.280, or any other procurement exempt from competitive bidding. The City of Port Angeles reserves the right Vo accept the bid that isinthe best interest of the City, \opostpone the acceptance of bids and the award ofthe Contract to exceed sixty (60)days, mtoreject any and all bids. |fall bids are rejected, the City mayelect tore-advertise for bids. Subject tothe foregoing, the contract will beawarded \othe lowest responsible bidder. The work will begin within ten (1O)calendar days after notice tnproceed from the Director ofPublic Works & Utilities and shall becompleted within the time aostated inthe Contract. The Owner may makesuch investigations it deems to determine the ability ofthe bidder toperform the work, and the bidder shall furnish to the Owner all such information and data for this purpose as the Owner may request. The Owner reserves the right to reject any bid, if the evidence submitted by, or investigation of, such bidder fails 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. Subject to the foregoing, the bid award may be made to the lowest responsible bidder. The party to whom the Contract is awarded will be required to execute the Contractand obtain the Performance and Payment Bond within ten (10) calendar days from the date the notice of award is delivered to the bidder. Suchbond(o) Waterfront Development Project ' Phase 1 1-1 shall baonthe form provided bythe Owner, specify the name, contact phone, and address ofthe surety, and shall include a power of attorney appointing the signatory of the bond(s) as the person authorized to execute it (them). The notice o/award will boaccompanied bythe necessary Contract and bond forms. |ncase oifailure ufthe bidder 10 execute the Contract, the Owner may, at its option, consider the bidder in default, in which case the bid deposit accompanying the bid shall become the property ofthe Owner. The Owner, within ten (10) calendar days of receipt of the acceptable Performance and Payment Bond and the Contract signed bythe party iowhom the Contract was awarded, will sign the Contract and return 10such party unexecuted duplicate ufthe Contract. Should the Owner not execute the Contract within such period, the bidder may, bywritten notice, withdraw its signed Contract. Such notice of withdrawal will be effective upon receipt of the notice by tile Owner. The notice to proceed will be issued within ten (10) calendar days of the execution of the Contract by the Owner. Should there bereasons why the notice to proceedcannot beissued within such period, the time may beextended bymutual agreement between the Owner and Contractor. |fthe notice toproceed has not been issued within the ten (1n)calendar day period o,within the period mutually d upon, the Contractor may terminate the Contract without fuUhmr|imbi|ity onthe part of either party. All applicable|awa. ordinances, and the rules and regulations of all authorities having jurisdiction over construction of the project shall apply to the Contract throughout. Waterfront Development Project Phase 1-2 Has the Bid Security 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 total amounts on the bid forms agree with the item quantities and unit prices shown? 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 included a copy of a valid certificate of registration in compliance with 18.27 RCW? 10. Have you listed all proposed subcontractors that you will use for the project on the Listing of Proposed Subcontractors form? 11. Have you filled out the Bidder's Construction Experience form? 12. Have you filled out the Disadvantaged Business Enterprise Utilization Certification Form? The following forms are to be executed after the Contract is awarded: A. Contract - To be executed by the successful bidder and the City. B. Performance and Payment 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). Waterfront Development Project - Phase 1 1-3 STATE OF WASHINGTON COUNTY OF fja_Uas� �- The undersigned, being 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 indirectly induced or solicited any bidder on the above work or supplies to put in a sham bid, or any other person or corporation to refrain 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. Sig afure of Bidder/Contractor Subscribed and sworn to before me this day of ""d LIL, No N a,ary Public in and for the esidofgW�ashington.i 4, ""�at z U. Q. 0 .6% My Comm. Exp.: 1181101 Waterfront Development Project - Phase 1 1-4 Page 10 Non -Collusion Affidavit Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxwa.com - Always Verify Scale Answer all questions and provide clear and comprehensive information. 1Name of bidder: Registration Number: "0 3 __ 2. Permanent main office a~~'~~~ 3. VVhen_ mniad ' Where 'incorporated: 5. How many years have been n�6agedinthe contracting business under your present firm 8. ~ Contracts on (Schedule these, showing gross amount ofeach contract and the approximate anticipated dates of completion), contact name and phone number. 7. ° General character ofwork performed byyour company: 8. ^ Have you ever failed to complete any work awarded Nyou? |fso, where and why? LA A 8. ^ Have you ever defaulted onacontract? 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. 11. List your major equipment available for this contract: -J Ot 0 12. ° Experience ofbidder i eLnucd similar to this project i rkandi 13. Will you, upon request, fill out a detailed financial statement and furnish any other information that may be required by the City? ^Add separate sheets ifnecessary, The undersigned hereby authorizes and requests any person. Unn or coqx)osdon to furnish any information requested hythe City ofPort Angeles, �, Date: Bidder' Si Waterfront Development Project - Phase 1 Page 11 Bidder's Construction Experience CONSTRUCTION, I Current Contracts on Hand at August 1, 2012 Scheduled Project Job Description Contract Amount Work on Hand Owner/Contra cting Agent Contact Information Completion Date Site preparation, constuction of stormwater management facilities, curbing and paving, stiping and pavement markings, OMC Parking Lot landscaping and irrigaion, 367,824 367,824 OMC Scott Bower Dec -12 lighing, and the underground utility raceway system to support a future alternate feed of the Hospital medium voltage system. Replacement of approx. 5,200' of the City's existing concrete cylinder pipeline PA Pipeline that extends from the E $1'081'675 754'257 City of Port Eric Walra#h 12 -Nov Street Reservoir on the Angeles North end of the alignment and along "C" Street on the Count end of the alignment. Realigning the curved Tulips Curve portion of Ocean Beach $600,621 226,630 Grays Harbor Brandon 12 -Nov Road between mile marker County 7.00 and 7.2. Construction of a bridge across Huge creek. Includes preparation, Hunter Road grading, drainage, 570,896.00 284,594 Kitsap County Jonathon Brand 360- Sep 12 furnishing and driving steel 337-5777 piling, furnishing and installing the bridge structure. Construction of 725' of 20" SDR 21 HDPE sewer line, Install a 602' one lane Jamestown Washington Harbor precast concrete bridge, 1,222,568.00 1,117,568 5'Klallam Hansi Hals Oct 12 excavate and remove 610' Tribe 360.683.1109 of existing access roadway fill that crosses the Washington harbor estuary. Sitework, Utilities, and Wendy Lawrence Sail River Subdivision Concrete for future Makah Tribe 360.645.2864 development. 5,133,292.00 36,845 Nov -12 Contracts on Hand 8,976,876.00 2,787,718 Statement of Qualifications Primo Construction, hia was formed in November of 1979 to operate as a general construction company. Today, Primo Constriction enjoys a steady pattern of growth based primarily on its reputation for timely completions, competent employees and efficient office staff. Primo Construction is proud of its ability to handle a diverse range of construction projects. Because of its reputation, the highest quality subcontractors, competitive in their respective trades, are available for Primo Construction's projects. Primo has had the same corporate officers since its inception; the current officers of the corporation are: President ............................ Charles R. Parrish 1225 Taylor Cutoff Road Sequim, WA 98382 Vice President ........................ Gregory V. Parrish 393 Cedar Park Drive Port Angeles, WA 98362 Secretary/Treasurer ................ James H. Bartee 2845 Happy Valley Road Sequim, WA 98382 Primo Construction has extensive experience in all aspects of construction, including but not limited to: * Commercial buildings * Concrete construction * Road building * Utility installation * Excavation/grading Primo Construction is able to efficiently complete their construction projects using their own crews to perform the excavation, grading, utility installation, foundations, through framing, siding and finish carpentry. This ability to perform a large variety of operations ensures Prime's presence on site during the entire project, affording better coordination between trades, a higher level of quality control, a close relationship between field workers and office management, and an effective way to schedule with confidence. Each of these items translates into savings for the client. We offer a full range estimating staff to meet your needs. Please feel free to contact us for a free estimate or bid at any time. PRIMO CONSTRUCTION, INC. COMPANY INFORMATION BONDING AGENCY Kibble & Prentice P.O. Box 370 Seattle, WA 98111-0370 (206) 441-6300 Contact: Steve Palmer SURETY COMPANY Safeco Insurance Company of America Millennium Corporate Park, Bldg C 18400 NE Union Hill Rd Redmond, WA 98052 (425) 376-8805 Contact: Mary Dobbs Little & Little Construction 2009 4"' Street Port Townsend, WA 98368 (360) 385-5606 Contact: Bob Little Olympic Medical Center 939 Caroline Street Port Angeles, WA 98362 (360) 417-7170 Contact: Scott Bower Angeles Electric, Inc. 524 East First Street Port Angeles, WA 98362 (360) 452-9264 Contact: Ted Simpson BANK REFERENCES Sound Community Bank 110 North Alder Street Port Angeles, WA 98362 (360) 452-4624 Contact: Kari Osterberg ACCOUNTANT Berntson Porter & Co., PLI.0 Pacific First Plaza 155 108"' Avenue NE, S. 510 Bellevue, WA 98004 (425) 454-7990 Contact: Stein Larsen Olympic Electric Co., Inc. 4230 Turnwater Port Angeles, WA 98363 (360) 457-5303 Contact: Chuck Burkhardt Rice Fergus Miller 262 4th Street Bremerton, WA 98337 (360) 377.8773 Contact: Howard Struve MillerlHu.11 Partnership 71 Columbia Street, #600 Polson Bldg. Seattle, WA 98104 (206) 682-6837 Contact: Adin Dunning PRIMO CONSTRUCTION, INC. 19 X-114NI X" a FA NAN x ER -1 James Bartee 40 years Charles Parrish 40 years Gregory Parrish 40 years Steven Lee 37 years Robert Reick 19 years SUPERVISORY PERSONNEL Roland Ordona Concrete Superintendent 22 years Pete Nesse Septic & Water Systems 20 years Korey Smith Commercial Building 17 years Cliff Haupt Commercial Building 37 years k '116 No 01 Jennifer I lowel I Project Administrator 15 years Patsy Busby Contacts Administrator 13 years Cindy Fittro Accounts Payable/Safety 2 years AVAILABLE CRAFTSMEN CARPENTERS TRUCK DRIVERS EQUIPMENT OPERATORS GENERAL LABORERS CONCRETE FINISHERS PRIMO CONSTRUCTION, INC. VEHICLES & EQUIPMENT The following is a partial listing of vehicles and equipment that Primo Construction has available for your job: 200-5 Hitachi Excavator Limbo 'Tilt Trailer 200-3 Hitachi Excavator Trailmax Tilt Trailer 200 -John Deere Excavator Lufkin Pup Trailer- railer450G 450GJohn Deere Dozer Freuhauf Pup Trailer 650 John Deere Dozer 3 -Axle Equipment Trailer 308 Cat Excavator 3 -Axle Form Trailer 543 Bobcat Skidster 2 -Axle Grader Trailer 310 Backhoe Compactors JCB 214 Backhoe 2 -Vibrating Rollers JCB 1450 Sitemaster Backhoe 2 -Forklift 25 Linkbelt Excavator Laser Level Two 420 Backhoes Air Compressor Kobelco Excavator Edco Concrete Saw Model 601A Grader Power Curber 645 Champion Grader 966 Cat Loader Five 10 -Yard Dumps All Equipment and forms for curb & gutters, sidewalks and buildings Two One -ton Flatbeds Two Two -ton Flatbeds 2 -Water Truck info =143TRUCTION, 1u�IC� Projects Completed in 2011 Li Forks High School Addition - $12,476,488 Approximately 39,000 SF addition consisting of 6 new classrooms, new admin offices, student library & special needs facility. New multi-purpose gym facility and weight room will be added to the east end of the school, Plus a new 3,100 SF Career and Tech Education Building. Contact: Kas(y Wyatt (��,206.378.2903 Li Historic District — Madison Street Strectscape - $1,583,983 The Madison Street Streetscape Project was part of an overall plan to revitalize the historic district's urban character and encourage economic growth in the downtown area. The project consisted of concrete sidewalks, curb & gutter, storm drain, asphalt pavement, trench drain and other applicable work. Contact: Dave Peterson (�u360.379.5088 Li Neah Bay Community Sewer System Improvements Phase 11- $296,323 Installation of new submersible pumps, new VFD equipped control panel and level control system, motor lead junction panel, bypass piping and valve. Contact: Craig Hangland (c060.452.1196 Projects Completed in 2010 ❑ Downtown Historic District Streetscapes - $1,344,398 Phase I consisted of demolition, excavation and restoration for underground existing overhead power, telephone and cable TV lines in the downtown area. Phase 11 consisted of installing a new roadway, catch basins, storm water piping, trench drain, concrete pavement, sidewalk, ramps and landscaping. Contact: Toni Miller (i(360.385.7212 ❑ Olympic Medical Center Helistop - $116,893 Construction activities included: Grading of site to sub grade elevation for road and Helistop pad. Placing and compaction of gravel base and top courses. Installation of concrete curbing, sidewalk, handicap ramps, asphalt roadway, and concrete Helistop. Installation of underground electrical wiring and conduit to electrical equipment for Helistop. Paint markings on concrete Helistop. Installation of irrigation and landscaping. Contact: Scott Bower (ri).360.417.7170 ❑ Neah Bay Community Sewer System Improvements Phase I - $414,754 Sewer main cleaning and video inspection of approximately 46,800 LF of the Neah Bay Community Sewage Collection system. Install sewer main, manholes, and convert lift station into a duplex pump station. contact: Craig Haugland (ci'360.452.1196 ❑ Field Creek Tributary Fish Passage - $207,465 Installation and replacement of 2 existing culverts and steel bridge. Contact: Mcghan Adamire (4 360.452.1912 ❑ Angeles Point Housing Authority's Water System Pumping Station - $212,850 Installation of a factory assembled pump system, inlet and outlet valves, in a wood framed building with concrete slab foundation. Contact: Harold Andersen ( 360.683.7019 Projects completed in 2009 Li Fork Community Hospital MOB — $2,719,215 Construct 9274 square foot new medical building. Contact: Clint Wood (i�360.374.6271 u Peninsula College Maier Hall Ph. 141,552,361 Demolition of existing buildings, site clearing, and grading. Installation of new utilites including HDPE storm sewer. Contact: Deborah Frazier 360.452.9277 Li NW Maritime Center - $8,452,687 Construct a 17,000+ SF Heritage & Education buildings consisting of wood frame tied together by a wood deck. Certified Gold LEED. Contact: Bob Little (,�060.385.5606 Li Forks Right of Way - $584,609 Construction of a new right of way adjacent to the new Forks Medical Office Building. Contact: Clint Wood (ci),360.374.6271 Li Olympic Corrections Center Water System Improvements- $271,632 Install approximately 5,185 lineal feet of new 4" diameter water main from Well 3 to the Ozette Area. Install a new manifold valve vault in the Well I & 2 with new chlorine injectors and metering pumps. Install surge relief valve at Well 3. Disinfect and test piping and restore disturbed areas. Contact: Mike Johnson (0360.292.7481 ci Dungeness Irrigation Towne Road Pipe- $223,564 Installation of approximately 3,682 feet of irrigation pipeline and appurtenances. Contact: Jay Petersen (c7 360.452.3023 Li Anderson Hill- $225,941 Channelization improvements on NW Anderson Hill Road. This work includes but is not limited to preparation, grading, drainage, surfacing, I -IMA Pavement, Erosion Control, and planting. Contact: Penny Coleman (a7 360.337.5777 U Dry Creek- $261,763 Installing approximately 3,160 lineal feet of restrained Joint Ductile Iron water main and associated fittings on Elwha River Road. Contact: Cindy Kelly 360.452.2780 L) Peabody Street- $82,660 Installation of Concrete Sidewalk, ramps, curb & gutter, driveway entrance, and pedestrian curbs along Peabody Street in Port Angeles. Contact: George Peabody (q,�'360.452. 7803 Li SRI 12 Slide Repair- $745,485 Construction of new roadway realigned to the south of the existing roadbed, roadway excavation, compacting embankments, installing drainage, placing surfacing and asphalt, installing guardrail, and pavement delineation, erecting permanent signing, seeding, fertilizing, mulching, roadside cleanup, traffic control, and other work on SRI 12m MP 36.76 to MP 37.05. Contract.- Chris Brown C(v360.565.0620 Projects Completed in 2008 Ll Port Angeles International Gateway Transportation Center- $7,422,331 Construct transit lane, lower parking garage, plaza, and transit building. In addition to the base bid design/build construction of the West parking garage. The Gateway project was constructed with 18" diameter concrete reinforced driven steel pile supporting reinforced concrete columns on reinforced. walls supporting bonded post tensioned, steel reinforced beams which support an unbounded reinforced concrete slab. Construction of covered outdoor Pavilion and Clock Tower. Contact: Terty Keel (i�,360.452.1315 u East UGS- $4,839,276 Installation of sewer system including lift stations, HDPE sewer, and waterlines. Contact: Mike Szatlocky 360.417.4808 Li Sunland North Phase 6 - $261,976 Install infrastructure for subdivision including sewer, drainage, water, power and road. Contact: Kevin Estes (a 360.683.8756 Lj 51h Ave. Retail — $1,105,336 Construction of a Retail Building including sitework and utilities. Contact: Vic Quinet (a,' 360.683.3335 Li Elk Creek — $1,010,333 Provide site work, utilities and concrete for 150 -unit housing development in Sequim. Contact: TJ Allclletna ( 360.734.2872 Li Southern View - $966,200 Install infrastructure for subdivision including sewer, drainage, water, power and road. Contact: Bob Leach (li), 360.452,84 91 u NOLS- Clallarn Bay - $469,125 Construction of a new 2,304 SF Library with a 664 SF addition to the existing building. Contact: Paula Barnes (iii 360.417.8525 Li Taxiway - $282,661 Crack sealing and slurry sealing of taxiways, taxi lanes, and aprons. Installing edge drainpipes and replacing section of the pavement. Contact: Jc1l'Robh (a, 360.457.8527 Cline Irrigation — $301,477 Convert open irrigation ditches to a closed pipe system. Contact: AlBruck (4;360.683.8028 Li Bellwood - $364,136 Provide site work, utilities and concrete for development in Sequim. Contact: Allan Grant 360,681.7377 Projects Completed in 2007 cl City of Forks Walks - $200,000 Install approximately 7,300 LF of curb & gutter, and 2,600 SY sidewalks for Lakeside Industries. Contact: George Peabody (oi (360) 452-7803 Li Costco - $1,200,000 Perform all site work and building concrete for the completion of a 24 -acre Costco Wholesale store for Pennon Construction Co., Inc. Contact: histin Campbell Ca, (206) 418-0235. U OMC Dietary/Cardiac/MR1 - $1,200,000 Perform all site work and building concrete for the completion of an addition to the existing hospital for Berschauer Phillips Construction Company. Contact: Derck J (o� (360) 754-5788. Lj Castle Hill Annex Renovation - $744,000 Renovate existing 8,000 SF wood -framed office facility in Jefferson County for the State Of Washington. Contact: Bill Sloane, Architect ( (360)943-67745. u Cedar Ridge -$2,550,000 Provide site work, utilities and concrete for 150 -unit housing development in Sequim. Contact: Cedar Riclge Assoc., LLC. Larry Freedman ( (360) 809-0164. Li CCFD#3 Vehicle Maintenance Facility — $1,778,663 Construct a metal building maintenance facility with carport. Contact: Chief Vogcl ( (360) 683-4242. Lj OMC Oncology Addition and Ancillary Services Building. - $14,329,487 Construct a 47,500 SF Ancillary building and a 7,200 SF Oncology addition. Contact: Scott Bower (41, (360) 417-7170. Projects Completed in 2006 Ll Lincoln Street Storm Sewer - $748,800 Installed approximately 1,100 LF of 24" HDPE stoma drain, approximately 20 LF of 12 - inch HDPE storm drain and approximately 660 LF of 8 -inch stoma drain. Abandoned or removed existing catch basins and plugged existing sewer connections. Installed and connected new inlets, catch basins and storm drain manholes for the City of Port Angeles. Contact: Eric Walrath, PE(a,)(360) 417-4811. Li A New Weight Facility Addition - $735,000 Construction of addition to existing Sequim Aquatic Recreational Center for the Clallam County Parks and Recreation District #1. Contact: Maty Ellen Winborn ((6 (360) 452-7895. Li Brownfield Road & Utility Construction Project - $590,000 Work included approximately 1,400 liner feet of roadway and utility construction between South 3r`' Avenue and the intersection of Brownfield Road and South Sequim Avenue. Major items of work included, but were not limited to, clearing, grubbing, excavation, grading, stoma drainage, water main and sewer force main construction, shoring, asphalt paving and roadway illumination for the City of Sequim. Contact: James Boy (360) 683-4908 L] Makah Emergency Water - $756,000 The project consisted of the construction of approximately 23,000 lineal feet of 8 -inch water main along the east side of the Makah Passage between the Family Camp in the Hobuck area to the wells located north of the southern reservation boundary in Clallarn County for the Makah Tribe. Contact: Charles White (��) (360) 645-2201. L) Hardy's Market - $380,000 Construction of a 3,200 square foot convenience store including all associated site work and interior finishes for PPB, LLC Contact.- Chuck Parrish (4r (360) 683-5447 u JimmyComcLately Creek/Estuary Restoration Site (#7009) - $330,000 This contract provided for the improvement of 3.25 acres of land adjacent to US 101 at MP 270.9 to MP 270.98 in Clallana County by excavating, hauling and reshaping and all other work, for the Washington Department of Transportation. Contact: Jerly D. Moore (360) 457-2575 Projects Completed in 2005 ❑ Deer Park Road, RD #40750 - $725,000 Reconstruction of 0.62 miles of Deer Park Road by realignment, regarding, widening, drainage improvements, paving, hydro seeding and other work for Clallam County Public Works Department. Contact: Dave Bibler ( (360) 417-2311 ❑ Roosevelt Middle School Gymnasium Addition - $1,340,000 Construction of new concrete tilt -up gymnasium and mechanical improvements to existing structure, including all associated site work and utilities for Port Angeles School District #171. Contact: Roger Easlii(g( (360)681-0503or(360)460-7810. ❑ Crown Park Sewer & Storm water Improvements - $991,000 Installation of 3,850 feet of 8 to 15 -inch HDPE sanitary sewer and 1,050 feet of 12 to 36 - inch HDPE storm sewer, including manholes, storm water treatment structure and improvements to a storm water outfall for the City of Port Angeles. Contact: Eric Walrath, TE Cq) (360) 417-4811 ❑ JimmyComeLately Creek Estuary Restoration Project - $1,200,000 Excavation, removal and disposal of approximately 60,000 cubic yards of fill placed in the Estuary, realignment and restoration of Dean Creek through the excavation of a new channel and installing spawning gravel and large woody debris. Construction of distributary channels in the restored estuary and construction of a temporary stream bypass structure and installation of a soil plug in the old streambed for the Jamestown S'Klallam Tribe. Contact: Sam Gibbon. (a,), (774) 757-2305. ❑ Vintage at Sequim - $375,000 Excavate, cut & fill, rough grade, fine grade, install storm sewer, sanitary sewer and water system and other associated work for assisted living facility for Exxel Pacific, Inc. Contact: Bruce Eskeberg. (j�� (360) 734-2872 ❑ Port Williams Reservoir Project - $778,000 Installation of approximately 3200 feet of irrigation pipe and a 5 million gallon reservoir with appurtances in addition to installation of approximately 14,700 feet of irrigation pipe for the Sequirn Prairie Tri -Irrigation Association. Contact.- Gag Smith. (4� (360) 683-5049 Subcontractor List Prepared in compliance with PCW 39.30.060 as amended Project Name Failure to list subcontractors who are proposed to perform the work of heating, ventilation and air conditioning, plumbing, as described in Chapter 18.106 RCW, and electrical as described in Chapter 19.28 RCW will result in your bid being non-responsive and therefore void. Subcontractor(s) that are proposed to perform the work of heating, ventilation and air conditioning, plumbing, as described in Chapter 18.106 RCW, and electrical as described in Chapter 19.28 RCW must be listed below. The work to be performed is to be listed below the subcontractor(s) name. If no subcontractor is listed below, the bidder acknowledges that it does not intend to use any subcontractor to perform those items of work. Subcontractor Name Work to be Performed Subcontractor Name i"A c Work to be Performed Subcontractor Name C 1'Cair Work to be Performed Subcontractor Name Work to be Performed Subcontractor Name Work to be Performed Waterfront Development Project - Phase 1 1-6 Page 12 Subcontractor List Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see vvv/w.bxwa.com - Always Verify Scale I ff0; i-* I Page 1 of 8 Honorable Mayor and City Council Port Angeles City Hall 321 East Fifth Street Port Angeles, WA 98362 BIDDER: REGISTRATION NO.:'� �i DATE:A '(A UBI NUMBER: STATE EXCISE TAX NO.: EMPLOYMENT SECURITY NO.: t � 1", 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; that it is made without any connection or collusion with any other person making a bid on this project; and the bidder is not disqualified from bidding on the 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 materials, 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: Suret} Agent A 'J Surety address Agent Address V Surety Contact and Phone Number Agent Contact and Phone Number Waterfront Development Project - Phase 1 1-7 Page 13 Bid Form Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see,,A/,vvw,bxwa,corn - Always Verify Scale BASE BID ITEMS =ITFM [j�fl [_Q=UANT A,11OUNT 5 1-08 Progress Schedule Type B 5C, 6 1-09 Mobilization L.S. I 8 ]40 Construction Signs, Class A S.F, 255 IP, It 0) Security Fencing - Phase I L. F. 1,250 (I Security Fencing - phase 2 L. F., 900 0 �D 11 2-02 Removal of Structure and Obstruction L,5. I 12 2-02 Removing Catch Basin EA 7 J A, 1 13 2-02 Removin.- Cement Concrete Curb and Gutter L.17. 1,000 14 2-02 Removin.- Asphalt Concrete pavement Y. 950 1-) U 2-02 RemoOng Cement Concrete PaNcinent 1,750 16 2-02 Removing Cement Concrete Sidewalk S 1'. 1,550 17 2-02 Removing Raised Pavement Marker I 18 2-02 Removing 110rant Assembly FACII I 19 2-03 Roadwav Excavation incl. Haul C, Y. 1,300 20 2-03 Unsuitable Foundation Excavation Incl. Haul CY. 300 21 2-03 Common Borrow Inc[. Haul TON 350 22 2-09 Structure Excavation Class A Inc]. Haul CY. 2.800 24 2-09 Rip Rap Excavation Inc]. Haul C. 11 500 24 2-09 Controlled DensitA, Fill C. 1". 45 2 5 2-12 Construction Geotextile for permanent E, rosion S. Y. 1.100 Control 26 4-04 Crushed Surfacing Top Course 7'ON 450 U 27 4-04 Crushed Surfacing Base Course TOIN, 1,400 CO 0 29 5-05 Cement Conc. Pavement C)", 2 22 0 0 30 5-05 Corrosion Resistant Dowel Bar - 18" EACH 370 31 5-05 Corrosion Resistant Dowel Bar - 42" EACH 40 Waterfront Development Project Phase I-8 Page 10 BASE BID ITEMS DESCRIPTION —7 F -Ts 7. 1 EXTENDED AMOUNT 32 6.02 Superstructurc(Esplanade) L.S. I �" )IJ, 33 6.02 Concrete Class 4000 C. Y. 40 r 34 6-02 Gravel Backfill for Foundation Class A TON 1,200 35 6-02 Gravel Backfill for"7all TON 120 N- 36 6-02 Precast Concrete Panels - Type A. B, C, D S.F. 1,250 37 6-02 Precast Concrete Panels - Type E, J S.F. 1,430 38 6-02 Precast Concrete Steps - Type F EACH 10 39 6-02 Precast Concrete Steps - Type G EA CH I 40 6-02 Precast Concrete Steps - Type 11 F -i A �CH I 41 6-05 Furnishing St. Piling LY. 3,250 42 6-05 Driving St. Pile EACH 59 /4'. 43 6-06 Architectural Guard Railing Systern-Handrail LF, 6-06 Architectural Guard Railing System - Cable Railing -190 0 �)O 45 6-07 ' rchitectural Guard Railing Systern - Glass Railing EACH 5 Cq, I lGuard Railing System 47 6-06 11.11" 140 49 7-01 Gravel BackfillrorDrywells TON 8 5 0 7-04 1 Solid Wall PVC Storru Sewer Pipe 6" L 1'. 430 (2 51 7-04 Solid Wall PVC Storm Sewer Pipe 8" L F. 170 52 7-04 Ductile Iron Storm Sewer Pipe 12" F. 60 53 7-04 Storm Drain Cleanout E111 CH 2 54 7-04 Testing Storm Sewer Pipe L.F. 070 56 7-05 Type I Catcli Basin EA CH 2 57 7-05 Type 2 Catch Basin 48" dia. EA CH 58 7-05 Replace Manhole Cover EA CH 5 EA CH 61) 7-05 Adjust Water Valve Box EACH -5 Waterfront Development Project Phase I-9 Page 11 HE BASE BID ITEMS DESCRIPTION LIVFT F -T-7s-T. NIT COST EXTENDED 61 7-06 Bioretention Soil C.Y 115 62 7-06 Mineral A re ate Tvpe26 70N 30 63 7-06 Light Dutv Dome Grate EACH I I �S, 64 7-06 Construction Geotextile for Separation S.Y. 95 (is 7-06 Slotted Dual Wall HDPE Underdrain I'lipe L. F. 40 66 7-06 Area Drain FACH I I 67 7-08 Plugging Existing Pipe CH 2 68 7-08 Shoring or Extra ENcavation S. F. 4,000 69 7-09 Ductile Iron Pipe for Water Main 6" in Diani. L F. 70 7-10 CB Hydraulic Connectivity L-5. I 71 7-12 Tapping Sleeve and Valve Assembly 12" X 6" EACH I 72 7-14 Hydrant Assembly EACH I 71 7-17 PVC Sanitary Sewer Pipe 6" in Diarn. L F. 60 LA) F74 7-19 Seiver Cleanout EACH I 75 8.01 Stabilized Construction Entrance SAI. -340 76 8-01 Inlet Protection EACH 8 77 8-01 Turbidity Curtain L. F 570 78 8-01 Erosion/Water Pollution Control E,511 1 5,0ou)o $ 5000.00 719 (8) - 10Y 2 Plant Establishment - Second Year LS I L 80 8-02 Bark Mulch C. Y. 12 81 8-02 Property Restoration L.S. I 82 8-02 Soil Amendment L,S 83 8-02 Root Barrier 800 84 8-02 Sentuy'/Priuceton Sentrytni (2" Cal.) EACH 5 10676 / EMERALD SENTINEIA) SWEET GUM (Y' PSIPE Prunus laurocerasus'Nit. Vernon'/ Mt. 87 8-02 Vernon English Laurel (I Gal Cont.) EACH 76 Waterfront Development Project Phase I-10 Page 12 Mi BASE BID ITEMS MBID DESCRIPTION LY—IT YT COST EXTENDED F�] F ITEM AMOUNT 89 8-02 PSIPE Gaultheria shallon / SALAL (I Gal. Cont.) EACH 182 /�(, I 90 8-02 PSIPEElyiiiusiijoili.qDLJNEGRASS(I Gal. Cont.) EACJH 181 91 8-02 PSI PE Rain Garden Plan t Mix (1 Gal. Conti FACH 1,1801 92 8-02 Topsoil Type A C.K 240 7/i 93 8-02 Fine Compost C. 11. 40 94 8-02 Decorative Pea Gravel C Y. 4 95 8-02 Gravel Backfill for Sand Drains 96 8-03 Irri ation System LS. I 97 8-03 Valve Box - For Quick Coupler EACH 3 98 8-03 Quick Coupler - For flose Bibs EACH 3 99 8.03 P In. Schedule 40 PVC 400 100 8-04 12" Barrier C.urb —L.V L.F. 1,440 61 101 8-04 12" Curt) and Gutter LJ'. 140 00 102 8-04 Valley Gutter LJ,'. 410 L4 103 8-04 Roll Curb LJ'. 290 0 -LL 7,; 105 8-05 Glazed Concrete Nlasoury Unit S. 1". 45�_J 106 8-06 Cement, CoDcrete Driveway Entrance S.11, ],)o 107 -09 Raised Pavement Markers Tvi)e IY EACH 48 108 8-09 Raised Pavement Markers Type 2YY FACH 16 ;00 0 D lit) 8-14 Tactile NVarnin.- Pavers 680 111 8-15 Riprap C'Y 250 112 8-15 Heavy Loose Riprap 7,01N, 20 113 1 8-15 QuarQ Spalls C, Y. 160 r 114 8-20 Fixture Type A - 16' EACH 2 115 8-20 FixtureTypeB -Pre-casthases EACH 6 Z) 116 8-20 Fixture Type B 25' EA CH 6 -20 Fixture Type C Bollard EA CH 15 J'J Fixture Type D Light Column Lf Waterfront Development Project Phase I-11 Page 13 BASE BID ITEMS DESCRIPTION [Tdi F -r, -s -T. QEK� EXTENDED AMOUNT 119 8-20 Fixture TNrue KH - LED in Handrail L.F. 121 8-20 Camera Pole EACH 2 J, 122 8-20 Anto Charging Station Rough In 123 8-20 Power Cabinet PC] FACH 125 8-20 Pullbox small 12" x 20" EA CH 30 126 8-20 Pullbox medium 16" x 29" EA CH 7 127 8-20 Electrical Outlets (-6� Tree EACH 20 (10 128 8-20 Prirnary Power Distribution 129 8-20 Secondary Power DistributIOD L.S. I 134) 8 -20 Earthwork for PALO Prin -11-Y L.S. I 131 8-20 Conduit Trenching C. Y. 300 132 8-20 Conduit Pipe 2 In. Diani L.T. f 133 8-20 Conduit Pipe 3 In. Diam LF. 134 8-21 Wayfinding Sigpi Preparation -Type B, C __L.350 135 8-21 Wayfinding Sigli Preparation - Type E EACH 2 137 8-26 Sidewalk Concrete UnitPavers 860 0-, 138 8-26 Additional Concrete Unit Pavers L.S. 1 —6 139 8-27 Glass and Bronze Trail,'Vlarkers EACH 17 140 8-27 Arebitectural Glass Port Holes LACH 5 141 8-28 Skateboard Deterrents EA CH 9-1 142 29 Bike Rack 1,,A CH 6 29 Bench 1,'A CH 5 144 8-29 Trash Receptacle BASE TOIAL Waterfront Development Project- Phase 1 1-12 Page 14 Page 7of8 ADDITIVE BID ITEMS 145 1-10 Security Fencing - Phase 2 350 146 2-02 Removal of Structure and Obstruction L.S. I I lb 147 2-02 Rernovin- Cement Concrete Curt) and Gutter L, F. 40 148 2-02 Removing Cement Concrete Pavement ST. 80 xn- U 149 2-02 RenioNing Cenient Concrete Side -walk 150 2-03 Roadway Excavation incl. flaul C.Y. 250 151 4-04 Crushed Surfacing Top C oursL_ TON 152 4-04 Crushed Surfachn, Base Course TON -100 71.37 5-04 11 -NIA CL 1/2" PG 64-22 TON 100 154 5-05 Cement Conc. Pavement Y, 40 A 15.5 -05 Replace Manhole Cover EACH I n '2 156 7-Oi Adjust Water Valw Box EA CH I 157 8-04 6" Curl) and Gutter LY. 20 -04 160 8-04 Valley Gutter LY, 160 0 1�61 161 8-04 Flush Curb L F 70 162 8-14 Cement Concrete Side,valk .5. Y. 190 16-11 8-20 Fixture Type B - Pre -cast bases EA (711 1 e,Q) 165 8-20 Fixture T pe 11 - Remove/Reinsta 11 EA C11 2 166 8-20 Pullbox small 12" x 20" EA CH 4 1,67 8-20 Electrical Outlets Ca) Tree EA CH 2 168 8-20 Secondary PoN� er Distribution L.S. I 169 8-20 Conduit Trenchin CY 35 L 170 8-20 Conduit Pipe 2 In. Diarn L. F. 250 F1711 8-26 Pidewalk Concrete U'nit Pavers S. F. 270 —J I ADDI7717P, TOTAL 61, Waterfront Development Project - Phase 1 I-13 / Page 15 ffi;�-' MM ADDENDA ACKNOWLEDGMENT -2 The bidder hereby acknowledges that it has received Addenda No(s)'��,I '-) , � J to this Project Manual. The name of the bidder submitting 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 �01 1 1, 4 �_) �' �Cll Complete address Telephone N Signed by Title Printed 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. Waterfront Development Project - Phase 1 1-14 Page 20 Provided to Builders Exchange of WA, Inc. For usage Conditions Agreement see www.bxvia-com - Always Verify Scale BID SECURITY TRANSMITTAL FORM Herewith find an executed Bid Bond or a deposit in the form of a cashier's check, postal money order or other security in lieu of a bid bond in the amount of $ which amount is not less than five (5%) percent of the total bid. BID BOND rip,►2 FOM U, 4 4 85 19 1011 Sym 9 F 144 = Safecc, Insurance Company That we, Primo Construction, Inc. as Principal and of America as Surety, are held and firmly bound unto the CITY OF PORT ANGELES as Obligee, in the penal sum Of Five Percent _LIL6) of the Total Amount Bid Dollars, for the payment of which the Principal and the Surety bind themselves, their heirs, executors, administrators, successors and assigns, jointly and several- ly, by these presents. The condition of this obligation is such that if the Obligee shall make any award to the Principal for: WATER .t t0 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 Principal 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 5"' day of July Primo \Construction, Inc. By: Princi a f, c a "I n s u r a n c e Company of America By: --Tar-V A. Do s, Attorney-in-vacr- L001 4thi- Ave #1300,Seattle, WA 98154 Surety address Phil. Mundt 206.473.4341 Surety Contact and Phone Number Dated: Received return of deposit In the sum of Waterfront Development Project - Phase 1 1-15 Kibble & Prentice, a USI Company Agent 601 Union Street, Suite 1000 Seattle, WA 98101 Agent Address Mary A. Dobbs 206.441.6300 Agent Contact and Phone Number Page 21 Bid Security Transmittal Form Provided to Builders Exchange of WA, Inc, For usage Conditions Agreement see www.bxwa.com - Always Verify Scale TH . IS , P - 0 - WER OF ATTORNEY , " , , " IS I NOT VAI ID UNLESS IT IS PRINTED ON RED BACKGPOUND. 5404968 This Power of . Attorney limits the acts of those namk eln, and they have no authority to bind the Company exce , :he manner and to the extent herein stated. Certificate No. First National Insurance Company of America General Insurance Company of America Safeco Insurance Company of America KNOWN ALL PERSONS BY THESE PRESENTS: That First National Insurance Company of America, General Insurance Company of America, and Safeco, Insurance Company of America are corporations duly organized under the laws of the State of New Hampshire (herein collectively called the 'Companies"), pursuant to and by authority herein set forth, does hereby name, constitute and appoint, ROXANA PALACIOS, MARY A. DOBBS, STEVEN W. PALMER, SONNY SMITH, ANGELA D. TONNON, HOLLY E. ULFERS . ................. __ ....................... ............................................................................. -11 .......................................... .................................................. ............... I .............................................................................................................................. . ............... .............................................. .................................................. I— I .......... 11 . I ................................................................................................................................................................ all of the city of SEATTLE , state of WASHINGTON each individually if there be more than one named, its true and lawful aftomey-in-factto make, execute, seal, acknowledge and deliver, for and on its behalf as surety and as its act and deed, any and all undertakings, bonds, recognizances and other surety obligations, in pursuance of these presents and shall be as binding upon the Companies as if they have been duly signed by the president and attested by the secretary of the Companies in their own proper persons. IN WITNESS WHEREOF, this Power of Attorney has been subscribed by an authorized officer or official of the Companies and the corporate seals of the Companies have been affixed POA- FNICA, GICA & SICA LMS_12874041012 - 3 Company thereto this 24th day of MAY 2012 Q First National Insurance Company of America 'q General Insurance Company of America Safeco Insurance Company of America Q 0 By: C Li Gregory W. Davenport, Assistant Secretary STATE OF WASHINGTON ss C: COUNTY OF KING 0 C On this 24th day of MAY 2012 before me personally appeared Gregory W. Davenport, who acknowledged himself to be the Assistant Secretary of First National M I,. 4) Insurance Company of America, General Insurance Company of America, and Safeco Insurance Company of America, and that he, as such, being authorized so to do, execute the �u 4— a 0 foregoing instrument for the purposes therein contained by signing on behalf of the corporations by himself as a duly authorized officer. 11 D IN WITNESS WHEREOF, I have hereunto subscribed my name and affixed my notarial seal at Seattle, Washington, on the day and year first above written. C 0 o0) 0 0 By: F_� T KD Riley, Notaryiblic 0 0 0 0. This Power of Attorney is made and executed pursuant to and by authority of the following By-law and Authorizations of First National Insurance Company of America, General 1) C Insurance Company of America, and Safeco Insurance Company of America, which are now in full force and effect reading as follows: = 0 C 0 ARTICLE IV — OFFICERS — Section 12, Power of Attorney. Any officer or other official of the Corporation authorized for that purpose in writing by the Chairman or the President, and 1� 45 0 subject to such limitation as the Chairman or the President may prescribe, shall appoint such allomeys-in-fact, as may be necessary to act in behalf of the Corporation to make, execute, E seal, acknowledge and deliver as surety any and all undertakings, bonds, recognizances and other surety obligations. Such attomeys-in-fact, subject to the limitations set forth in their respective powers of attorney, shall have full power to bind the Corporation by their signature and executed, such instruments shall be as binding as if signed by the President an > attested to by the Secretary. Any power or authority granted to any representative or attorney-in-fact under the provisions of this article may be revoked at any time by the Board, the 4) >1 Chairman, the President or by the officer or officers granting such power or authority. 0 > Certificate of Designation — The President of the Company, acting pursuant to the Bylaws of the Company, authorizes Gregory W. Davenport, Assistant Secretary to appoint such v 0 =1 attorneys -in -fact as may be necessary to act on behalf of the Company to make, execute, seal, acknowledge and deliver as surety any and all undertakings, bonds, recognizances and 0 Z Q other surety obligations. 0 C Authorization — By unanimous consent of the Company's Board of Directors, the Company consents that facsimile or mechanically reproduced signature of any assistant secretary of the Company, wherever appearing upon a certified copy of any power of attorney issued by the Company in connection with Surety bonds, shall be valid and biding upon the Company with the same force and effect as though manually affixed. 1, David M. Carey, the undersigned, Assistant Secretary, of First National Insurance Company of America, General Insurance Company of America, and Safeco Insurance Company of America do hereby certify that the original power of attorney of which the foregoing is a full, true and correct copy of the Power of Attorney executed by said Companies, is in full force and effect and has not been revoked. IN TESTIMONY WHEREOF, I have hereunto set my hand and affixed the seals of said Companies thiT:°" day of 20_Z,2_. �4t r, ... . ...... . ..... 9 -4` By: 6: 7tE 1 David M. Carey, Assistant secretary A N, J am POA- FNICA, GICA & SICA LMS_12874041012 - 3 Company State uYVVaahington BuSinmanLcenainqService LEGAL ENTITY REGISTRATION PRIMO CONSTRUCTION, INC. 701 PIKE ST STE 1700 SEATTLE WA 98101 Domestic Profit Corporation Renewed by Authority of Secretary of State Gyaccepting this 4ocwm(-",,n|the licensee caxfiesthat information provided onthe rsnavvawas nomj)lete.uue,and accumtemthe bestn( his o/her knmw|adqe. and that ihe o*mpmnywiU stay in compliance with all applicable Washington State mgu|ouionn. Office ofthe Secretary of State Corporations Division Unified Business ID #' 60I 029 898 Business ID #' l 1'162� 052 NM 0",19,ik 01-12 GOO M117) D,R wh All d (,,I iflcmo AT41) REGISTERED AS PROVIDED BY LAW AS CONST CONTR GENERAL REGIST. # EXP. DATE CCOI PRIMOCI133P7 4/4/2013 EFFECTIVE DATE 10/27/1987 PRIMO CONSTRUCTION INC 970 CARLSBORG ROAD SEQUIM WA 98382 REGISTERED AS PROVIDED BY LAW AS CONST CONTR GENERAL REGIST, 9 EXP. DATE And CCOI PRIMOCI133P7 4/4/2013 EFFECTIVE DATE 10/27/1987 o PRIMO CONSTRUCTION INC 970 CARLSBORG ROAD SEQUIM WA 98382 W11,61611-10 I 61:1 ma aim 4110,� MAW -,.,M t„Zftpj ilk I 1 "r day of This Contract is made and entered into in duplicate this le by and between the City of Port Angeles, a non-charter code city of Ifie State of Washington, hereinafter referred to as"theCity", and "I"Ir ZI Y C "kp 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 perforin 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: 1. Scope of Work. The Contractor shall do all work and furnish all tools, materials, and equipment in order to accomplish the following project: Waterfront Development Project - Phase I TR02-2003 in accordance with and as described in A. this Contract, and B. the Project Manual, which include the attached plans, Specifications, Special Provisions, submittal requirements, attachments, addenda (if any), Bid Form, Performance and Payment Bond, and C. the 2012 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 D. the most current edition of the City of Port Angeles' Urban Services Standards and Guidelines, and shall perform any alterations in or additions to the work provided under this Contract and every part thereof. The Conti -actor 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. Waterfront Development Project - Phase 1 11- 1 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 160 working days after said notice to proceed, unless a different time frame is expressly provided in writing by the City and subject to the conditions set forth in Section 1-08.5 of the General Conditions. 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. 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 form(s). 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, Waterfront Development Project - Phase 1 11-2 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. Portions of the work are subject to Federal Funding requirements (See Part 111, Section 1- 07.9). -07.9). In addition to the requirements set forth above, the Contractor shall comply with all of the requirement set forth in Part 111, Section 1-07.9. 6. Indemnification and Hold Harmless. A. The Contractor shall defend, indemnify, and hold harmless the City, its officers, officials, employees, and volunteers against and from any and all claims, injuries, damages, losses, or suits, 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. B. Should a court of competent jurisdiction deternrine 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 of this 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 Waterfront Development Project - Phase 1 11-3 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 , offset against funds due the Contractor from the City. A. Minimum Scope of Insurance The Contractor shall obtain insurance of the types described below. 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 01 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 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 ISO Additional Insured endorsement CG 20 10 10 01 and Additional Insured- Completed Operations endorsement CG 20 37 10 01 or substitute endorsements providing equivalent coverage. iii. Workers' Compensation coverage as required by the Industrial Insurance laws of the State of Washington. iv. Builders Risk insurance covering interests of the City, the Contractor, Subcontractors, and Sub -contractors in the work. Builders Risk insurance shall be on an all-risk policy form and shall insure against the perils of fire and extended coverage and physical loss or damage including flood and earthquake, theft, vandalism, malicious mischief, collapse, temporary buildings and debris removal. This Builders Risk insurance covering the work will have a deductible of $5,000 for each occurrence, which will be the responsibility of the Contractor. Higher deductibles for flood and earthquake perils may be accepted by the City upon written request by the Contractor and written acceptance by the City. Any increased deductibles accepted by the City will remain the responsibility of the Contractor. The Builders Risk insurance shall be maintained until final acceptance of the work by the City. B. Minimum Amounts of Insurance. Waterfront Development Project - Phase 1 11-4 The Contractor shall maintain the following insurance limits: i. Automobile Liability insurance with a minimum combined single limit for bodily injury and property damage of $1,000,000 per accident. ii. Commercial General Liability insurance shall be written with limits no less than $3,000,000 each occurrence, $3,000,000 general aggregate and a $3,000,000 products -completed operations aggregate limit. iii. Builders Risk insurance shall be written in the amount of the completed value of the project with no coinsurance provisions. 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. i. 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. ii. The Contractor's insurance shall be endorsed to state that coverage 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 ANII 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 Automobile Liability and Commercial General Liability insurance of the Contractor before commencement of the work. Before any exposure to loss may occur, the Contractor shall file with the City a copy of the Builders Risk insurance policy that includes all applicable conditions, exclusions, definitions, terms and endorsements related to this project. F. Contractor's Insurance for Other Losses The Contractor shall assume full responsibility for all loss or damage from any cause whatsoever to any tools, Contractor's employee owned tools, machinery, equipment, or motor vehicles owned or rented by the Contractor, or the Contractor's agents, suppliers or subcontractors as well as to any temporary structures, scaffolding and protective fences. Waterfront Development Project - Phase 1 11-5 G. Waiver of Subrogation The Contractor and the City waive all rights against each other, any of their subcontractors, lower tier subcontractors, agents and employees, each of the other, for damages caused by fire or other perils to the extent covered by Builders Risk insurance or other property insurance obtained pursuant to the Insurance Requirements Section of this Contract or other property insurance applicable to the work. The policies shall provide such waivers by endorsement or otherwise. 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. 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, of 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 and Subcontractors. 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. Waterfront Development Project - Phase 1 11-6 B. The Contractor shall not subcontract any part of the services to be performed hereunder without first obtaining the consent of the City and complying with the provisions of this section. C. In the event the Contractor does assign this contract or employ any subcontractor, the Contractor agrees to bind in writing every assignee and subcontractor to the applicable terms and conditions of the contract documents. D. The Contractor shall, before commencing any work, notify the Owner in writing of the names of any proposed subcontractors. The Contractor shall not employ any subcontractor or other person or organization (including those who are to furnish the principal items or materials or equipment), whether initially or as a substitute, against whom the Owner may have reasonable objection. Each subcontractor or other person or organization shall be identified in writing to the Owner by the Contractor prior to the date this Contract is signed by the Contractor. Acceptance of any subcontractor or assignee by the Owner shall not constitute a waiver of any right of the Owner to reject defective work or work not in conformance with the contract documents. If the Owner, at any time, has reasonable objection to a subcontractor or assignee, the Contractor shall submit an acceptable substitute. E. The Contractor shall be fully responsible for all acts and omissions of its assignees, subcontractors and of persons and organization directly or indirectly employed by it and of persons and organizations for whose acts any of them may be liable to the same extent that it is responsible for the acts and omissions of person directly employed by it. F. The divisions and sections of the specifications and the identifications of any drawings shall not control the Contractor in dividing the work among subcontractors or delineating the work to be performed by any specific trade. G. Nothing contained in the contract documents shall create or be construed to create any relationship, contractual or otherwise, between the Owner and any subcontractor or assignee. Nothing in the contract documents shall create any obligation on the part of the Owner to pay or to assure payment of any monies due any subcontractor or assignee. R 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. Waterfront Development Project - Phase 1 11-7 in addition to all other obligations of the contractor, if the contractor does employ any approved subcontractor, the contractor shall supply to every approved subcontractor a copy of the form, provided in the project manual, to establish written proof that each subcontract and lower -tier subcontract is a written document and contains, as a part, the current prevailing wage rates. The contractor, each approved subcontractor and each approved lower -tier subcontractor shall complete and deliver the form directly to the City. 11. Contract Administration. This Contract shall be administered _(f t�l .on behalf of the Contractor and by Eric C. Walrath, Project Engineer,_ 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: Citv: CY-1 Y 12. Interpretation and Venue. City of Port Angeles P.O. Box 1150 321 East Fifth Street Port Angeles, WA 98362-0217 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. Waterfront Development Project - Phase 1 11-8 CONTRACTOR: 4 Name of Contractor Title: IILO—,--4� Waterfront Development Project - Phase 1 11-9 CITY OF PORT ANGELES: By: City Manager Approvi'd as to Form: , /4 City Attorney Attest: ity Clerk PERFORMANCE and PAYMENT BOND Bond to the City of Port Angeles Bondi KNOW ALL MEN BYTHESE PRESENTS: That we, the undersigned, 8SPrincipal, and corporation, organized and existing under the |3vvS of the State of VVBShing\nn' as 8 surety corporation, and qualified under the |8wS Of the State of Washington to become surety upon bonds of contractors with municipal corporations as surety, are jointly and severally held and firmly bound to the City of Port Angeles in the penal sum of for the payment Ofwhich sum on demand we bind ourselves and our successors, heirs, administrators or personal representatives, as the case may be. This obligation ksentered into pursuant k]the statutes ofthe State DfWashington and the ordinances of the City of Port Angeles. Dated at , Washington, this _ day of The conditions of the above obligation are such that: WHEREAS, the City ofPort Angeles has let oriSabout to let to the said the above bounded Principal, 8certain contract, the said contract being numbered _____. and providing for Waterfront Development Project - Phase I (which contract is referred to herein and is made a part hereof as though attached hereto), and WHEREAS, the said Principal has accepted,nriSabout to accept, the said contract, and undertake to perform the work therein provided for in the manner and within the time set forth; now, If the said Principal, shall faithfully acceptanceperform all of the provisions of said contract in the manner and within the time therein set forth, or within such extensions of time as may be granted under said contract, and shall pay all laborers, mechanics, subcontractors and materialmen, and all persons who shall supply said Principal or subcontractors with provisions and supplies for the carrying on of said work, and shall indemnify and hold the City of Port Angeles harmless from any damage or expense by reason of failure of performance as specified in said contract or from defects appearing or developing in the material or workmanship provided or performed under said contract within a period of one year after its ""'^'^"' by the "'`y of Port ^''~'' and in `''~^~`~^`' this ~~''g~`—n --l-- void; but otherwise, it shall be and remain in full force and effect. Signed this _ day of 20___ Surety By /me Surety Address Surety Contact and Phone Number Waterfront Development Project Phase 11-10 Phmdpd By /me Agent Address Agent Contact and Phone Number PERFORMANCE and PAYMENT BOND Bond to the City of Port Angeles Bond# 2301425,* ------------ KNOW ALL MEN BY THESE PRESENTS: That we, the undersigned, Prime Construction, Inc. as Principal, and Safeco Insurance Company of America a corporation, organized and existing under the laws of the State of Washington, as a surety corporation, and qualified under the laws of the State of Washington to become surety upon bonds of contractors with municipal corporations as surety, are jointly and severally held and firmly bound to the City of Port Angeles in the penal sum of $ 3,908,476.80 --------------------------------- for the payment of which sum on demand we bind ourselves and our successors, heirs, administrators or personal representatives, as the case may be. This obligation is entered into pursuant to the statutes of the State of Washington and the ordinances of the City of Port Angeles. Dated at Seattle Washington, this 26t1bayof September 2012 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 Primo Construction, Inc. the above bounded Principal, a certain contract, the said contract being numbered TR02-2 00'and providing for Waterfront pgyt!2gp2ggLEl2i221,:Phase I (which contract is referred to herein and is made a part hereof as though attached hereto), and WHEREAS, the said Principal has accepted, or is about to accept, the said contract, and undertake to perform the work therein provided for in the manner and within the time set forth; now, therefore, If the said Principal, Prime Construction, Inc. , shall faithfully perform all of the provisions of said contract in the manner and within the time therein set forth, or within such extensions of time as may be granted under said contract, and shall pay all laborers, mechanics, subcontractors and materialmen, and all persons who shall supply said Principal or subcontractors with provisions and supplies for the carrying on of said work, and shall indemnify and hold the City of Port Angeles harmless from any damage or expense by reason of failure of performance as specified in said contract or from defects appearing or developing in the material or workmanship provided or performed under said contract within a period of one year after its acceptance thereof by the City of Port Angeles, then and in that event, this obligation shall be void; but otherwise, it shall be and remain in full force and effect. Signed this 26thdayof September .20 12, Safeco Insurance Company of America Primo Construction, Inc. Surety, _ Principal By Holly E. Ulfers a 40A Title T* 1001 4th Avenue, Suite 1300 Kibble & Prentice, a USI Company 1171.10 101=1 Surety Address Agent Address Phil Mundt, 206-473-4341 Steve Palmer, 206-695-3102 Surety Contact and Phone Number Agent Contact and Phone Number waterfront Development Project - Phase 1 11-10 :'age 32 Performance and Payment Bond :1rovided to Builders Exchange of WA, Inc, For usage Conditions Agreement see www.bxwa.com - Always Verify Scale 1,David K1Carey, the undersigned, Assistant Secretary, of First National Insurance Company ofAmerica, General Insurance Company of America, and Safeco Insurance Company of America dohereby certify that the original power ofattorney ofwhich the foregoing isofull, true and correct copy ofthe Power ofAttorney executed by said Companies, isinfull force and effect and has not been revoked. IN TESTIMONY WHEREOF, I have hereunto set my hand and affixed the seals of said Companies this C;24�fdaqy David M. Carey, Assistant Secretary POw'pwm^om^^mo^ THIS POWER OFATTORNEY |SNOT VALID UNLESS |T|SPRINTED ONRED BACKGROUND. 5404944 This Power of Attorney limits the acts of those named herein, and they have no authority mbind the Company except in the manner and mthe extent herein stated. Certificate No. First National Insurance Company ofAmerica General Insurance Company ofAmerica Safeco Insurance Company ofAmerica POWER OF ATTORNEY KNOWN ALL PERSONS BY THESE PRESENTS: That First National |noumooe Company of America, Sonnm| Insurance Company of America, and Safeco Insurance Company of America are corporations duly organized under the laws of the State of New Hampshire (herein collectively called the "Companies"), pursuant toand byauthority herein set forth, does hereby name, constitute and appoint, nox«wxn«ummS,MARY x.00000.STEVEN W.PALMER, BONNY SMITH, ANGELA o.nowwnw.HOLLY s.oLpsoo............................................. --......................................... ----............................................................................ ---...... ---......................................................................................................................................................... --.................... ......................................................................... .................................................................................................................... ............................................................ ----.... -----...... al|ofthe city ofSEATTLE state of each individually if there be more than one named, its true and lawful attorney-in-fact to make, execute, seal, acknowledge and deliver, for and on its behalf as surety and as its act and deed, any and all undertakings, bonds, recognizances and other surety obligations, in pursuance of these presents and shall be as binding upon the Companies as if they have been duly signed by the president and attested by the secretary of the Companies in their own proper persons. |NWITNESS WHEREOF, this Power of Attorney has been subscribed byooauthorized officer urofficial of the Companies and the corporate seals of the Companies have been affixed thereto this 24th_day of MAY _2012. First National Insurance Company ofAmerica 12 192, General Insurance Company nfAmerica Safeco Insurance Company ofAmerica CL By: -� Gregory vvDavenport, Assistant Secretary � STATE OFWASHINGTON au ~ COUNTY 0FKING � � n�No_��_Uay MAY 2012.before mopersonally appeared Gregory YKDavenport, who acknowledged himself wUnthe Assistant Secretary uf First National O � � Insurance Company of America, General Insurance Company of America, and Safeco Insurance Company of America, and that he, oosuch, being authorized somdo, execute the 4�� mVoinV inmmm^n�� ms IN WITNESS WHEREOF, I have hereunto subscribed my name and affixed my notarial seal at Seattle, Washington, on the day and year first above written. 0 CL � � *y KD Riley, NotaryVvblic � This Power ofAttorney ismade and executed pursuant to and byauthority of the following By -la *andAuthorizations ofFirst National Insurance Company of America, General Insurance Company ofAmerica, and Safeco Insurance Company ofAmerica, which are now in full force and effect reading as follows: 4) J� 4Zo ARTICLE |V—OFFICERS — Section 12�Power �AUomoy AnyuffimroroNordUoia|��oCumo�tiunuuthori�d�r�otpu�moinw�ingby1hoChaimmnor/huPmuiden\.and E E subject to such limitation as the Chairman or the President may prescribe, shall appoint such afforneys-in-fact, as may be necessary to act in behalf of the Corporation tomake, execute, deliver bonds, Such mthe limitations forth iotheir 6 seal, acknowledge and oosurety any and all undertakings, mmgn|zanmmand other surety obligations. atNmoyn'in'faot,subject set ~� respective powers ofattorney, shall have full power mbind the Corporation by their signature and executed, such instruments shall be as binding as if signed by the President and attested mhythe Secretary. Any power or authority granted to any representative or aftorney-in-fact under the provisions of this article may berevoked otany time bythe Board, the Chairxwn.�huPmaidoo1n,by�o«0oororo�oemUmmingouohp�w,nruu��on� 00 — tenihxmaofDuoigvmion—ThoPmmidnnt of the Company, acting pursuant to the Bylaws of the Company, authorizes Gregory W. Davenport, Assistant Secretary toappoint such v = atmmoyo'in'fawanmay bonmmooa�momonbehalf �the Compaoymmako.oxooum.000|.aoknmw|eUgoand Uo|imrnsoo��onyand aUvodnAokingo.hundo.mo�oizunmmand — — other surety obligations. 00 ——�Authnrization —Byunaninmosmnoont of the Company's Board of Directors, the Company consents that facsimile or mechanically reproduced signature of any assistant secretary of the Company, wherever appearing upon a certified copy of any power ofattorney issued by the Company in connection with surety bonds, oho|| be valid and biding upon | the Company with the same force and effect uothough manually affixed, 1,David K1Carey, the undersigned, Assistant Secretary, of First National Insurance Company ofAmerica, General Insurance Company of America, and Safeco Insurance Company of America dohereby certify that the original power ofattorney ofwhich the foregoing isofull, true and correct copy ofthe Power ofAttorney executed by said Companies, isinfull force and effect and has not been revoked. IN TESTIMONY WHEREOF, I have hereunto set my hand and affixed the seals of said Companies this C;24�fdaqy David M. Carey, Assistant Secretary POw'pwm^om^^mo^ Client#: 322294 ACORD., CERTIFICATE F LIABILITY INSURANCEDA INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACTOR 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, 12712OD/YYri, 9/27/2012 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME: MacLafferty Kibble & Prentice, a USI Co _ PHONE FAX TFAx N�61.0-362-8518 SAL No, EXE; 206-695-917_1_________ 601 Union Street, Suite 1000 _,. _,_ E-MAIL- - ADDRESS: cicertrequest@usi.biz Seattle, WA 98101 - - -- MED EXP (Any one person) $10,000 INSURER(S) AFFORDING COVERAGE NAIC # INSURER A: Bituminous Casualty Corporation 20095 INSURED-- INSURER B: TBD ...__.......... _..__. TBD Primo, Construction, Inc. - - _ - 970 Carlsborg Road INSURERC: Sequim, WA 98382-8391 INSURER D: PRODUCTS - COMP/OP AGG $2,000_,_000 GEN'L AGGREGATE LIMIT APPLIES PER: PRO- POLICY X JECT LOC INSURER E : INSURER F: ------------- $ COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT 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 CONTRACTOR 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. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LTR A .TYPE OF INSURANCE GENERAL LIABILITY ADDL INSR X SUER WVD POLICY NUMBER_ CLP3568352 POLICY EFF (MM/DD/YYYY) 4/01/2012 POLICY EXP (MM/DD/YYYYZ_ 04/01/2013 LIMITS EACH OCCURRENCE $1,000,000 X COMMERCIAL GENERAL LIABILITY _ CLAIMS -MADE OCCUR L J AMAGE T RENTED REMISES Ea occurrence) $100,000 MED EXP (Any one person) $10,000 ---- --------- &ADV INJURY $1,000,000_ X PD Ded: $5,000- - -PERSONAL GENERAL AGGREGATE $2,000,000 PRODUCTS - COMP/OP AGG $2,000_,_000 GEN'L AGGREGATE LIMIT APPLIES PER: PRO- POLICY X JECT LOC ------------- $ A AUTOMOBILE LIABILITY CAP3568354 4/01/2012 04/01/201 COMBINED SINGLE LIMIT _SEs accident)$111000,000 X ANY AUTO BODILY INJURY (Per person) $ ALL OWNED SCHEDULED AUTOS AUTOS BODILY INJURY (Per accident) $ X HIRED AUTOS X NON -OWNED AUTOS PROPERTY DAMAGE $ -(Per accident).__ -_--- --__ _ $ A X UMBRELLA LIAB X OCCUR CUP2592888 4/01/2012 04/01/2013 EACH OCCURRENCE $2,000,000________ _ AGGREGATE s2,000,000 EXCESS LIAB CLAIMS -MADE XS of GL, Auto & DED X RETENTION $10,000 - $ — Employers Liab. A ---- WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANYPROPRIETOR/PXCLUDE/EXECUTIVE /N OFFICERlMEMBER EXCLUDED? (� ------ N / A -------- CLP3568352 WA Stop Gap Only 4/01/2012 04/01/201 WC STATU- OTH ___., TORY LIMITS ...__-ER ------ - - E.L.ACH ACCIDENT $1,000,000 _ -- -- E.L. DISEA (Mandatory in NH) DESCRIPTION OF OPERATIONS below __ . _......_..- ..._.._._ __-__...... _...... E.L DISEASE POLICY LIMIT $1,000,000 B Builders Risk TBD TBD TBD $3,908,477 Hard Costs Special Form + Deductibles: $5,000 AOP EQ and Flood 2%-$50k min EQ/Flood DESCRIPTION OF OPERATIONS/ LOCATIONS /VEHICLES (Attach ACORD 101, Additional Remarks Schedule, if more space is required) Waterfront Development, Phase 1; Project No. TR02-2003. The City of Port Angeles, its officers, officials, employees and volunteers are Additional Insured and coverage is primary and non-contributory per attached endorsements. City of Port Angeles Public Works & Utilities Dept P.O. Box 1150 Port Angeles, WA 98362 ACORD 25 (2010/05) 1 of 1 #S7976796/M7075415 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE ra ©1988-2010 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD CNMJU ADDITIONAL INSURED - OWNERS, LESSEES OR CONTRACTORS This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART A. SectionU—Vho Is An Insured is amended to include asonadditional insured any person or organization who is required by written contract to be an additional insured on your policy, but only with respect to liability for "bodily injury", "property damage" or "personal and advertising injury" caused, inwhole orinpart, by: Your acts or omissions; or 2. The acts or omissions of those acting on your behalf; in the performance of your ongoing operations for the additional insured(s) at the project(s) designated in the written contract. B. With respect to the insurance afforded to these additional inouredo, the following additional exclusions apply: This insurance does not apply to "bodily injury" or "property damage" occurring after: All wnrk, including moteha|a, parts nrequipment furnished in connection with such work on the project (other than service, maintenance or repairs) to be performed by or on behalf of the additional insured(s) at the location of the covered operations has been completed; or That portion of "your work" out of which the injury mdamage arises has been put to its intended use by any person or organization other than another contractor orsubcontractor engaged in performing operations for a principal as a part of the same project. This insurance is excess of all other insurance available to the additional insured, whether primary, exoeeo, contingent oron any other basis, unless the written contract requires this insurance bnbm primary. In that owen\, this insurance will be primary no|ahwa to insurance policy(s) which designate the additional insured as a Named Insured in the Declarations and we will not require contribution from such insurance if the written contract also requires that this insurance be non-contributory. But with respect to all other insurance under which the additional insured qumUfioa as an insured or additional insured, this insurance will beexcess. GL-4S87(01d1) Includes Copyrighted Material of Insurance Services Office With Its Permission %—, NO. -S No Ili ffin "m " 08%, This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART Section U — Who Is An Insured is amended to include as an additional insured any person or organization who is required by written contract to be an additional insured on your policyfor completed operadono, but only with respect to liability for "bodily injury" or "property damage" oouaed, in whole or in part, by "your work" at the project designated in the contnad, performed for that additional insured and included inthe "prod uob-oump|a(edoperations huzond^ This insurance is excess of all other insurance available to the additional hnourad, whether phnmry, mxomee, contingent or on any other baais, unless the written contract requires this insurance to be primary. In that event, this insurance will be primary relative to insurance po|ioy(e)which designate the additional insured as Named Insured in the Declarations and wewill not require contribution from such insurance if the vvhben contract also requires that this insurance be non-contributory, But with respect to all other insurance under which the additional insured qualifies as an insured or additional insured, this insurance will beexcess. SL-4GS5(01/11) Includes Copyrighted Material of Insurance Services Office With Its Permission r � hr ' r ' � The following Special Provisions are made a part of this contract and supersede any conflicting provisions of the 2012 Standard Specifications for Road, Bridge and Municipal Construction, and the foregoing Amendments to the Standard Specifications. Several types of Special Provisions are included in this contract; General, Region, Bridges and Structures, and Project Specific. Special Provision types are differentiated as follows: (Date) General Special Provision (Regions' date) Region Special Provision (BSP date) Bridges and Structures Special Provision Contracting Agency Special Provision INTRODUCTION TO THE SPECIAL PROVISIONS (July 31, 2007 APWA GSP) The work on this project shall be accomplished in accordance with the Standard Specifications .fbr Road, Bridge and Municipal Construction, 2012 edition, as issued by the Washington State Department of Transportation (WSDOT) and the American Public Works Association (APWA), Washington State Chapter (hereafter "Standard Specifications"). The Standard Specifications, as modified or supplemented by the Amendments to the Standard Specifications and these Special Provisions, all of which are made a part of the Contract Documents, shall govern all of the Work. These Special Provisions are made up of both General Special Provisions (GSPs) from various sources, which may have project -specific fill-ins; and project- specific Special Provisions. Each Provision either supplements, modifies, or replaces the comparable Standard Specification, or is a new Provision. The deletion, amendment, alteration, or addition to any subsection or portion of the Standard Specifications is meant to pertain only to that particular portion of the section, and in no way should it be interpreted that the balance of the section does not apply. The project -specific Special Provisions are not labeled as such. The GSPs are labeled under the headers of each GSP, with the date of the GSP and its source, as follows: (May 18, 2007 APWA GSP) (August 7 2006 WSDOT GSP) Also incorporated into the Contract Documents by reference are: • Manual on Uniform, Traffic Control Devices for Streets and Highways, currently adopted edition, with Washington State modifications, if any • Standard Plans for Road, Bridge and Municipal Construction, WSDOT/APWA, current edition • City of Port Angeles' Urban Set -vices Standards and Guidelines, current edition Contractor shall obtain copies of these publications, at Contractor's own expense. DIVISION I GENERAL REQUIREMENTS DESCRIPTION OF WORK (March .13, This Contract provides for the improvement of the Port Angeles waterfront along Railroad Avenue and Oak Street. This improvement includes construction of an esplanade, pavement resurfacing, parking areas and stormwater infrastructure, all in accordance with the attached Contract Plans, these Contract Provisions, and the Standard Specifications. 1-01 DEFINITION AND TERMS 1-01.3 Definitions (September 12, 2008 APWA GSP) This Section is supplemented with the following: All references in the Standard Specifications to the terms "State", "Department of Transportation", "Washington State Transportation Commission", "Commission", "Secretary of Transportation", "Secretary", "Headquarters", and "State Treasurer" shall be revised to read "Contracting Agency". All references to "State Materials Laboratory" shall be revised to read "Contracting Agency designated location". The venue of all causes of action arising from the advertisement, award, execution, and performance of the contract shall be in the Superior Court of the County where the Contracting Agency's headquarters are located. Additive A supplemental unit of work or group of bid items, identified separately in the proposal, which may, at the discretion of the Contracting Agency, be awarded in addition to the base bid. Alternate One of two or more units of work or groups of bid items, identified separately in the proposal, from which the Contracting Agency may make a choice between different methods or material of construction for performing the same work. Contract Documents See definition for "Contract". Contract Time The period of time established by the terms and conditions of the contract within which the work must be physically completed. Waterfront Development Project - Phase 1 111 - 1 Dates Bid Opening Date The date on which the Conti -acting Agency publicly opens and reads the bids. Award Date The date of the formal decision of the Contracting Agency to accept the lowest responsible and responsive bidder for the work. Contract Execution Date The date the Contracting Agency officially binds the agency to the contract. Notice to Proceed Date The date stated in the Notice to Proceed on which the contract time begins. Substantial Completion Date The day the Engineer determines the Contracting Agency has full and unrestricted use and benefit of the facilities, both from the operational and safety standpoint, and only minor incidental work, replacement of temporary substitute facilities, or correction or repair remains for the physical completion of the total contract. Physical Completion Date The day all of the work is physically completed on the project. All documentation required by the contract and required by law does not necessarily need to be furnished by the Contractor by this date. Completion Date The day all the work specified in the contract is completed and all the obligations of the Contractor under the contract are fulfilled by the Contractor. All documentation required by the contract and required by law must be furnished by the Contractor before establishment of this date. Final Acceptance Date The date on which the Contracting Agency accepts the work as complete. Notice of Award The written notice from the Contracting Agency to the successful bidder signifying the Contracting Agency's acceptance of the bid. Notice to Proceed The written notice from the Contracting Agency or Engineer to the Contractor authorizing and directing the Contractor to proceed with the work and establishing the date on which the contract time begins. Traffic Both vehicular and non -vehicular traffic, such as pedestrians, bicyclists, wheelchairs, and equestrian traffic. Waterfront Development Project - Phase 1 111-2 All references to "Contract Bond" are understood to be equal to "Performance and Payment Bond" for this project. All references to "Engineer" and "Project Engineer" are redefined to mean City Engineer for the City of Port Angeles. The terms "Contract" and "Project Manual" are interchangeable. 1-02 BID PROCEDURES AND CONDITIONS 1-02.1 Prequalification of Bidders Delete this Section and replace it with the following: 1-02.1 Qualifications of Bidder (January 24, 2011 APWA GSP) Before award of a public works contract, a bidder must meet at least the minimum qualifications of RCW 39.04.350(1) to be considered a responsible bidder and qualified to be awarded a public works project. 1-02.2 Plans and Specifications (June 27, 2011 APWA GSP) Delete this section and replace it with the following: Information as to where Bid Documents can be obtained or reviewed can be found in the Call for Bids (Advertisement for Bids) for the work. After award of the contract, plans and specifications will be issued to the Contractor at no cost as detailed below: act i, ............ , - Furnished autornatically Reduced plans (11" x 17 2 upon award. Furnished automatically Contract Provisions 2 upon award, Furnished only upon Large plans (e.g., 22" x 34") 2 request. Additional plans and Contract Provisions may be obtained by the Contractor from the source stated in the Call for Bids, at the Contractor's own expense. Waterfront Development Project - Phase 1 111-3 1'02.4 Examination mfPlans, and Site ofWork (*****4) Section |-024iosupplemented with the following: Special attention should bepaid Nthe geotechnicalrepod H)and the location and condition of piles and riprap to be removed. 1-02.5 Proposal Forms Delete this section and replace kwith the : The Proposal Form will identify the project and its location and describe the work. Uwill also list estimated quantities, units of measurement, the items of work, and the materials to be furnished at the ook hid prices. The hkldcr oboD complete upuccm on the proposal form that cull for, but are not limited to, unit prices; extensions; summations; the total bid amount; signatures; date; and, vvbcrc applicable, retail mulco taxes and acknowledgment of addenda; the bidder's uuoue, uddccon, telephone uoozbcc, and signature; the bidder's D/M/WB]B uomozbcncnt, if applicable; oState ofWashington Contractor's Registration Number; and u Duxiocyo I.ioeooe Number, if applicable. Bids mbuU be oong?|eicd by typing or obuU be printed ioink hyhand, preferably inblack ink. The required certifications are included nu part ofthe Proposal Form. The Contracting Agency reserves the right toarrange the proposal forms with alternates and additives, i[such betothe advantage o[the Contracting Agency. The bidder shall bid ouall alternates and additives set forth in the Proposal Form unless otherwise specified. &-02.6 Preparation of Proposal (June 27, 2011 APWA GSP) Supplement the second paragraph with the following: 4. Ifaminimum bid amount has been established for any item, the unit mlump sum price must equal mexceed the minimmmamount stated.A minimum bid o[$5,00lump mum has been established for the item "Type B Progress Schedule." The Contractor's bid shall equal or exceed that amount. If the Contractor's bid is less than the ndninouno specified amount, the Contracting Agency will unUu1oruDy revise the bid amount to the oduirnunu specified amount and reoe|ou|otc the Contractor's io1u| bid amount. The corrected total bid amount will bcused 5. Any correction toabid made by interlineatiou,alteration, merasure, shall be initialed by the signer of the bid. I]chetcU/uk/st paragraph, and replace bwith the following: The Bidder shall make no stipulation oothe Bid Form, nor qualify the bid in any manner. Waterfront Development Project Phase 111-4 A bid by a corporation shall be executed in the corporate name, by the president or a vice president (or other corporate officer accompanied by evidence of authority to sign). A bid by a partnership shall be executed in the partnership name, and signed by a partner. A copy of the partnership agreement shall be submitted with the Bid Form if any D/M/WBE requirements are to be satisfied through such an agreement. A bid by a joint venture shall be executed in the joint venture name and signed by a member of the joint venture. A copy of the joint venture agreement shall be submitted with the Bid Form if any D/W/MBE requirements are to be satisfied through such an agreement. 1-02.7 Bid Deposit (October 1, 2005 APWA GSP) Supplement this section with the following: Bid bonds shall contain the following: 1. Contracting Agency -assigned number for the project; 2. Name of the project; 3. The Contracting Agency named as obligee; 4. The amount of the bid bond stated either as a dollar figure or as a percentage which represents five percent of the maximum bid amount that could be awarded; 5. Signature of the bidder's officer empowered to sign official statements. The signature of the person authorized to submit the bid should agree with the signature on the bond, and the title of the person must accompany the said signature; 6. The signature of the surety's officer empowered to sign the bond and the power of attorney. If so stated in the Contract Provisions, bidder must use the bond form included in the Contract Provisions. 1-02.9 Delivery of Proposal (January 24, 2011 APWA GSP) Delete this section and replace it with the following: Each proposal shall be submitted in a sealed envelope, with the Project Name and Project Number as stated in the Advertisement for Bids clearly marked on the outside of the envelope, or as otherwise required in the Bid Documents, to ensure proper handling and delivery. The Contracting Agency will not consider Proposals it receives after the time fixed for opening Bids in the call for Bids. Waterfront Development Project - Phase 1 111-5 1-02.13 Irregular Proposals (March 25, 2009 APWA GSP) Revise item I to read: A proposal will be considered irregular and will be rejected if: a. The Bidder is not prequalified when so required; b. The authorized proposal form furnished by the Contracting Agency is not used or is altered; c. The completed proposal form contains any unauthorized additions, deletions, alternate Bids, or conditions; d. The Bidder adds provisions reserving the right to reject or accept the award, or enter into the Contract; e. A price per unit cannot be determined from the Bid Proposal; f. The Proposal form is not properly executed; g. The Bidder fails to submit or properly complete a Subcontractor list, if applicable, as required in Section 1-02.6; h. The Bid Proposal does not constitute a definite and unqualified offer to meet the material terms of the Bid invitation; or j. More than one proposal is submitted for the same project from a Bidder under the same or different names. 1-02.14 Disqualification of Bidders (March 25, 2009 APWA GSP, Option B) Delete this Section and replace it with the following: A Bidder will be deemed not responsible if: 1. the Bidder does not meet the mandatory bidder responsibility criteria in RCW 39.04.350(1), as amended; or 2. evidence of collusion exists with any other Bidder or potential Bidder. Participants in collusion will be restricted from submitting further bids; or 3. the Bidder, in the opinion of the Contracting Agency, is not qualified for the work or to the full extent of the bid, or to the extent that the bid exceeds the authorized prequalification amount as may have been determined by a prequalification of the Bidder; or 4. an unsatisfactory performance record exists based on past or current Contracting Agency work or for work done for others, as judged from the standpoint of conduct of the work; workmanship; or progress; affirmative action; equal employment opportunity practices; termination for cause; or Disadvantaged Business Enterprise, Minority Business Enterprise, or Women's Business Enterprise utilization; or 5. there is uncompleted work (Contracting Agency or otherwise), which in the opinion of the Contracting Agency might hinder or prevent the prompt completion of the work bid upon; or 6. the Bidder failed to settle bills for labor or materials on past or current contracts, unless there are extenuating circumstances acceptable to the Contracting Agency; or 7. the Bidder has failed to complete a written public contract or has been convicted of a Waterfront Development Project - Phase 1 111-6 crime arising from a previous public contract, unless there are extenuating circumstances acceptable to the Contracting Agency; or 8. the Bidder is unable, financially or otherwise, to perform the work, in the opinion of the Contracting Agency; or 9. there are any other reasons deemed proper by the Contracting Agency. As evidence that the Bidder meets the bidder responsibility criteria above, the apparent two lowest Bidders must submit to the Contracting Agency within 24 hours of the bid submittal deadline, documentation (sufficient in the sole judgment of the Contracting Agency) demonstrating compliance with all applicable responsibility criteria, including all documentation specifically listed in the supplemental criteria. The Contracting Agency reserves the right to request such documentation from other Bidders as well, and to request further documentation as needed to assess bidder responsibility. The basis for evaluation of Bidder compliance with these supplemental criteria shall be any documents or facts obtained by Conti -acting Agency (whether from the Bidder or third parties) which any reasonable owner would rely on for determining such compliance, including but not limited to: 1. financial, historical, or operational data from the Bidder; 2. information obtained directly by the Contracting Agency from owners for whom the Bidder has worked, or other public agencies or private enterprises; and 3. any additional information obtained by the Contracting Agency which is believed to be relevant to the matter. If the Contracting Agency determines the Bidder does not meet the bidder responsibility criteria above and is therefore not a responsible Bidder, the Contracting Agency shall notify the Bidder in writing, with the reasons for its determination. If the Bidder disagrees with this determination, it may appeal the determination within 24 hours of receipt of the Contracting Agency's determination by presenting its appeal to the Contracting Agency. The Contracting Agency will consider the appeal before issuing its final determination. If the final determination affirms that the Bidder is not responsible, the Conti -acting Agency will not execute a contract with any other Bidder until at least two business days after the Bidder determined to be not responsible has received the final determination. 1-02.15 Pre Award Information (October 1, 2005 APWA GSP) Revise this section to read: Before awarding any contract, the Contracting Agency may require one or more of these items or actions of the apparent lowest responsible bidder: I A complete statement of the origin, composition, and manufacture of any or all materials to be used, 2. Samples of these materials for quality and fitness tests, 3. A progress schedule (in a form the Contracting Agency requires) showing the order of and time required for the various phases of the work, Waterfront Development Project - Phase 1 111-7 4. A breakdown of costs assigned to any bid item, 5. Attendance at a conference with the Engineer or representatives of the Engineer, 6. Obtain, and furnish a copy of, a business license to do business in the city or County where the work is located. 7. A copy of State of Washington Contractor's Registration, or 8. Any other information or action taken that is deemed necessary to ensure that the bidder is the lowest responsible bidder. 1-03 AWARD AND EXECUTION OF CONTRACT 1-03.3 Execution of Contract (October 1, 2005 APWA GSP) Revise this section to read: Copies of the Conti -act Provisions, including the unsigned Form of Conti -act, will be available for signature by the successful bidder on the first business day following award. The number of copies to be executed by the Contractor will be determined by the Contracting Agency. Within 10 calendar days after the award date, the successful bidder shall return the signed Contracting Agency -prepared contract, an insurance certification as required by Section 1- 07.18, -07.18, and a satisfactory bond as required by law and Section 1-03.4. Before execution of the contract by the Contracting Agency, the successful bidder shall provide any pre -award information the Contracting Agency may require under Section 1-02.15. Until the Contracting Agency executes a contract, no proposal shall bind the Contracting Agency nor shall any work begin within the project limits or within Contracting Agency - furnished sites. The Contractor shall bear all risks for any work begun outside such areas and for any materials ordered before the contract is executed by the Contracting Agency. If the bidder experiences circumstances beyond their control that prevents return of the contract documents within 10 calendar days after the award date stated above, the Contracting Agency may grant up to a maximum of 20 additional calendar days for return of the documents, provided the Contracting Agency deems the circumstances warrant it. 1-03.4 Contract Bond (October .l, 2005 APWA GSP) Revise the first paragraph to read: The successful bidder shall provide an executed contract bond for the full contract amount. This contract bond shall: 1. Be on a Contracting Agency -furnished form; 2. Be signed by an approved surety (or sureties) that: a. Is registered with the Washington State Insurance Commissioner, and b. Appears on the current Authorized Insurance List in the State of Washington published by the Office of the Insurance Commissioner, Waterfront Development Project - Phase 1 111-8 3. Be conditioned upon the faithful performance of the contract by the Contractor within the prescribed time; 4. Guarantee that the surety shall indemnify, defend, and protect the Contracting Agency against any claim of direct or indirect loss resulting from the failure: a. Of the Contractor (or any of the employees, subcontractors, or lower tier subcontractors of the Contractor) to faithfully perform the contract, or b. Of the Contractor (or the subcontractors or lower tier subcontractors of the Contractor) to pay all laborers, mechanics, subcontractors, lower tier subcontractors, material, person, or any other person who provides supplies or provisions for carrying out the work; 5. Be accompanied by a power of attorney for the Surety's officer empowered to sign the bond; and 6. Be signed by an officer of the Contractor empowered to sign official statements (sole proprietor or partner). If the Contractor is a corporation, the bond must be signed by the president or vice-president, unless accompanied by written proof of the authority of the individual signing the bond to bind the corporation (i.e., corporate resolution, power of attorney or a letter to such effect by the president or vice-president). 1-04 SCOPE OF THE WORK 1-04.2 Coordination of Contract Documents, Plans, Special Provisions, Specifications, and Addenda (October 1, 2005 APWA GSP) Revise the second paragraph to read: The order of precedence in the case of conflicting specification, special provisions, submittal requirements, plans, drawings, or other technical requirements of this Project Manual are as follows: 1. Addenda 2. Special Provisions set forth on pages 111-2 through 111-168 3. Project Plans as set forth in attachment , I . 4. Amendments to the Standard Plans and Specifications issued prior to June 5, 2012 as set forth in Attachment _E . 5. Washington State Department of Transportation's 2012 Standard Specifications for Road, Bridge and Municipal Construction (English Units), referred herein as the Standard Specifications. 6. The most recent edition of the City of Port Angeles' Urban Services Standards and Guidelines, which are hereby incorporated into this Project Manual. 7. Washington State Department of Transportation's Standard Plans, as referenced on page 111-164 . 1-04.3 Requests for Information - New Section Requests for information (RFI's) shall be made utilizing the form provided in the contract documents. The Contractor acknowledges its responsibility to be familiar with the Contract Waterfront Development Project - Phase 1 111-9 Documents. Contractor RFI's will be responded to within 7 business days of receipt. The Owner's cost spent reviewing RFI's for which the information requested is included in the drawings, specifications and/or other contract documents, including those made a part of the contract by reference, shall be charged to the Contractor and deducted from amounts due or to become due to the Contractor. 1-04.4 Changes In Work Section 1-04.4 is supplemented with the following: All revisions, clarifications, field requests and field authorizations for construction contracts shall be documented using the "REQUEST FOR INFORMATION" form. A construction contract change order may be initiated by the Contractor, City inspector, or Architect/Engineer by using the RFI form contained in Part IV, Attachments. Definitions: a. RFI: Request for Information b. CCO: Construction Change Order 1-04.5 Procedure and Protest by the Contractor The Sixth paragraph of Section 1-04.5 is revised to read: If the Contractor does not accept the Engineer's determination then the Contractor shall pursue the dispute and claims procedures set forth in Section 1-09.11. The Contactor shall submit the claim within 45 days of the denial of change order by the Contractor. In spite of any protest or dispute, the Contractor shall proceed promptly with the Work as the Engineer orders. 1-05 CONTROL OF WORK 1-05.3 Plans and Working Drawings Section 1-05.3 is supplemented with the following: Unless otherwise required by the Submittal Requirements, Section 1-05.3 of the Standard Specifications shall apply. The Construction Manager intends to use a web based SharePoint system for document management on the Project. In addition to providing the number of hard copies specified elsewhere, all submittals from the Contractor must also be submitted electronically in PDF format. Submittal responses back to the Contactor will be posted in PDF format on the SharePoint system for retrieval by the Conti -actor. The Construction Manager will provide one training session for the Contractor team members in the use of the SharePoint based Waterfront Development Project - Phase 1 111 - 10 system. It is recommended that the Contractor secure a high speed internet connection at their field office, with minimum data transfer rates of 10 Mbps download and 1.0 Mbps upload, to get optimal use and benefit from the SharePoint based system. 1-05.4 Conformity With and Deviation from Plans and Stakes Section 1-05.4 is supplemented with the following: Contractor Surveying -Structure (April 4, 2011) Copies of the Contracting Agency provided primary survey control data are available for the bidder's inspection at the office of the Project Engineer. The Contractor shall be responsible for setting, maintaining, and resetting all alignment stakes, slope stakes, and grades necessary for the construction of bridges, noise walls, and retaining walls. Except for the survey control data to be furnished by the Contracting Agency, calculations, surveying, and measuring required for setting and maintaining the necessary lines and grades shall be the Contractor's responsibility. The Contractor shall inform the Engineer when monuments are discovered that were not identified in the Plans and construction activity may disturb or damage the monuments. Detailed survey records shall be maintained, including a description of the work performed on each shift, the methods utilized, and the control points used. The record shall be adequate to allow the survey to be reproduced. A copy of each day's record shall be provided to the Engineer within three working days after the end of the shift. The meaning of words and terms used in this provision shall be as listed in "Definitions of Surveying and Associated Terms" current edition, published by the American Congress on Surveying and Mapping and the American Society of Civil Engineers. The survey work by the Contractor shall include but not be limited to the following: 1. Verify the primary horizontal and vertical control furnished by the Contracting Agency, and expand into secondary control by adding stakes and hubs as well as additional survey control needed for the project. Provide descriptions of secondary control to the Contracting Agency. The description shall include coordinates and elevations of all secondary control points, 2. Establish, by placing hubs and/or marked stakes, the location with offsets of piles. 3. Establish offsets to footing centerline of bearing for structure excavation. 4. Establish offsets to footing centerline of bearing for footing forms. 5. Establish wing wall and retaining wall horizontal alignment. Waterfront Development Project - Phase 1 111 - 11 h. Establish retaining wall top o[wall profile grade. 7. Establish elevation benchmarks for all substructure formwork. 8. Check elevations a1top offooting concrete line inside footing formwork immediately prior to concrete placement. g. Check column location and pier centerline of bearing a1top of footing immediately prior to concrete placement. l0.Establish pier cap and crossbeam top and bottom elevations undoeuiedbnoo[ bearing. 11. Check pier cap and crossbeam top and bottom elevations and centerline of bearing prior to and during concrete placement. The Contractor shall provide the Contracting Agency copies ofany calculations and staking data when requested hvthe Engineer. Iofacilitate the establishment ufthese lines and elevations, the Contracting Agency will provide the Contractor with the following pzionuzy survey and control information: l. Descriptionsnftwo primary control points used for the horizontal and vertical control. Primary control points will be described byreference tothe project alignment and the coordinate system and elevation datum utilized by the project. In addition, the Contracting Agency will supply horizontal coordinates for the beginning and ending points and for each Point ofIntersection (PI)oneach alignment included iothe project. The Contractor shall give the Contracting Agency three weeks notification toallow adequate time to provide the data outlined in Items 2 and 3 above. The Contractor shall ensure u surveying accuracy within the following tolerances: |. Stationing on structures 2. Alignment nostructures 3. Superstructure elevations 4. Substructure Vertical Horizontal ±0.02 feet ±0.02 fed ±0.0l feet variation from plan elevation +0.02 feet variation from Plan g/u000. The Contracting Agency may the Contractor's surveying. These will not change the requirements for normal checking hvthe Contractor. When staking the following dcmo the Contractor shall checks from different secondary control to ensure that the points staked for these keom are within the specified survey accuracy tolerances: Waterfront Development Project Phase 111-12 The Contractor shall calculate coordinates for the points associated with piles, footings and columns. The Contracting Agency will verify these coordinates prior to issuing approval to the Contractor for commencing with the survey work. The Contracting Agency will require up to seven calendar days from the date the data is received to issuing approval. Contract work to be performed using contractor -provided stakes shall not begin until the stakes are approved by the Contracting Agency. Such approval shall not relieve the Contractor of responsibility for the accuracy of the stakes. Contractor Surveying - Roadway (April 4, 201.1) Copies of the Contracting Agency provided primary survey control data are available for the bidder's inspection at the office of the Project Engineer. The Contractor shall be responsible for setting, maintaining, and resetting all alignment stakes, slope stakes, and grades necessary for the construction of the roadbed, drainage, surfacing, paving, channelization and pavement marking, illumination and signals, guardrails and barriers, and signing. Except for the survey control data to be furnished by the Contracting Agency, calculations, surveying, and measuring required for setting and maintaining the necessary lines and grades shall be the Contractor's responsibility. The Contractor shall inform the Engineer when monuments are discovered that were not identified in the Plans and construction activity may disturb or damage the monuments. All monuments noted on the plans "DO NOT DISTURB" shall be protected throughout the length of the project or be replaced at the Contractors expense. Detailed survey records shall be maintained, including a description of the work performed on each shift, the methods utilized, and the control points used. The record shall be adequate to allow the survey to be reproduced. A copy of each day's record shall be provided to the Engineer within three working days after the end of the shift. The meaning of words and terms used in this provision shall be as listed in "Definitions of Surveying and Associated Terms" current edition, published by the American Congress on Surveying and Mapping and the American Society of Civil Engineers. The survey work shall include but not be limited to the following: 1. Verify the primary horizontal and vertical control furnished by the Contracting Agency, and expand into secondary control by adding stakes and hubs as well as additional survey control needed for the project. Provide descriptions of secondary control to the Contracting Agency. The description shall include coordinates and elevations of all secondary control points. 2. Establish, the centerlines of all alignments, by placing hubs, stakes, or marks on centerline or on offsets to centerline at all curve points (PCs, PTs, and PIs) and at points on the alignments spaced no further than 25 feet. Waterfront Development Project - Phase 1 111-13 3. Establish clearing limits, placing stakes at all angle points and at intermediate points not more than 50 feet apart. The clearing and grubbing limits shall be 5 feet beyond the toe of a fill and 10 feet beyond the top of a cut unless otherwise shown in the Plans. 4. Establish grading limits, placing slope stakes at centerline increments not more than 25 feet apart. Establish offset reference to all slope stakes. If Global Positioning Satellite (GPS) Machine Controls are used to provide grade control, then slope stakes may be omitted at the discretion of the Contractor. 5. Establish the horizontal and vertical location of all drainage features, placing offset stakes to all drainage structures and to pipes at a horizontal interval not greater than 25 feet. 6. Establish roadbed and surfacing elevations by placing stakes at the top of subgrade and at the top of each course of surfacing. Subgrade and surfacing stakes shall be set at horizontal intervals not greater than 25 feet in tangent and in curve sections with a radius less than 30 feet, and at 10 -foot intervals in intersection radii with a radius less than 30 feet. Transversely, stakes shall be placed at all locations where the roadway slope changes and at additional points such that the transverse spacing of stakes is not more than 12 feet. If GPS Machine Controls are used to provide grade control, then roadbed and surfacing stakes may be omitted at the discretion of the Contractor. 7. Establish intermediate elevation benchmarks as needed to check work throughout the project. 8. Provide references for paving pins at 25 -foot intervals or provide simultaneous surveying to establish location and elevation of paving pins as they are being placed. 9. For all other types of construction included in this provision, (including but not limited to channelization and pavement marking, illumination, barriers, and signing) provide staking and layout as necessary to adequately locate, construct, and check the specific construction activity. 10. The Contractor shall collect additional topographic survey data as needed in order to match into existing roadways such that the transition from the new pavement to the existing pavement is smooth and that the pavement and ditches drain properly. If changes to the profiles or roadway sections shown in the contract plans are needed to achieve proper smoothness and drainage where matching into existing features, the Contractor shall submit these changes to the Project Engineer for review and approval 10 days prior to the beginning of work. The Contractor shall provide the Contracting Agency copies of any calculations and staking data when requested by the Engineer. To facilitate the establishment of these lines and elevations, the Contracting Agency will provide the Contractor with primary survey control information consisting of descriptions of two primary control points used for the horizontal and vertical control. Primary control points will be described by reference to the project alignment and the coordinate system and elevation datum utilized by the project. In addition, the Contracting Agency will supply Waterfront Development Project - Phase 1 111-14 horizontal coordinates for the beginning and ending points and for each Point of Intersection (PI) on each alignment included in the project. The Contractor shall ensure a surveying accuracy within the following tolerances: Vertical Horizontal Slope stakes ±0.10 feet ±0.10 feet Subgrade grade stakes set 0.04 feet below grade ±0.01 feet ±0.5 feet (parallel to alignment) ±0.1 feet (normal to alignment) Stationing on roadway Alignment on roadway Surfacing grade stakes Roadway paving pins for surfacing or paving N/A ±0.1 feet N/A ±0.04 feet ±0.01 feet ±0.5 feet (parallel to alignment) ±0.1 feet (normal to alignment) ±0.01 feet ±0.2 feet (parallel to alignment) ±0.1 feet (normal to alignment) The Contracting Agency may spot-check the Contractor's surveying. These spot-checks will not change the requirements for normal checking by the Contractor. When staking roadway alignment and stationing, the Contractor shall perform independent checks from different secondary control to ensure that the points staked are within the specified survey accuracy tolerances. The Contractor shall calculate coordinates for the alignment. The Contracting Agency will verify these coordinates prior to issuing approval to the Contractor for commencing with the work. The Contracting Agency will require up to seven calendar days from the date the data is received. Contract work to be performed using contractor -provided stakes shall not begin until the stakes are approved by the Contracting Agency. Such approval shall not relieve the Contractor of responsibility for the accuracy of the stakes. Stakes shall be marked in accordance with Standard Plan A10.10. When stakes are needed that are not described in the Plans, then those stakes shall be marked, at no additional cost to the Contracting Agency as ordered by the Engineer. Waterfront Development Project - Phase 1 111-15 Existing Survey Monuments Removal or Destruction: This project will affect the physical integrity of existing survey monuments Washington state law defines removal or destruction as "The physical disturbance or covering of a monument such that the survey point is no longer visible or readily available." (WAC 332-120-020) RCW 58.09.130 requires monuments subject to removal or disturbance be referenced by or under the supervision of a licensed land surveyor and be reset after construction or other disturbing activity. The Washington State Department of Natural Resources (D.N.R.) is authorized to permit the removal or destruction of an existing survey rnonument(s) pursuant to WAC 332-120. It is the responsibility of the Contractor to file a monument removal permit with the D.N.R. per WAC 332-120 The Contactor shall obtain a monument removal permit from the D.N.R. before removing or disturbing existing survey monuments. Payment Payment will be made in accordance with Section 1-04.1 for the following bid item when included in the proposal: "Structure Surveying", lump sum. "Roadway Surveying", lump sum. "Monument Surveying and Reinstallation", lump sum. The lump sum contract prices for "Structure Surveying" and "Roadway Surveying" shall be full pay for all labor, equipment, materials, and supervision utilized to perform the Work specified, including any resurveying, checking, correction of errors, replacement of missing or damaged stakes, and coordination efforts. The lump sum contract price for " Monument Surveying and Reinstallation " shall be full pay for all labor, equipment, materials, and supervision utilized to perform the Work specified, including any resurveying, checking, correction of errors, and coordination efforts. 1-05.5 As -Built Drawings Section 1-05.5 is supplemented with the following: As -built drawings are required to be maintained 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 Waterfront Development Project - Phase 1 111-16 construction deviations, modifications or changes from those drawings which were incorporated in the work; all additional work not appearing on the contract drawings; all design submittals, including 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 using 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 Contracting Agency 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 drawings shall show at least the following: a. 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 include an accurate description, dimensions, and at least 2 ties to permanent features for all utilities encountered. b. 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 2 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. 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. 1-05.7 Removal of Defective and Unauthorized Work (October 1, 2005 APWA GSP) Supplement this section with the following: If the Contractor fails to remedy defective or unauthorized work within the time specified in a written notice from the Engineer, or fails to perform any part of the work required by the Contract Documents, the Engineer may correct and remedy such work as may be identified in the written notice, with Contracting Agency forces or by such other means as the Contracting Agency may deem necessary. If the Contractor fails to comply with a written order to remedy what the Engineer determines to be an emergency situation, the Engineer may have the defective and/or unauthorized work corrected immediately, have the rejected work removed and replaced, or have work the Contractor refuses to perform completed by using Conti -acting Agency or other forces. An emergency situation is any situation when, in the opinion of the Engineer, a Waterfront Development Project - Phase 1 111-17 delay in its remedy could be potentially unsafe, or might cause serious risk of loss or damage to the public. Direct or indirect costs incurred by the Contracting Agency attributable to correcting and remedying defective or unauthorized work, or work the Contractor failed or refused to perform, shall be paid by the Contractor. Payment will be deducted by the Engineer from monies due, or to become due, the Contractor. Such direct and indirect costs shall include in particular, but without limitation, compensation for additional professional services required, and costs for repair and replacement of work of others destroyed or damaged by correction, removal, or replacement of the Contractor's unauthorized work. No adjustment in contract time or compensation will be allowed because of the delay in the performance of the work attributable to the exercise of the Contracting Agency's rights provided by this Section. The rights exercised under the provisions of this section shall not diminish the Contracting Agency's right to pursue any other avenue for additional remedy or damages with respect to the Contractor's failure to perform the work as required. 1-05.10 Guarantees Section 1-05 is supplemented with the following: The Contractor shall guarantee all materials and equipment furnished and work performed for a period of one (1) year from the date of substantial completion. The Contractor shall warrant and guarantee for a period of one (1) year from the date of substantial completion 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 including the repairs of any damage to other parts of the system resulting from such defects. The City 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 City 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. Measurement and Payment All costs associated with this item shall be incidental to the contract prices for the various bid items. Waterfront Development Project - Phase 1 111-18 1-05.11 Final Inspection Delete this section and replace it with the following: 1-05.11 Final Inspections and Operational Testing (October 1, 2005 APWA GSP) 1-05.11(1) Substantial Completion Date When the Contractor considers the work to be substantially complete, the Contractor shall so notify the Engineer and request the Engineer establish the Substantial Completion Date. The Contractor's request shall list the specific items of work that remain to be completed in order to reach physical completion. The Engineer will schedule an inspection of the work with the Contractor to determine the status of completion. The Engineer may also establish the Substantial Completion Date unilaterally. If, after this inspection, the Engineer concurs with the Contractor that the work is substantially complete and ready for its intended use, the Engineer, by written notice to the Contractor, will set the Substantial Completion Date. If, after this inspection the Engineer does not consider the work substantially complete and ready for its intended use, the Engineer will, by written notice, so notify the Contractor giving the reasons therefore. Upon receipt of written notice concurring in or denying substantial completion, whichever is applicable, the Contractor shall pursue vigorously, diligently and without unauthorized interruption, the work necessary to reach Substantial and Physical Completion. The Contractor shall provide the Engineer with a revised schedule indicating when the Contractor expects to reach substantial and physical completion of the work. The above process shall be repeated until the Engineer establishes the Substantial Completion Date and the Contractor considers the work physically complete and ready for final inspection. 1-05.11(2) Final Inspection and Physical Completion Date When the Contractor considers the work physically complete and ready for final inspection, the Contractor by written notice, shall request the Engineer to schedule a final inspection. The Engineer will set a date for final inspection. The Engineer and the Contractor will then make a final inspection and the Engineer will notify the Contractor in writing of all particulars in which the final inspection reveals the work incomplete or unacceptable. The Contractor shall immediately take such corrective measures as are necessary to remedy the listed deficiencies. Corrective work shall be pursued vigorously, diligently, and without interruption until physical completion of the listed deficiencies. This process will continue until the Engineer is satisfied the listed deficiencies have been corrected. If action to correct the listed deficiencies is not initiated within 7 days after receipt of the written notice listing the deficiencies, the Engineer may, upon written notice to the Contractor, take whatever steps are necessary to correct those deficiencies pursuant to Section 1-05.7. The Contractor will not be allowed an extension of contract time because of Waterfront Development Project - Phase 1 111-19 a delay in the performance of the work attributable to the exercise of the Engineer's right hereunder. Upon correction of all deficiencies, the Engineer will notify the Contractor and the Contracting Agency, in writing, of the date upon which the work was considered physically complete. That date shall constitute the Physical Completion Date of the contract, but shall not imply acceptance of the work or that all the obligations of the Contractor under the contract have been fulfilled. 1-05.11(3) Operational Testing It is the intent of the Contracting Agency to have at the Physical Completion Date a complete and operable system. Therefore when the work involves the installation of machinery or other mechanical equipment; street lighting, electrical distribution or signal systems; irrigation systems; buildings; or other similar work it may be desirable for the Engineer to have the Contractor operate and test the work for a period of time after final inspection but prior to the physical completion date. Whenever items of work are listed in the Contract Provisions for operational testing they shall be fully tested under operating conditions for the time period specified to ensure their acceptability prior to the Physical Completion Date. During and following the test period, the Contractor shall correct any items of workmanship, materials, or equipment which prove faulty, or that are not in first class operating condition. Equipment, electrical controls, meters, or other devices and equipment to be tested during this period shall be tested under the observation of the Engineer, so that the Engineer may determine their suitability for the purpose for which they were installed. The Physical Completion Date cannot be established until testing and corrections have been completed to the satisfaction of the Engineer. The costs for power, gas, labor, material, supplies, and everything else needed to successfully complete operational testing, shall be included in the unit contract prices related to the system being tested, unless specifically set forth otherwise in the proposal. Operational and test periods, when required by the Engineer, shall not affect a manufacturer's guaranties or warranties furnished under the terms of the contract. 1-05.13 Superintendents, Labor and Equipment of Contractor (March 25, 2009 APWA GSP) Revise the seventh paragraph to read: Whenever the Contracting Agency evaluates the Contractor's qualifications pursuant to Section 1-02.14, it will take these performance reports into account. 1-05.15 Method of Serving Notices (March 25, 2009 APWA GSP) Revise the second paragraph to read: All correspondence from the Contractor shall be directed to the Project Engineer. All correspondence from the Contractor constituting any notification, notice of protest, notice of Waterfront Development Project - Phase 1 111-20 dispute, or other correspondence constituting notification required to be furnished under the Contract, must be in paper format, hand delivered or sent via mail delivery service to the Project Engineer's office. Electronic copies such as e-mails or electronically delivered copies of correspondence will not constitute such notice and will not comply with the requirements of the Contract. Add the following new section: 1-05.16 Water and Power (October 1, 2005 APWA GSP) The Contractor shall make necessary arrangements, and shall bear the costs for power and water necessary for the performance of the work, unless the contract includes power and water as a pay item. Add the following new section: 1-05.17 Oral Agreements (October 1, 2005 A WPA GSP) No oral agreement or conversation with any officer, agent, or employee of the Contracting Agency, either before or after execution of the contract, shall affect or modify any of the terms or obligations contained in any of the documents comprising the contract. Such oral agreement or conversation shall be considered as unofficial information and in no way binding upon the Contracting Agency, unless subsequently put in writing and signed by the Contracting Agency. 1-06 CONTROL OF MATERIAL Section 1-06 is supplemented with the following: 1-06.6 Mock -Up - New Section When directed by this section, the Contractor shall construct mock-ups for various materials that will be incorporated into the Work. Materials requiring a mock-up shall not be installed or incorporated in the Work until the mock-up has been approved. Contractor shall coordinate with the Engineer to determine mock-up construction requirements and location, unless otherwise specified. As many mock-ups will be constructed as are necessary to produce a sample that meets the approval of the Engineer. Approved mock-ups shall be used as the standard of comparison in determining acceptability of the completed Work. Mock-ups shall not be incorporated into the work and shall be disposed of by the Contractor when directed by the Engineer. Waterfront Development Project - Phase 1 111-21 Materials requiring mock-ups are as follows: to �ria "ect ton Scored Concrete 5-05.3(23) Cable and Glass Railing Systems 6-06 Ramp and Stair LED Railing System w/integral Skateboard Deterrents 6-06 Aluminum Railing 6-06 Skateboard Deterrents 8-28 Precast Concrete Panels 6-02.3(28) Glass and Bronze Trail Markers 8-27 Glass Port Holes 8-27 Tactile Warning Pavers 8-14 GCMU 8-05 Materials Requiring Mock-ups No separate pay item shall be made for the construction of and materials included in mock-ups. Costs involved in constructing mock-ups shall be included in the unit Bid items for the materials requiring mock-ups. 1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC 1-07.1 Laws to be Observed (October 1, 2005 APWA GSP) Section 1-07.1 is supplemented with the following: In cases of conflict between different safety regulations, the more stringent regulation shall apply. The Washington State Department of Labor and Industries shall be the sole and paramount administrative agency responsible for the administration of the provisions of the Washington Industrial Safety and Health Act of 1973 (WISHA). The Contractor shall maintain at the project site office, or other well known place at the project site, all articles necessary for providing first aid to the injured. The Contractor shall establish, publish, and make known to all employees, procedures for ensuring immediate removal to a hospital, or doctor's care, persons, including employees, who may have been injured on the project site. Employees should not be permitted to work on the project site before the Contractor has established and made known procedures for removal of injured persons to a hospital or a doctor's care. The Contractor shall have sole responsibility for the safety, efficiency, and adequacy of the Contractor's plant, appliances, and methods, and for any damage or injury resulting from their failure, or improper maintenance, use, or operation. The Contractor shall be solely and completely responsible for the conditions of the project site, including safety for all persons Waterfront Development Project- Phase 1 111-22 and property in the performance of the work. This requirement shall apply continuously, and not be limited to normal working hours. The required or implied duty of the Engineer to conduct construction review of the Contractor's performance does not, and shall not, be intended to include review and adequacy of the Contractor's safety measures in, on, or near the project site. Section 1-07.1 is supplemented with the following: 1-07.1(3) Confined Space (April 3, 2006) Confined spaces are known to exist at the following locations: Sewer manholes Storm drain manholes The Contractor shall be fully responsible for the safety and health of all on-site workers and compliant with Washington Administrative Code (WAC 296-809). The Contractor shall prepare and implement a confined space program for each of the confined spaces identified above. The Contractors Confined Space program shall be sent to the contracting agency at least 30 days prior to the Contractor beginning work in or adjacent to the confined space. No work shall be performed in or adjacent to the confined space until the plan is submitted to the Engineer as required. The Contractor shall communicate with the Project Engineer to ensure a coordinated effort for providing and maintaining a safe worksite for both the Contracting Agency's and Contractor's workers when working in or near a confined space. All costs to prepare and implement the confined space program shall be included in the bid prices for the various items associated with the confined space work. 1-07.2 State Sales Tax Delete this section, including its sub -sections, in its entirety and replace it with the following: (June 27, 2011 APWA GSP) The Washington State Department of Revenue has issued special rules on the State sales tax found at WAC 458-20-170 and WAC 458-20-171. The Contractor should contact the Washington State Department of Revenue for answers to questions in this area. The Contractor shall include all Contractor -paid taxes in the unit Bid prices or other Contract amounts. The Contracting Agency will not adjust its payment if the Contractor bases a bid on a misunderstood tax liability. Waterfront Development Project - Phase 1 111-23 1-07.2(1) Services The Contractor shall not collect retail sales tax from the Contracting Agency on any contract wholly for professional or other services (as defined in Washington State Department of Revenue Rules 138 and 244). 1-07.5 Environmental Regulations Section 1-07.5 is supplemented with the following: Environmental Commitments (September 20, 2010) The following Provisions summarize the requirements, in addition to those required elsewhere in the Contract, imposed upon the Contracting Agency by the various documents referenced in the Special Provision PERMITS AND LICENSES. Throughout the work, the Contractor shall comply with the following requirements: (August 3, 2009) The Contractor shall notify the Engineer a minimum of 2 calendar days prior to commencing any work in environmentally sensitive areas, mitigation areas, and wetland buffers. Installation of construction fencing is excluded from this notice requirement. At the time of notification, the Contractor shall submit a work plan for review and approval detailing how the work will be performed. Plan detail must be sufficient to verify that work is in conformance with all contract provisions. (August 3, 2009) The Contractor shall dispose of all creosoted timber, creosote piling and associated debris as shown in the Plans in accordance with current federal, state, and local regulations and provisions, and following Best Management Practices. Disposal shall be made in a landfill which meets the liner and leachate standards of the Minimum Functional Standards, Chapter 173-304 WAC. The Contractor shall provide receipts from the disposal facility to the Project Engineer. If the material is transported to a transfer station, the Contractor shall obtain documentation indicating that final disposal will comply with the standards referenced above. Payment (August 3, 2009) All costs to comply with this special provision for the environmental commitments and requirements are incidental to the contract and are the responsibility of the Contractor. The Contractor shall include all related costs in the associated bid prices of the contract. 1-07.6 Permits and Licenses Section 1-07.6 is supplemented with the following All requirements of any permits included in this Project Manual shall be adhered to by the Contractor. All costs related to adhering to these permit(s) shall be included in the overall Waterfront Development Project - Phase 1 111-24 cost of the contract. The Contractor shall obtain or submit the following: None Required 1-07.9 Wages Section 1-07.9(1) is supplemented with the following: Electrical and communication infrastructure within Phase I of the project is subject to Federal Funding. The Contractor shall adhere to the requirements of the following rules and regulations as applicable for these work items: Davis -Bacon Act, as amended (40 U.S.C. 276a to a-7) Copeland "Anti -Kickback Act (18 U.S.C. 874 and 40 U.S.C. 276c) Contract Work Hours and Safety Standards Act (40 U.S.C. 327-333) The Washington State Prevailing Wage Rates for Public Works Contracts, Clallam County, incorporated in this Contract have been established by the Department of Labor & Industries. The Washington State Prevailing Wage Rates for Public Works Contracts - Journey Level and Apprentices, Clallam County, effect on the bid due date, shall apply to this contract. To access applicable prevailing rate of wage by trade, use the following Department of Labor and Industries website link: http://www.Ini.wa.gov/TradesLicensing/PrevWage/WageRates/default.asp A copy of the applicable prevailing wage rates is available for viewing at 321 East Fifth Street, Port Angeles, WA, 98362 1-07.11 Requirements For Nondiscrimination Section 1-07.11 is supplemented with the following: (January 3, 2011) Requirement For Affirmative Action to Ensure Equal Employment Opportunity (Executive Order 11246) The Contractor's attention is called to the Equal Opportunity Clause and the Standard Federal Equal Employment Opportunity Construction Contract Specifications set forth herein. 2. The goals and timetables for minority and female participation set by the Office of Federal Contract Compliance Programs, expressed in percentage terms for the Contractor's aggregate work force in each construction craft and in each trade on all construction work in the covered area, are as follows: Timetable Goal Until further notice 6.9% d Waterfront Development Project - Phase 1 111-25 Minorities - by Standard Metropolitan Statistical Area (SMSA) Spokane, WA: SMSA Counties: 2.8% Spokane, WA WA Spokane. Non -SMSA Counties: 3 % WA Adams; WA Asotin; WA Columbia; WA Ferry; WA Garfield; WA Lincoln, WA Pend Oreille; WA Stevens; WA Whitman. Richland, WA: SMSA Counties: 5.4% Richland Kennewick, WA WA Benton; WA Franklin. Non -SMSA Counties 3.6% WA Walla Walla. Yakima, WA: SMSA Counties: 9.7% Yakima, WA WA Yakima. Non -SMSA Counties 7.2% WA Chelan; WA Douglas; WA Grant; WA Kittitas; WA Okanogan. Seattle, WA: SMSA Counties: Seattle Everett, WA 7.2% WA King; WA Snohomish. Tacoma, WA 6.2% WA Pierce. Non -SMSA Counties 6.1 % WA Clallam; WA Grays Harbor; WA Island; WA Jefferson; WA Kitsap; WA Lewis; WA Mason; WA Pacific; WA San Juan; WA Skagit; WA Thurston; WA Whatcom. Portland, OR: SMSA Counties: 4.5% Portland, OR -WA WA Clark. Non -SMSA Counties 3.8% WA Cowlitz; WA Klickitat; WA Skamania; WA Wahkiakum These goals are applicable to each nonexempt Contractor's total on-site construction workforce, regardless of whether or not part of that workforce is performing work on a Federal, or federally assisted project, contract, or subcontract until further notice. Waterfront Development Project - Phase 1 111-26 Compliance with these goals and time tables is enforced by the Office of Federal Contract compliance Programs. The Contractor's compliance with the Executive Order and the regulations in 41 CFR Part 60-4 shall be based on its implementation of the Equal Opportunity Clause, specific affirmative action obligations required by the specifications set forth in 41 CFR 60- 4.3(a), and its efforts to meet the goals. The hours of minority and female employment and training must be substantially uniform throughout the length of the contract, in each construction craft and in each trade, and the Contractor shall make a good faith effort to employ minorities and women evenly on each of its projects. The transfer of minority or female employees or trainees from Contractor to Contractor or from project to project for the sole purpose of meeting the Contractor's goal shall be a violation of the contract, the Executive Order and the regulations in 41 CFR Part 60-4. Compliance with the goals will be measured against the total work hours performed. The Contractor shall provide written notification to the Office of Federal Contract Compliance Programs (OFCCP) within 10 working days of award of any construction subcontract in excess of $10,000 or more that are Federally funded, at any tier for construction work under the contract resulting from this solicitation. The notification shall list the name, address and telephone number of the Subcontractor; employer identification number of the Subcontractor; estimated dollar amount of the subcontract; estimated starting and completion dates of the subcontract; and the geographical area in which the contract is to be performed. The notification shall be sent to: District Director U.S. Department of Labor Office of Federal Contract Compliance Programs Seattle District Office I I I I Third Avenue, Suite 745 Seattle, WA 98101-3212 1 Additional information may be found at the U.S. Department of Labor website: http://www.dol.gov/ofccp/TAguides/ctaguide.htm 4. As used in this Notice, and in the contract resulting from this solicitation, the Covered Area is as designated herein. Standard Federal Equal Employment Opportunity Construction Contract Specifications (Executive Order 11246) 5. As used in these specifications: a. Covered Area means the geographical area described in the solicitation from which this contract resulted; b. Director means Director, Office of Federal Contract Compliance Programs, United States Department of Labor, or any person to whom the Director delegates authority; Waterfront Development Project - Phase 1 111-27 c. Employer Identification Number means the Federal Social Security number used on the Employer's Quarterly Federal Tax Return, U. S. Treasury Department Form 941; d. Minority includes: (1) Black, a person having origins in any of the Black Racial Groups of Africa. (2) Hispanic, a fluent Spanish speaking, Spanish surnamed person of Mexican, Puerto Rican, Cuban, Central American, South American, or other Spanish origin. (3) Asian or Pacific Islander, a person having origins in any of the original peoples of the Pacific rim or the Pacific Islands, the Hawaiian Islands and Samoa. (4) American Indian or Alaskan Native, a person having origins in any of the original peoples of North America, and who maintain cultural identification through tribal affiliation or community recognition. 6. Whenever the Contractor, or any Subcontractor at any tier, subcontracts a portion of the work involving any construction trade, it shall physically include in each subcontract in excess of $ 10,000 the provisions of these specifications and the Notice which contains the applicable goals for minority and female participation and which is set forth in the solicitations from which this contract resulted. 7. If the Contractor is participating (pursuant to 41 CFR 60-4.5) in a Hometown Plan approved by the U.S. Department of Labor in the covered area either individually or through an association, its affirmative action obligations on all work in the Plan area (including goals and timetables) shall be in accordance with that Plan for those trades which have unions participating in the Plan. Contractors must be able to demonstrate their participation in and compliance with the provisions of any such Hometown Plan. Each Contractor or Subcontractor participating in an approved Plan is individually required to comply with its obligations under the EEO clause, and to make a good faith effort to achieve each goal under the Plan in each trade in which it has employees. The overall good faith performance by other Contractors or Subcontractors toward a goal in an approved Plan does not excuse any covered Contractor's or Subcontractor's failure to take good faith effort to achieve the Plan goals and timetables. 8. The Contractor shall implement the specific affirmative action standards provided in paragraphs 7a through 7p of this Special Provision. The goals set forth in the solicitation from which this contract resulted are expressed as percentages of the total hours of employment and training of minority and female utilization the Contractor should reasonably be able to achieve in each construction trade in which it has employees in the covered area. Covered construction contractors performing construction work in geographical areas where they do not have a Federal or federally assisted construction contract shall apply the minority and female goals established for the geographical area where the work is being performed. The Contractor is expected to make substantially uniform progress in meeting its goals in each craft during the period specified. Waterfront Development Project - Phase 1 111-28 9. Neither the provisions of any collective bargaining agreement, nor the failure by a union with whom the Contractor has a collective bargaining agreement, to refer either minorities or women shall excuse the Contractor's obligations under these specifications, Executive Order 11246, or the regulations promulgated pursuant thereto. 10. In order for the nonworking training hours of apprentices and trainees to be counted in meeting the goals, such apprentices and trainees must be employed by the Contractor during the training period, and the Contractor must have made a commitment to employ the apprentices and trainees at the completion of their training, subject to the availability of employment opportunities. Trainees must be trained pursuant to training programs approved by the U.S. Department of Labor. 11. The Contractor shall take specific affirmative actions to ensure equal employment opportunity. The evaluation of the Contractor's compliance with these specifications shall be based upon its effort to achieve maximum results from its action. The Contractor shall document these efforts fully, and shall implement affirmative action steps at least as extensive as the following: a. Ensure and maintain a working environment free of harassment, intimidation, and coercion at all sites, and in all facilities at which the Contractor's employees are assigned to work. The Contractor, where possible, will assign two or more women to each construction project. The Contractor shall specifically ensure that all foremen, superintendents, and other on-site supervisory personnel are aware of and carry out the Contractor's obligation to maintain such a working environment, with specific attention to minority or female individuals working at such sites or in such facilities. b. Establish and maintain a current list of minority and female recruitment sources, provide written notification to minority and female recruitment sources and to community organizations when the Contractor or its unions have employment opportunities available, and maintain a record of the organizations' responses. c. Maintain a current file of the names, addresses and telephone numbers of each minority and female off -the -street applicant and minority or female referral from a union, a recruitment source or community organization and of what action was taken with respect to each such individual. If such individual was sent to the union hiring hall for referral and was not referred back to the Contractor by the union or, if referred, not employed by the Contractor, this shall be documented in the file with the reason therefore, along with whatever additional actions the Contractor may have taken. d. Provide immediate written notification to the Director when the union or unions with which the Contractor has a collective bargaining agreement has not referred to the Contractor a minority person or woman sent by the Contractor, or when the Contractor has other information that the union referral process has impeded the Contractor's efforts to meet its obligations. e. Develop on-the-job training opportunity and/or participate in training programs for the area which expressly include minorities and women, including upgrading Waterfront Development Project - Phase 1 111-29 programs and apprenticeship and trainee programs relevant to the Contractor's employment needs, especially those programs funded or approved by the U.S. Department of Labor. The Contractor shall provide notice of these programs to the sources compiled under (b) above. Disseminate the Contractor's EEO policy by providing notice of the policy to unions and training programs and requesting their cooperation in assisting the Contractor in meeting its EEO obligations; by including it in any policy manual and collective bargaining agreement; by publicizing it in the company newspaper, annual report, etc.; by specific review of the policy with all management personnel and with all minority and female employees at least once a year; and by posting the company EEO policy on bulletin boards accessible to all employees at each location where construction work is performed. Review, at least annually, the company's EEO policy and affirmative action obligations under these specifications with all employees having any responsibility for hiring, assignment, layoff, termination or other employment decisions including specific review of these items with on-site supervisory personnel such as Superintendents, General Foremen, etc., prior to the initiation of construction work at any job site. A written record shall be made and maintained identifying the time and place of these meetings, persons attending, subject matter discussed, and disposition of the subject matter. h. Disseminate the Contractor's EEO policy externally by including it in any advertising in the news media, specifically including minority and female news media, and providing written notification to and discussing the Contractor's EEO policy with other Contractors and Subcontractors with whom the Contractor does or anticipates doing business. i. Direct its recruitment efforts, both oral and written to minority, female and community organizations, to schools with minority and female students and to minority and female recruitment and training organizations serving the Contractor's recruitment area and employment needs. Not later than one month prior to the date for the acceptance of applications for apprenticeship or other training by any recruitment source, the Contractor shall send written notification to organizations such as the above, describing the openings, screening procedures, and tests to be used in the selection process. j. Encourage present minority and female employees to recruit other minority persons and women and where reasonable, provide after school, summer and vacation employment to minority and female youth both on the site and in other areas of a Contractor's work force. k. Validate all tests and other selection requirements where there is an obligation to do so under 41 CFR Part 60-3. Waterfront Development Project - Phase 1 111-30 1. Conduct, at least annually, an inventory and evaluation of all minority and female personnel for promotional opportunities and encourage these employees to seek or to prepare for, through appropriate training, etc., such opportunities. m. Ensure that seniority practices, job classifications, work assignments and other personnel practices, do not have a discriminatory effect by continually monitoring all personnel and employment related activities to ensure that the EEO policy and the Contractor's obligations under these specifications are being carried out. n. Ensure that all facilities and company activities are non -segregated except that separate or single -user toilet and necessary changing facilities shall be provided to assure privacy between the sexes. o. Document and maintain a record of all solicitations of offers for subcontracts from minority and female construction contractors and suppliers, including circulation of solicitations to minority and female contractor associations and other business associations. p. Conduct a review, at least annually, of all supervisors' adherence to and performance under the Contractor's EEO policies and affirmative action obligations. 12. Contractors are encouraged to participate in voluntary associations which assist in fulfilling one or more of their affirmative action obligations (7a through 7p). The efforts of a contractor association, joint contractor -union, contractor -community, or other similar group of which the Contractor is a member and participant, may be asserted as fulfilling any one or more of the obligations under 7a through 7p of this Special Provision provided that the Contractor actively participates in the group, makes every effort to assure that the group has a positive impact on the employment of minorities and women in the industry, ensure that the concrete benefits of the program are reflected in the Contractor's minority and female work -force participation, makes a good faith effort to meet its individual goals and timetables, and can provide access to documentation which demonstrate the effectiveness of actions taken on behalf of the Contractor. The obligation to comply, however, is the Contractor's and failure of such a group to fulfill an obligation shall not be a defense for the Contractor's noncompliance. 13. A single goal for minorities and a separate single goal for women have been established. The Contractor, however, is required to provide equal employment opportunity and to take affirmative action for all minority groups, both male and female, and all women, both minority and non -minority. Consequently, the Contractor may be in violation of the Executive Order if a particular group is employed in substantially disparate manner (for example, even though the Contractor has achieved its goals for women generally, the Contractor may be in violation of the Executive Order if a specific minority group of women is underutilized). 14. The Contractor shall not use the goals and timetables or affirmative action standards to discriminate against any person because of race, color, religion, sex, or national origin. Waterfront Development Project - Phase 1 111-31 15. The Contractor shall not enter into any subcontract with any person or firm debarred from Government contracts pursuant to Executive Order 11246. 16. The Contractor shall carry out such sanctions and penalties for violation of these specifications and of the Equal Opportunity Clause, including suspensions, terminations and cancellations of existing subcontracts as may be imposed or ordered pursuant to Executive Order 11246, as amended, and its implementing regulations by the Office of Federal Contract Compliance Programs. Any Contractor who fails to carry out such sanctions and penalties shall be in violation of these specifications and Executive Order 11246, as amended. 17. The Contractor, in fulfilling its obligations under these specifications, shall implement specific affirmative action steps, at least as extensive as those standards prescribed in paragraph 7 of this Special Provision, so as to achieve maximum results from its efforts to ensure equal employment opportunity. If the Contractor fails to comply with the requirements of the Executive Order, the implementing regulations, or these specifications, the Director shall proceed in accordance with 41 CFR 60-4.8. 18. The Contractor shall designate a responsible official to monitor all employment related activity to ensure that the company EEO policy is being carried out, to submit reports relating to the provisions hereof as may be required by the government and to keep records. Records shall at least include, for each employee, their name, address, telephone numbers, construction trade, union affiliation if any, employee identification number when assigned, social security number, race, sex, status (e.g., mechanic, apprentice, trainee, helper, or laborer), dates of changes in status, hours worked per week in the indicated trade, rate of pay, and locations at which the work was performed. Records shall be maintained in an easily understandable and retrievable form; however, to the degree that existing records satisfy this requirement, the Contractors will not be required to maintain separate records. 19. Nothing herein provided shall be construed as a limitation upon the application of other laws which establish different standards of compliance or upon the application of requirements for the hiring of local or other area residents (e.g., those under the Public Works Employment Act of 1977 and the Community Development Block Grant Program). 20. Additional assistance for Federal Construction Contractors on contracts administered by Washington State Department of Transportation or by Local Agencies may be found at: Washington State Dept. of Transportation Office of Equal Opportunity PO Box 47314 310 Maple Park Ave. SE Olympia WA 98504-7314 Ph: 360-705-7090 Fax: 360-705-6801 Waterfront Development Project - Phase 1 111-32 (July 11, 2011) Disadvantaged Business Enterprise Condition of Award Participation The Disadvantaged Business Enterprise (DBE) requirements of 49 CFR Part 26 applies to this Contract. Demonstrating goal achievement as described in these specifications is a Condition of Award (COA) of this Contract. Failure to comply with the requirements of this specification will result in your bid being found to be nonresponsive and will be rejected. DBE Condition of Award (COA) Goal The Contracting Agency has established a Condition of Award Contract goal in the amount of: 0% . DBE Eligibility/Selection of DBEs A Directory of Certified DBE Firms denoting the Work the DBE Contractors are certified to perform is available at: www.omwbe.wa.gov/certification/index.shtml. The directory provides a plain language of Description of Work that the listed DBE's have been certified by the Office of Minority and Women's Business Enterprises (OMWBE) to perform. The Bidder shall use the Directory of Certified DBE Firms to determine if a DBE is certified to perform Work as described on the Disadvantaged Business Enterprise Utilization Certification form # 272-056 EF (see form instructions) and therefore qualifies for credit towards the COA goal. Crediting DBE Participation Joint Venture When a DBE performs as a participant in a joint venture, only that portion of the total dollar value of the Contract equal to the distinct, clearly defined portion of the Work that the DBE performs with its own forces shall be credited. DBE Prime Contractor A DBE prime Contractor may only take credit for that portion of the total dollar value of the Contract equal to the distinct, clearly defined portion of the Work that the DBE Prime performs with its own forces. DBE Subcontractor When a DBE firm participates as a Subcontractor only that portion of the total dollar value of the Contract equal to the distinct, clearly defined portion of the Work that the DBE performs with its own forces shall be credited. Include the cost of supplies and materials obtained by the DBE for the Work in the Contract including supplies purchased or equipment leased by the DBE. However, you may not take credit for supplies, materials, and equipment the DBE Subcontractor purchases or leases from the prime Contractor or its affiliate. In addition, Work performed by a DBE, utilizing resources of the prime Contractor or its affiliates shall not be credited. In very rare situations, a DBE firm may utilize equipment and/or personnel from a non -DBE firm other than the prime Contractor or its affiliates. Should this situation arise the I arrangement must be short term and have prior written approval from the Contracting Agency. Waterfront Development Project - Phase 1 111-33 ® Count the entire value of fees or commissions charged by a DBE firm for providing a bona fide service, such as professional, technical, consultant, managerial services, or for providing bonds or insurance. • When a DBE subcontracts to another firm, the value of the subcontracted Work may be counted as participation only if the DBE's lower tier Subcontractor is also a DBE. Work that a DBE subcontracts to a non -DBE firm does not count toward DBE goals. • When non -DBE Subcontractor further subcontracts to a lower -tier Subcontractor or supplier who is a certified DBE, then that portion of the Work further subcontracted may be credited as DBE participation, so long as it is a distinct clearly defined portion of the Work that the DBE is certified to perform and performing with its own forces. Trucking Use the following factors in determining whether a DBE trucking company is performing a commercially useful function: 1. The DBE must be responsible for the management and supervision of the entire trucking operation for which credit is being claimed. The DBE must itself own and, with its own workforce, operate at least one fully licensed, insured, and operational truck used on the Contract. The DBE receives credit only for the value of the transportation services it provides on the Contract using trucks it owns or leases, licenses, insures, and operates with drivers it employs. For purposes of this requirement #3 a lease must indicate that the DBE has exclusive use of and control over the truck. This does not preclude the leased truck from working for others provided it is with the consent of the DBE and the lease provides the DBE first priority for use of the leased truck. Leased trucks must display the name and identification number of the DBE. 4. The DBE may lease trucks from another DBE firm including an owner -operator provided they are certified as a DBE for trucking. The DBE who leases trucks from another DBE may claim participation for the total value of the transportation services the lessee DBE provides on the Contract. 5. The DBE may also lease trucks from a non -DBE firm and may enter into an agreement with an owner -operator who is a non -DBE. Provided the DBE shall only receive credit for the number of additional non -DBE trucks equal or less than the number of DBE trucks the firms owns or has leased/subcontracted through another DBE trucking company. 6. In any lease or owner -operator situation, as described in requirement #4 and #5 above, the following rules shall apply: a. A written lease/rental agreement is required for all trucks leased or rented; documenting the ownership and the terms of the agreement. The agreements must be submitted and approved by the Contracting Agency prior to the beginning of the Waterfront Development Project - Phase 1 111-34 Work. The agreement must show the leaser's name, truck description and agreed upon amount and method of payment (hour, ton, or per load). All lease agreements shall be for a long-term relationship, rather than for the individual project. (This requirement does not apply to owner -operator arrangements.) b. Only the vehicle, (not the operator) may be leased or rented. (This requirement does not apply to owner -operator arrangements.) 7. Credit may only be claimed for DBE trucking firms operating under a subcontract or a written agreement approved by the Contracting Agency prior to performing Work. Expenditures paid to other DBEs Expenditures paid to other DBEs for materials or supplies may be counted toward DBE goals as provided in the following: Manufacturer You may claim DBE credit for 100 percent of value of the materials or supplies obtained from a DBE manufacturer. A manufacturer is defined as a firm that operates or maintains a factory or establishment that produces, on the premises, the materials, supplies, articles, or equipment required under the Contract. In order to receive credit as a DBE manufacturer, the firm must have received an "on-site" review and been approved by WSDOT-OEO to operate as a DBE Manufacturing firm prior to Bid opening on any USDOT federally- assisted Contract. Use of a DBE manufacturer that has not received an on-site review and approval by WSDOT-OEO prior to Bid opening will result in the Bid being declared non-responsive. To schedule a review, the manufacturing firm must submit a written request to WSDOT/OEO and may not receive credit towards DBE participation until the completion of the review. Once the Office of Equal Opportunity has received the request, an onsite will be set up with the firm and a review will be conducted to determine the requesting firm's qualifications. If it is determined that the firm qualifies as a "Manufacturer" the Office of Equal Opportunity will list the firm on an Approved Manufacturers List which will be maintained by the Office of Equal Opportunity. The Office of Equal Opportunity Home website address is: www.wsdot.wa.gov/equalopportunity. Approved firms will be required to be re -approved on an annual basis. Note: Requests to be listed as a Manufacturer will only be processed if the requesting firm is certified by the Office of Minority and Women's Business Enterprises with NAICS codes that fall within the 3 1 XXXX to 3 3XXXX NAICS Manufacturers code sections. Regular Dealer You may claim credit for 60 percent of the value of the materials or supplies purchased from a DBE regular dealer. Rules applicable to regular dealer status are contained in 49 CFR Part 26.55.e.2. To be considered a regular dealer you must meet the following criteria: Waterfront Development Project - Phase 1 111 - 35 I . WSDOT considers and recognizes a Regular Dealer, as a firm that owns, operates, or maintains a store, warehouse, or other establishment in which the materials or supplies required for the performance of the contract and described by the specifications of the contract are bought, kept in stock and regularly sold or leased to the public in the usual course of business. 2. Materials or supplies purchased from a Regular Dealer count as 60% of the cost for DBE participation purposes. The firm wishing to be listed as a Regular Dealer for WSDOT contracted projects or Highways & Local Program administered projects must submit to the WSDOT Office of Equal Opportunity (No later than Seven days prior to bid opening) a request in writing to be recognized by WSDOT as a Regular Dealer. Once the Office of Equal Opportunity has received the request, an onsite will be set up with the firm and a review will be conducted to determine the requesting firm's qualifications. If it is determined that the firm qualifies as a "Regular Dealer" the Office of Equal Opportunity will list the firm on an Approved Regular Dealers List which will be maintained by the Office of Equal Opportunity. The Office of Equal Opportunity Home website is at: www.wsdot.wa.gov/equalopportunity.. Approved firms will be required to be re -approved on an annual basis. Note: Requests to be listed as a Regular Dealer will only be processed if the requesting firm is certified by the Office of Minority and Women's Business Enterprises with NAICS codes that fall within the 42XXXX NAICS Wholesale code section. The Office of Equal Opportunity will maintain an active Approved Manufacturers and Approved Regular Dealers lists on their website but will provide a link to be posted on Ad & Award's webpage. Materials or Supplies Purchased from a DBE With regard to materials or supplies purchased from a DBE who is neither a manufacturer nor a regular dealer you may claim credit for the following: Fees or commissions charged for assistance in the procurement of the materials and supplies 2. Fees or transportation charges for the delivery of materials or supplies. In either case you may not take credit for any part of the cost of the materials and supplies. Commercially Useful Function (CUF) The prime contractor has a responsibility and must treat the working relationship with the DBE such that the DBE is performing a commercially useful function. The contractor may only take credit when the associated DBE is performing a commercially useful function. A DBE performs a commercially useful function when it is responsible for execution of the Work and is carrying out its responsibilities by performing, managing and supervising the Waterfront Development Project - Phase 1 111-36 Work involved. The DBE must also be responsible with respect to materials and supplies used on the Contract for example; negotiating price, determining quality, determining quantities, ordering, installing (if applicable) and paying for the material. A DBE does not perform a commercially useful function if its role is limited to that of an extra participant in a transaction, Contract, or project through which funds are passed. Use of two party checks must be approved by the contracting agency in advance of their use. Disadvantaged Business Enterprise Utilization Certification FORM # 272-056 EF To be eligible for award of the Contract, the Bidder shall properly complete and submit a Disadvantaged Business Enterprise Utilization Certification with the Bidder's sealed Bid Proposal, as specified Section 1-02.9 Delivery of Proposal, that demonstrates how the Bidder intends to meet the DBE COA goal. A Disadvantaged Business Enterprise Utilization Certification (form # 272-056 EF) is included in your Proposal package for this purpose as well as instructions on how to properly fill out the form. In the event of arithmetic errors in completing the Disadvantaged Business Enterprise Utilization Certification the amount listed to be applied towards the goal for each DBE shall govern and the DBE total amount shall be adjusted accordingly. Note: the Contracting Agency shall consider as non-responsive and shall reject any Bid Proposal submitted that does not contain a completed and accurate Disadvantaged Business Enterprise Utilization Certification. Disadvantaged Business Enterprise (DBE) Written Confirmation Document(s) FORM # 422-031 EF The Bidder shall submit a complete and accurate Disadvantaged Business Enterprise (DBE) Written Confirmation Document for each DBE firm listed in the Bidder's completed Disadvantaged Business Enterprise Utilization Certification. Alternate forms that provide all the same information will also serve this purpose. A Disadvantaged Business Enterprise (DBE) Written Confirmation Document (form # 422- 031 EF) is included in your Proposal package for this purpose. When provided for in the contract; the form(s) shall be received as specified in Section I- 02.9 Delivery of Proposal. Forms that are submitted as a supplement to the Bidder's sealed Bid shall meet the requirements as specified in Section 1-02.9 Delivery of Proposal. Refer to Section 1-02.9 Delivery of Proposal for information related to submitting supplemental documents. Note the Contracting Agency shall consider as non-responsive and shall reject any Bid Proposal (including supplements, if any), submitted that does not contain a completed and accurate Disadvantaged Business Enterprise (DBE) Written Confirmation Document (form # 422-031 EF) for each and every DBE listed on the Bidder's completed DBE Utilization Certification for which you are claiming participation. Waterfront Development Project - Phase 1 111-37 Selection of Successful Bidder/Good Faith Efforts (GFE) The successful Bidder shall be selected on the basis of having submitted the lowest responsive Bid, which demonstrates good faith effort to achieve the DBE COA goal in one of the two manners as follows: Note: The Contracting Agency shall consider as non-responsive and shall reject any Bid Proposal submitted that does not contain one of the following: Bidder demonstrates GFE by meeting the goal The best indication of good faith efforts is to document, through submission of the Disadvantaged Business Enterprise Utilization Certification and supporting Disadvantaged Business Enterprise Written Confirmation Document(s) that the Bidder has obtained enough DBE participation to meet or exceed the assigned DBE COA goal. That being the case no additional GFE documentation is required. 2. Bidder demonstrates GFE through documentation of their efforts ONLY IN THE EVENT bidder's efforts to solicit sufficient DBE participation have been unsuccessful. In this case, Bidder must supply GFE documentation in addition to the Disadvantaged Business Enterprise Utilization Certification, and supporting Disadvantaged Business Enterprise Written Confirmation document(s). In the case where the bidder does not meet the goal through participation the advertised DBE goal will not be reduced to the Bidder's partial commitment. The Bidder shall make a GFE during the life of the Contract to attain the DBE Condition of Award (COA) Goal as assigned to the project. Good Faith Effort documentation will only be required in the event the DBE goal has not been attained. Good Faith Efforts (GFE) GFE documentation shall be received, as specified in Section 1-02.9 Delivery of Proposal. Based upon all the relevant documentation submitted with the Bid the Contracting Agency shall determine whether the Bidder has made sufficient GFEs to achieve DBE participation. The Contracting Agency will make a fair and reasonable judgment of whether a Bidder that did not meet the goal through participation, made adequate good faith efforts as demonstrated by the GFE documentation. The following is a list of types of actions, which would be considered as part of the Bidder's GFEs to achieve DBE participation. It is not intended to be a mandatory checklist, nor is it intended to be exclusive or exhaustive. Other factors or types of efforts may be relevant in appropriate cases: 1. Attendance by the Bidder at any pre -solicitation or pre -Bid meetings that were scheduled by the Contracting Agency to inform DBEs of Contracting and subcontracting or material supply opportunities available on the project; 2. Contacting local Tribes, Tribal Employment Rights Offices (TERO) concerning the subcontracting or supply opportunities in sufficient time to allow the enterprises to participate effectively; Waterfront Development Project - Phase 1 111-38 3. Selection by the Bidder of specific economically feasible units of the project to be performed by DBEs in order to increase the likelihood of participation by DBEs even if the Bidder preferred to perform these Work items as the prime Contractor; 4. Advertising by the Bidder in general circulation, trade association minority and trade oriented, women focus publications, concerning the subcontracting or supply opportunities; 5. Providing written notice from the Bidder to a reasonable number of specific DBEs, identified from the OMWBE Directory of Certified DBE Firms for the selected subcontracting or material supply Work, in sufficient time to allow the enterprises to participate effectively; 6. Follow-up by the Bidder of initial solicitations of interest by contacting the DBEs to determine with certainty whether they were interested. Documentation of this kind of action shall include the information outlined below: a. The names, addresses, telephone numbers of DBEs who were contacted, the dates of initial contact, and whether initial solicitations of interest were followed-up by contacting the DBEs to determine with certainty whether the DBEs were interested; b. A description of the information provided to the DBEs regarding the plans, specifications, and estimated quantities for portions of the Work to be performed; c. Documentation of each DBE contacted but rejected and the reason(s) for that rejection; 7. Providing, to interested DBEs, adequate information about the plans, specifications, and requirements for the selected subcontracting or material supply Work; Negotiating in good faith with the DBE firms, and not, without justifiable reason, rejecting as unsatisfactory, Bids that are prepared by any DBE. The DBE's standing within its industry, membership in specific groups, organizations, or associations and political or social affiliations - union vs. non-union employee status - are not legitimate causes for the rejection or non -solicitation of bids in the Contractor's efforts to meet the project goal; 9. Advertising and making efforts to obtain DBE participation that were reasonably expected to produce a level of participation sufficient to meet the goal or requirements of the Contracting Agency; 10. Making any other efforts to obtain DBE participation that were reasonably expected to produce a level of participation sufficient to meet the goal or requirements of the Contracting Agency; 11. Using the services of minority community organizations, minority Contractor groups, local, State, and federal minority business assistance offices and other organizations identified by WSDOT and advocates for disadvantaged, minority, and women businesses Waterfront Development Project - Phase 1 111-39 that provide assistance in the recruitment and placement of disadvantaged, minority, and women business enterprises; and 12. Using the WSDOT Office of Equal Opportunity DBE Supportive Services to assist you. For more information please contact the Office of Equal Opportunity by calling toll free at (888) 259-9143 or emailing dbess@wsdot.wa.gov. Administrative Reconsideration Any Bidder has the right to reconsideration only for the purpose of reassessing their Good Faith Effort (GFE) documentation that was determined to be inadequate. 1. The Bidder must request and schedule a reconsideration hearing within seven calendar days of notification of being nonresponsive or forfeit the right to reconsideration. 2. The WSDOT Office of Equal Opportunity decision on reconsideration of the Bidder's GFE documentation shall be made by an official who did not take part in the original determination. 3. The Bidder shall have the opportunity to meet in person with the official for the purpose of setting forth the Bidder's position as to why the GFE documentation demonstrates a reasonable and adequate effort. 4. The official shall provide the Bidder with a written decision on reconsideration within five business days of the hearing explaining the basis for their finding. Procedures between Award and Execution After award of the Contract, the successful Bidder shall provide the additional information described below. Failure to comply shall result in the forfeiture of the Bidder's Proposal bond or deposit. The Contracting Agency will notify the successful Bidder of the award of the Contract in writing and will include a request for a further breakdown of DBE information as follows: 1. Additional information for all successful DBE's as shown on the Disadvantaged Business Enterprise Utilization Certification: a. Correct business name, federal employee identification number (if available), and mailing address. b. List of all Bid items assigned to each successful DBE firm, including unit prices and extensions. c. Description of partial items (if any) to be sublet to each successful DBE firm specifying the distinct elements of Work under each item to be performed by the DBE and including the dollar value of the DBE portion. Note: Total amounts shown for each DBE shall not be less than the amount shown on the Disadvantaged Business Enterprise Utilization Certification. A breakdown that does not conform to the Disadvantaged ^Business Enterprise Utilization Certification or that Waterfront Development Project - Phase 1 111-40 demonstrates a lesser amount of DBE participation than that included in the Disadvantaged Business Enterprise Utilization Certification will be returned for correction. 2. A list of all firms who submitted a Bid or quote in an attempt to participate in this project whether they were successful or not. Include the business name and a mailing address. Note: The firms identified by the Contractor may be contacted to solicit general information as follows: age of the firm and average of its gross annual receipts over the past three -years. Procedures after Execution Crediting DBE Participation toward Meeting the Goal Reporting All DBE work whether COA or race neutral participation is reported. The Contractor shall submit a Quarterly Report of Amounts Credited as DBE Participation form (422-102 EF) on a quarterly basis for any calendar quarter in which DBE Work is accomplished or upon completion of the project, as appropriate. The dollars are to be reported as specified herein. In the event that the payments to a DBE have been made by an entity other than the prime Contractor (as in the case of a lower -tier Subcontractor or supplier), then the prime Contractor shall obtain the quarterly report, including the signed affidavit, from the paying entity and submit the report to the Contracting Agency. Changes in DBE COA participation Owner initiated Change Orders The prime Contractor shall demonstrate a GFE to substitute other DBE COA participation when the Contracting Agency reduces quantities or deletes Work items by change order that impact a DBE's Work. Where the Contract allows alternate Work methods which serve to delete or create under - runs in COA DBE Work then the Contractor must provide documentation of negotiating the change with the DBE that was to perform the reduced Work and demonstrate a GFE to substitute other DBE COA participation. Original Quantity Under Runs In the event that Work committed to a DBE firm as part of the COA under runs the original planned quantities the prime Contractor shall demonstrate a GFE to substitute other DBE COA participation. Contractor -Initiated Proposals—General The contractor shall request a replacement in writing and that request shall address the following: 1. Must have prior written consent of the Contracting Agency. 3. If the reduction is due to a perceived or real performance issue the contractor must demonstrate that the DBE is unable or unwilling to perform the Work. Waterfront Development Project - Phase 1 111-41 4. Must provide documentation that the prime negotiated the change with the DBE in good faith. In the case of any contractor caused DBE work reduction or proposal the Contractor shall commit to a substitution in participation not less than the original DBE participation Decertification When a DBE is performing as a COA in any capacity and the DBE becomes decertified during the course of the Work for reasons other than graduation, the portion of the Work performed after the decertification shall not be credited and the contractor is obligated to make a good faith effort to substitute other DBE participation to meet the goal. Termination The Contractor shall not terminate for convenience a DBE subcontractor and then perform the Work of the terminated subcontract with its own forces or those of an affiliate, without prior written consent from the Engineer. The Contractor must make a GFE to replace a DBE subcontractor who is unable to perform successfully with another DBE to perform the same amount of Work. Before transmitting a request to terminate and/or substitute a DBE subcontractor, the prime contractor must give notice in writing to the DBE subcontractor, with a copy to the Contracting Agency, of its intent to request to terminate and/or substitute, and the reason for the request. The prime contractor must give the DBE five days to respond to the prime contractor's notice and advise the Contracting Agency and the (prime) contractor of the reasons, if any, why it objects to the proposed termination of its subcontract and why the Contracting Agency should not approve the prime contractor's action. Counting payments Payments to a DBE firm will count toward DBE goals only if the participation is in accordance with the conditions of Crediting DBE Participation including the requirement for the DBE to be performing a Commercially Useful Function. Prompt Payment Prompt payment to all subcontractors shall be in accordance with section 1-08.1(1) of these contract specifications. Payment Compensation for all costs involved with complying with the conditions of this specification and any other associated DBE requirements is included in payment for the associated Contract items of Work. Damages for Noncompliance The Contractor shall not discriminate on the basis of race, color, national origin, or sex in the performance of this Contract. The Contractor shall carry out applicable requirements of 49 CFR Part 26 in the award and administration of Contracts, which contain funding assistance from the Waterfront Development Project - Phase 1 111-42 United States Department of Transportation. Failure by the Contractor to carry out these requirements is a material breach of this Contract, which may result in the termination of this Contract or such other remedy as the Contracting Agency deems appropriate. If the Contractor does not comply with any part of its Contract as required under 49 CFR part 26, and/or any other applicable law or regulation regarding DBE, the Contracting Agency may withhold payment, suspend the ability of the Contractor to participate in future Contracting Agency contracts, impose sanctions or terminate the Contract, and subject the Contractor to civil penalties of up to ten percent of the amount of the Contract for each violation. In the case of WSDOT Contracts, prequalification maybe suspended pursuant to WAC 468-16-180, and continuous violations (exceeding a single violation) may also disqualify the Contractor from further participation in WSDOT Contracts for a period of up to three years. An apparent low Bidder must be in compliance with these Contract Provisions as a condition precedent to the granting of a notice of award by the Conti -acting Agency. The Contractor is entitled to request an adjudicative proceeding with respect to the Contracting Agency's determination of Contract violation and assessed penalties by filing a written application within thirty days of receipt of notification. The adjudicative proceeding, if requested, will be conducted by an administrative law judge pursuant to the procedures set forth in RCW 34.05 and Chapter 10.08 of the Washington Administrative Code. (August 4, 2008) Minority And Women's Business Enterprise (M/WBE) Participation General Statement In accordance with the legislative findings and policies set forth in Chapter 39.19 RCW the State of Washington encourages participation in all of its contracts by M/WBE firms certified by the office of Minority and Women's Business Enterprises (OMWBE). Participation may be either on a direct basis in response to a solicitation/invitation or as a subcontractor to a Bidder/Proposer. No preference will be included in the evaluation of bids/proposals, no minimum level of M/WBE participation shall be required as a condition for receiving an award and bids/proposals will. not be rejected or considered non-responsive on that basis. Voluntary M/WBE Goals Voluntary numerical M/WBE participation goals shall be established for all solicitation/invitations where applicable. These goals are voluntary, but achievement of the goals is encouraged. No preference will be included in the evaluation of bids/proposals, no minimum level of M/WBE participation shall be required as a condition of award or completion of the contract work, and bids/proposals will not be rejected or considered non- responsive on that basis. Bidders may contact OMWBE at 360-753-9693 to obtain information on certified firms. Required M/WBE Participation Plan Prime Conti -actors shall submit an M/WBE Participation Plan as part of responsibility, before work begins. Although the goals contained within each Contract are voluntary, that is, award of the contract is not conditioned upon attainment of the voluntary M/WBE goals, the outreach efforts to provide M/WBEs maximum practicable opportunities are not. For Waterfront Development Project - Phase 1 111-43 M/WBE Participation Plan Drafting Guidelines, please visit: www.wsdot.wa.gov/equalopportunity. Non-discrimination Contractors, Bidders, and Proposers shall not create barriers to open and fair opportunities for all businesses including M/WBEs to participate in all State contracts and to obtain or compete for contracts and subcontracts as sources of supplies, equipment, construction and services. In considering offers from and doing business with subcontractors and suppliers, the Contractor shall not discriminate on the basis of race, color, creed, religion, national origin, sex, age, nationality, marital status, or the presence of any mental or physical disability in an otherwise qualified disabled person. The Contractor shall make the M/WBE Participation General Statement cited previously in this Special Provision a part of all subcontracts and agreements entered into as a result of this contract. Definitions When referred to in this contract, the terms Minority, Minority Business Enterprise (MBE), and Women's Business Enterprise (WBE) will be construed to have the following meanings: Minority means a person who is a citizen or lawful permanent resident of the United States and who is: (a) Black: having origins in any of the black racial groups of Africa; (b) Hispanic: of Mexican, Puerto Rican, Cuban, Central or South American, or other Spanish or Portuguese culture or origin, regardless of race; (c) Asian American: having origins in any of the original peoples of the Far East, Southeast Asia, the Indian subcontinent, or the Pacific Islands; or (d) American Indian or Alaskan Native: having origins in any of the original peoples of North America. Minority Business Enterprise, Minority-owned Business Enterprise, or MBE means a business organized for profit, performing a commercially useful function, which is owned and controlled by one or more minority individuals or minority business enterprises. Owned and controlled means a business in which one or more minorities or MBE's own at least fifty- one percent (5 1 %), or in the case of a corporation at least fifty-one percent (5 1 %) of the voting stock, and control at least fifty-one percent (51 %) of the management and daily business operations of the business. M/WBE means a minority owned business enterprise, a women -owned business enterprise, and/or a combination minority and women's business enterprise certified by the Office of Minority and Women's Business Enterprises (OMWBE) of the State of Washington. Women's Business Enterprise, Women -owned Business Enterprise, or WBE means a business organized for profit, performing a commercially useful function, which is owned Waterfront Development Project - Phase 1 111-44 and controlled by one or more women or women's business enterprises. Owned and controlled means a business in which one or more women or WBE's own at least fifty-one percent (51 %) or in the case of a corporation at least fifty-one percent (51 %) of the voting stock, and control at least fifty-one percent (5 1 %) of the management and daily business operations of the business. The women owners must be United States citizens or lawful permanent residents. Minority/Women's Business Enterprise means a minority owned business enterprise, a women -owned business enterprise; and/or a combination minority and women's business enterprise certified by the OMWBE of the State of Washington. MBEIWBE Status A consolidated list of firms accepted as certified by OMWBE is available via the WSDOT Home Page, (WWW.WSDOTWA.GOV) and a hard copy is available at nominal cost from the OMWBE. MBE/WBE Goals The Contracting Agency has established a voluntary goal in the amount of: 0% . Further Information If further information is desired concerning Minority Business Enterprise/Wo men's Business Enterprise participation, inquiry may be directed to: External Civil Rights Branch Office of Equal Opportunity Washington State Department of Transportation Transportation Bldg., PO Box 47314 10 Olympia, WA 98504-7314 11 or telephone - (360) 705-7085 12 Fax (360) 705-6801 1-07.16(4)A Archeological Discovery and Delay Section 1-07.16(4)A is revised to read: 1.0 GENERAL It is the intent of this section to provide for the preservation and protection of such material of an archaeological nature as may be of scientific or historical value, to provide for expeditious protection, removal, or investigation of such material, and to provide the Contractor such compensation or relief as may be appropriate for unforeseen work or for work stoppage directed by an Archaeologist under the provisions of this section. The City will employ qualified archaeologists to monitor construction—related ground disturbances, The City Archaeologist will serve as the Principal Archaeologist. The Lower Elwha Klallam Tribal Archaeologist or one or more cultural monitors may also monitor these Waterfront Development Project - Phase 1 111-45 locations. The Contractor is required to comply with the City's Inadvertent Discovery and Archaeological Monitoring Plan (IDAMP). The Contractor will not be required to furnish labor, materials, or equipment not normally required in the course of work executed under other sections of these Contract Documents. However, the Contractor may need to stop work at the location of a Discovery, secure the work area, and move to another location to continue performing work under contract. Should the need for such labor, materials, or equipment arise, it shall be considered as extra work in accordance with the General Conditions. 2.0 DEFINITIONS Principal Archaeologist. All project related ground disturbances will be supervised by the City Archaeologist, acting as the project Principal Archaeologist. Archaeological Monitor. A City -employed or contracted archaeologist that is required to be on location during any ground disturbance done under this Contract. Any instructions given by an Archaeological Monitor shall be considered as given by the Engineer. Inadvertent Discovery and Archaeological Monitoring Plan (IDAMP), Plan developed by the Owner and approved by various Tribes and government agencies as part of the Owner's compliance with Section 106 of the National Historic Preservation Act. 3.0 ARCHAEOLOGICAL PROCEDURES The Contractor shall be responsible for complying with all provisions set forth in the IDAMP. Failure of the Contractor to review the IDAMP will not relieve the Contractor from compliance with the requirements stated therein. A summary of IDAMP provisions includes, but is not limited to: 1. Training of construction personnel at a pre -work meeting on archaeological issues and cultural sensitivity so they understand the duties of the monitors and how to comply with conditions imposed by the monitors. Construction operators must receive this training prior to performing any groundbreaking activities. 2. Tailgate discussions will be conducted by the Principal Archaeologist throughout the contract to keep construction personnel up to date on cultural resource issues. 3. Collection of artifacts or other items of archaeological interest is strictly prohibited. 4. The Contractor's construction operators will report any items of archaeological interest encountered during the project to Archaeological Monitors immediately upon discovery of the items and shall not continue with ground disturbing activity until directed by the Engineer. 5. Contractor personnel may be required to sign non -disclosure statements and any unauthorized photocopying or releasing of archeological information or other means of disregarding or violating terms and Waterfront Development Project - Phase 1 111-46 protocols for archaeological discoveries may constitute a Class C felony offense. An Archaeological Monitor must be present during all ground disturbing actions. The number of active excavation sites cannot exceed the number of Archaeological Monitors. No In the event that an Archaeological Monitor will be required, the Contractor shall give at least 48 hours notice. If a additional Archaeological Monitors are needed, the Contractor shall give at least a two weeks' notice. Archaeological monitoring will require close communication with the construction operator. The Archaeological Monitor may enter the excavation area and examine the sidewalls and surfaces more closely if any items of archaeological interest are observed. In limited cases an Archaeological Monitor may request that equipment operators modify their procedures to expose subsurface stratigraphy in thin lifts in an effort to identify additional archaeological evidence. If an Archaeological Monitor finds an object of archaeological significance (inadvertent discovery), he may require the excavator to stop while he assesses the situation. If the archaeologist identifies a situation or items subject to protection, the Contractor will be directed to stop work at that location while the Owner implements the required response under the IDAMP. 4.0 IMPACT OF ARCHAEOLOGICAL DISCOVERY The Engineer, in consultation with the Principal Archaeologist, will determine whether work can continue at the location of the Discovery by the following working day or the Contractor shall move operations to another location of work. If the engineer finds that the suspension of work in the vicinity of the discovery increases or decreases the cost or time required for performance of any part of the work under this Contract, the Engineer will make an adjustment in payment or the time required for the performance of the work in accordance with Sections 1-04.4 and 1-08.8. 1-07.17 Utilities and Similar Facilities Section 1-07.17 is supplemented with the following: Locations and dimensions shown in the plans for existing facilities are in accordance with available information obtained without uncovering, measuring or other verification. Public and private utilities, or their contractors, will furnish all work necessary to adjust, relocate, replace or construct their facilities unless otherwise provided for in the Plans or these Special Provisions. Such adjustment, relocation, replacement, or construction will be done during the execution of the work for this project. The Contractor shall call the Utility Location Request Center (One Call Center), for field location not less than two nor more than ten business days before the scheduled date for Waterfront Development Project - Phase 1 111-47 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 19.122 RCW, a Washington state law relating to underground utilities. Any cost to the Contractor incurred as a result of this law shall be at the Contactor's expense. No excavation shall begin until all known facilities in the vicinity of the excavation area have been located and marked. Utility locates, such as potholing or non-destructive methods as indicated on drawings or required to perform the work, shall be used to confirm elevations of utilities at all potential conflicts. The cost associated with physical locates shall be included in the unit cost of various items associated with subsurface work. 1-07.18 Public Liability and Property Damage 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 11 of this Project Manual. 1-07.23 Public Convenience and Safety 1-07.23(1) Construction Under Traffic Section 1-07.23(1) is supplemented with the following: Work Zone Clear Zone (April 2, 2007) The Work Zone Clear Zone (WZCZ) applies during working and nonworking hours. The WZCZ applies only to temporary roadside objects introduced by the Contractor's operations and does not apply to preexisting conditions or permanent Work. Those work operations that are actively in progress shall be in accordance with adopted and approved Traffic Control Plans, and other contract requirements. During nonworking hours equipment or materials shall not be within the WZCZ unless they are protected by permanent guardrail or temporary concrete barrier. The use of temporary concrete barrier shall be permitted only if the Engineer approves the installation and location. During actual hours of work, unless protected as described above, only materials absolutely necessary to construction shall be within the WZCZ and only construction vehicles absolutely necessary to construction shall be allowed within the WZCZ or allowed to stop or park on the shoulder of the roadway. Waterfront Development Project - Phase 1 111-48 The Contractor's nonessential vehicles and employees private vehicles shall not be permitted to park within the WZCZ at any time unless protected as described above. Deviation from the above requirements shall not occur unless the Contractor has requested the deviation in writing and the Engineer has provided written approval. Minimum WZCZ distances are measured from the edge of traveled way and will be determined as follows: or 2 feet beyond the outside edge of sidewalk Minimum Work Zone Clear Zone Distance In addition to the requirements of Section 1-07.23(1) of the Standard Specifications, the following provisions shall apply: 1. There shall be no delay to medical, fire, police, or other emergency vehicles with flashing lights and sirens. The Contractor shall alert all flaggers and personnel of this requirement 2. The Contractor shall notify the Engineer at least one work day in advance of the need to restrict parking within the project limits. The Engineer shall notify the Police Department of the required restricted parking. 3. Prior to cutting across driveways and business or parking access, the Contractor MUST NOTIFY ALL OWNERS AT LEAST 24 HOURS IN ADVANCE. 4. Every effort shall be made to limit restrictions to access of business to short periods of time. The Contractor may be required to address business access concerns on short notice. Modification(s) to the contract to compensate the Contractor for changes due to access concerns shall only be made if such change results in an impact on the critical path of more than one day and/or significant change in labor or equipment requirements. 1-07.24 Rights of Way (October 1, 2005 APWA GSP) Delete this section in its entirety, and replace it with the following: Waterfront Development Project - Phase 1 111-49 Pe 35 mph or less 10 40 mph 15 45 to 55 mph 20 60 mph or greater 30 or 2 feet beyond the outside edge of sidewalk Minimum Work Zone Clear Zone Distance In addition to the requirements of Section 1-07.23(1) of the Standard Specifications, the following provisions shall apply: 1. There shall be no delay to medical, fire, police, or other emergency vehicles with flashing lights and sirens. The Contractor shall alert all flaggers and personnel of this requirement 2. The Contractor shall notify the Engineer at least one work day in advance of the need to restrict parking within the project limits. The Engineer shall notify the Police Department of the required restricted parking. 3. Prior to cutting across driveways and business or parking access, the Contractor MUST NOTIFY ALL OWNERS AT LEAST 24 HOURS IN ADVANCE. 4. Every effort shall be made to limit restrictions to access of business to short periods of time. The Contractor may be required to address business access concerns on short notice. Modification(s) to the contract to compensate the Contractor for changes due to access concerns shall only be made if such change results in an impact on the critical path of more than one day and/or significant change in labor or equipment requirements. 1-07.24 Rights of Way (October 1, 2005 APWA GSP) Delete this section in its entirety, and replace it with the following: Waterfront Development Project - Phase 1 111-49 Street right of way lines, limits of easements, and limits of construction permits are indicated in the Plans. The Contractor's construction activities shall be confined within these limits, unless arrangements for use of private property are made. Generally, the Contracting Agency will have obtained, prior to bid opening, all rights of way and easements, both permanent and temporary, necessary for carrying out the work. Exceptions to this are noted in the Bid Documents or will be brought to the Contractor's attention by a duly issued Addendum. Whenever any of the work is accomplished on or through property other than public right of way, the Contractor shall meet and fulfill all covenants and stipulations of any easement agreement obtained by the Contracting Agency from the owner of the private property. Copies of the easement agreements may be included in the Contract Provisions or made available to the Contractor as soon as practical after they have been obtained by the Engineer. Whenever easements or rights of entry have not been acquired prior to advertising, these areas are so noted in the Plans. The Contractor shall not proceed with any portion of the work in areas where right of way, easements or rights of entry have not been acquired until the Engineer certifies to the Contractor that the right of way or easement is available or that the right of entry has been received. If the Contractor is delayed due to acts of omission on the part of the Contracting Agency in obtaining easements, rights of entry or right of way, the Contractor will be entitled to an extension of time. The Contractor agrees that such delay shall not be a breach of contract. Each property owner shall be given 48 hours notice prior to entry by the Contractor. This includes entry onto easements and private property where private improvements must be adjusted. The Contractor shall be responsible for providing, without expense or liability to the Contracting Agency, any additional land and access thereto that the Contractor may desire for temporary construction facilities, storage of materials, or other Contractor needs. However, before using any private property, whether adjoining the work or not, the Contractor shall file with the Engineer a written permission of the private property owner, and, upon vacating the premises, a written release from the property owner of each property disturbed or otherwise interfered with by reasons of construction pursued under this contract. The statement shall be signed by the private property owner, or proper authority acting for the owner of the private property affected, stating that permission has been granted to use the property and all necessary permits have been obtained or, in the case of a release, that the restoration of the property has been satisfactorily accomplished. The statement shall include the parcel number, address, and date of signature. Written releases must be filed with the Engineer before the Completion Date will be established. 1-08 PROSECUTION AND PROGRESS Add the following new section: 1-08.0 Preliminary Matters (May 25, 2006 APWA GSP) Waterfront Development Project - Phase 1 111-50 Add the following new sections: 1-08.0(1) Preconstruction Conference (October 10, 2008 APWA GSP) Prior to the Contractor beginning the work, a preconstruction conference will be held between the Contractor, the Engineer and such other interested parties as may be invited. The purpose of the preconstruction conference will be: 1. To review the initial progress schedule; 2. To establish a working understanding among the various parties associated or affected by the work; 3. To establish and review procedures for progress payment, notifications, approvals, submittals, etc.; 4. To establish normal working hours for the work; 5. To review safety standards and traffic control; and 6. To discuss such other related items as may be pertinent to the work. The Contractor shall prepare and submit at the preconstruction conference the following: 1. A preliminary schedule of working drawing submittals; and 2. A list of material sources for approval if applicable. 1-08.0(2) Hours of Work Unless otherwise approved in advance in writing by the Contracting Agency, hours for work shall be in conformance with the following: Not more than 10 hours of work shall be completed in a single working day. Except as otherwise noted, no work shall be performed on Contracting Agency recognized holiday or special events without the Project Engineer's approval. No work shall be performed on or between the dates of 10/12 and 10/14 of 2012. The Conti -actor may submit requests for consideration to work outside these restrictions by detailing the work, hours of operation and lane restrictions. Any submittal shall be made 10 days prior to the date of the requested deviation. Permission to work any time other than the agreed upon working hours may be given subject to certain other conditions set forth by the Contracting Agency or Engineer. These conditions may include but are not limited to: requiring the Engineer or such assistants as the Engineer may deem necessary to be present during the work; requiring the Contractor to reimburse the Contracting Agency for the costs in excess of straight -time costs for Contracting Agency employees who worked during such times. Assistants may include but are not limited to, survey crews; personnel from the Conti -acting Agency's material testing lab; inspectors; and other Contracting Agency employees when in the opinion of the Engineer, such work necessitates their presence. Waterfront Development Project - Phase 1 111-51 1-08.3 Progress Schedule Section 1-08.3 is supplemented with the following: The Contractor shall prepare and submit to the Engineer a Critical Path Method (CPM) schedule, in both electronic and hard copy format. The CPM shall include all aspects of the contract, including procurement of materials, construction, testing, submittals, and inspection. The Contractor shall develop the CPM using SureTrak 3.0, Primavera 3.0, or Primavera P6 scheduling software. The Contractor shall submit, within 21 calendar days of award of the contract, 3 sets of complete CPM time -scaled logic diagram on 22" x 34" and I I " x 17" sheets with accompanying schedule reports. An electronic copy shall also be submitted. The schedule diagrams shall show activity numbers, descriptions, early -start dates, float, and all relationships. The diagrams shall show the sequence, order, and interdependence of activities in which the work is to be accomplished. The Contractor shall submit to the Engineer updates to the CPM schedule monthly with each Payment Request. The CPM schedule shall be accompanied by a written narrative report describing current status and identifying potential delays. This report shall, at a minimum, state whether the contract is on schedule, note any milestones that will not be met, and comment on the project's current critical path as it relates to previously submitted critical path. The CPM deliverables shall be incidental to the contract, and the City will provide no additional payment for work related to developing and maintaining the CPM schedule as required in this contract. The City may withhold payment as a result of incomplete CPM updates, as well as assess liquidated damages per Section 1-08.9 if the schedule shows that work will not be completed in a timely manner to meet the performance period of the contract. 1-08.4 Prosecution of Work Delete this section in its entirety, and replace it with the following: 1-08.4 Notice to Proceed and Prosecution of Work (June 27, 2011 APWA GSP) Notice to Proceed will be given after the contract has been executed and the contract bond and evidence of insurance have been approved and filed by the Contracting Agency. The Contractor shall not commence with the work until the Notice to Proceed has been given by the Engineer. The Contractor shall commence construction activities on the project site within ten days of the Notice to Proceed Date, unless otherwise approved in writing. The Contractor shall diligently pursue the work to the physical completion date within the time Waterfront Development Project - Phase 1 111-52 specified in the contract. Voluntary shutdown or slowing of operations by the Contractor shall not relieve the Contractor of the responsibility to complete the work within the time(s) specified in the contract. When shown in the Plans, the first order of work shall be the installation of high visibility fencing to delineate all areas for protection or restoration, as described in the Contract. Installation of high visibility fencing adjacent to the roadway shall occur after the placement of all necessary signs and traffic control devices in accordance with 1-1.0.1(2). Upon construction of the fencing, the Conti -actor shall request the Engineer to inspect the fence. No other work shall be performed on the site until the Contracting Agency has accepted the installation of high visibility fencing, as described in the Contract. 1-08.5 Time for Completion Section 1-08.5 is supplemented with the following: Substantial Completion. All work under this Contract shall be substantially completed within working days subject to the conditions set forth in Section 1-08.5(1). Liquidated Damages for the each workday after 160 workdays from the Notice to Proceed to Substantial Completion is assessed against the Contractor at $2,500.00 per day. Physical Completion. All work under this Contract shall be physically complete within working days after Substantial Completion. Liquidated Damages for the each workday after 20 workdays from the Certificate of Substantial Completion to Physical Completion will be assessed against the Contractor at $500.00 per day. 1-08.5(1) Construction Phasing and Constraints - New Section This project shall be completed in three phases. Phase- I Construction: Phase -IA construction is limited to the Project area east of STA 10+50 plus that area north of the north curb line of Railroad Avenue west of STA 10+50. Construction in this phase includes but is not limited to: implementation of temporary erosion and sedimentation control plan; installation of temporary traffic control plan; demolition of various items throughout the Phase I construction area; placement of rip rap, quarry spalls, crushed surfacing, and common borrow up to elevation 11.75; construction of the esplanade section including piles, pile caps, and grade beams up to elevation 11.75 and construction of vertical esplanade and planter walls up to approximate elevation 16.01. Milestone -1 Phase -1A Construction: All work associated with Phase IA construction must be completed fully within 74 working days from the Notice to Proceed, or no later than November 30, 2012 whichever is sooner. Milestone -1A Liquidated Damages: Liquidated Damages for the each day after 74 working Waterfront Development Project - Phase 1 111-53 days from the Notice to Proceed or November 30, 2012 whichever is sooner to complete Milestone -1 will be assessed against the Contractor at $1, 500.00 per workday. Phase IB Construction: Phase 2 construction is limited to the Project area east of STA 10+50 north of he south curb line of Railroad Avenue plus that area north of the north curb line of Railroad Avenue west of STA 10+50. Construction is this phase includes but is not limited to: construction of flat work areas and all finish work associated with the esplanade and work on Railroad Avenue including: paving, sidewalk construction, utility installation, storm water system installation and landscaping. Phase -2 Construction: Phase 2 construction includes all work not included in Phases I and 2, and generally includes but is not limited to: demolition and paving of Oak Street, paving the intersection of Oak Street and Railroad Avenue west of STA 10+50, utility installation, landscaping, construction of sidewalks both sides of Oak Street and along the south side of Railroad Avenue, and storm water system installation. Construction Constraints: To accommodate the needs of the City and to comply with permit conditions, the Contractor's schedule and work plan must take into account and comply with the following constraints: 1. All work associated with Phase IA Construction must be complete on or before November 30, 2012. 2. No work associated with Phase 1B Construction (flat work areas and all finish work associated with the esplanade and work on Railroad Avenue including: paving, sidewalk construction, utility installation, storm water system installation and landscaping) may begin until after March 1, 2013. All work associated with Phase I B Construction must be complete no later than the Contract specified date for Substantial Completion. 3. No work associated with Phase 2 Construction (Oak Street right of way or within the intersection of Oak Street and Railroad Avenue, that area west of Sta. 10+50 and south of the existing north curb line of Railroad Avenue) may begin until after March 31, 2013. All work associated with Phase 2 Construction must be complete no later than the Contract specified date for Substantial Completion. 4. All work below elevation 6.64, the Mean Higher High Water (MWWH) level, including all temporary erosion and sediment control, demolition, pile driving, concrete work, and new fill and rip -rap must be completed with the permit allowable dates ("fish window.") Connection to existing services or utilities, or other work that requires temporary shutdown of any existing operations or utilities shall be planned in detail with appropriate scheduling of the work and coordination with the Engineer. The approved schedule for shutdown or restart shall be indicated on the Contractor's Progress Schedule, and at least one week of advance notice shall be given in order that the Contracting Agency or Engineer may witness the shutdown, tie-in, and startup. The Contracting Agency and Engineer consider the Contractor's schedule and construction sequencing to be paramount to ensure that the work is properly planned, coordinated, and executed such that the Contracting Agency's needs are maintained. 1-08.6 Suspension of Work Waterfront Development Project- Phase 1 111-54 Section 1-08.6 is supplemented with the following: Amandatory suspension o[work under this Contract will he issued when work ouPhase l/\ is complete mwhen the Contract time for completion of Phase |Aoccurs, whichever is sooner. Work may begin no Phase I on or after March l, 2013 and work may begin on Phase 2 on or after March 31, 2013. This period of work stoppage will be counted as unworkable days and there will be no other adjustments made for any increase in costs or changes iothe work due (nthis suspension. I[work being done byothers outhe Contracting Agency's CSO 9bux* l Project is complete within the Phase 2area prior tothe Phase 2start date (March 3l, 20l9),the Contractor may request to utm1 work on Phase 2 Construction. However, under no oirconomtoncoy shall Phase 2 work begin before March l, 2013. Notwithstanding the above constraints and phasing requirements, the Contractor may request to perform certain non -finish type work elements and/or work elements not affected by weather during the mandatory suspension period. If the Contracting Agency approves any such request, the Contractor will be assessed a fee of $125 per hour to cover the Contracting Agency's inspection costs for all hours worked.. No "Working Days" will accrue against the Contract allotted Time for Completion if the Contracting Agency allows such work tnbcdone during the suspension period. 1-00J Maintenance During Suspension (October 1, 2005 APWA GSP) Revise the second paragraph to read: A1noexpense tothe Contracting Agency, the Contractor shall provide through the construction area asafe, smooth, and unobstructed roadway, sidewalk, and path for public use during suspension (as required in Section 1-07.23 or the Special Provisions). This may include utemporary road ocdetour. Contractor shall comply with Section 8-0]regarding temporary erosion and sediment control protection o{the work areas during the winter suspension. 1-09 MEASUREMENT AND PAYMENT 1-09.6 Force Account (October 10, 2008 APWA GSP) Supplement this section with the following: The Contracting Agency has estimated and included bnthe Proposal, dollar amounts for all items Wbe paid per force account, only toprovide acommon proposal for Bidders. All such dollar amounts are bmbecome upart ofContractor's total bid. However, the Contracting Agency does not warrant expressly or by implication, that the actual amount of work will correspond with those estimates. Payment will bcmade onthe basis ofthe amount ofwork actually authorized byEngineer. Waterfront Development Project ' Phase 1 111-55 1-09.9 Payments Section 1-09.9 is supplemented with the following: The Contractor shall submit payment requests with a completed Application for Payment form, an example of which is included in the Attachments in Part IV of the Project Manual. This form includes a lien waiver certification, and shall be notarized before submission. Applications for payment not signed and notarized shall be considered incomplete and ineligible for payment consideration. All contract Payments will be made only through an Electronic Fund Transfer. It is the sole responsibility of the Contractor to provide to the City the applicable account information to allow this to occur. (June 27, 2011 APWA GSP) Supplement this section with the following: Lump sum item breakdowns are not required when the bid price for the lump sum item is less than $20,000. Delete the third paragraph and replace it with the following: Progress payments for completed work and material on hand will be based upon progress estimates prepared by the Engineer. A progress estimate cutoff date will be established at the preconstruction conference. The initial progress estimate will be made not later than 30 days after the Contractor commences the work, and successive progress estimates will be made every month thereafter until the Completion Date. Progress estimates made during progress of the work are tentative, and made only for the purpose of determining progress payment. The progress estimates are subject to change at any time prior to the calculation of the Final Payment. The value of the progress estimate will be the sum of the following: 1. Unit Price Items in the Bid Form — the approximate quantity of acceptable units of work completed multiplied by the unit price. 2. Lump Sum Items in the Bid Form — based on the approved Contractor's lump sum breakdown for that item, or absent such a breakdown, based on the Engineer's determination. 3. Materials on Hand — 100 percent of invoiced cost of material delivered to job site or other storage area approved by the Engineer. 4. Change Orders — entitlement for approved extra cost or completed extra work as determined by the Engineer. Progress payments will be made in accordance with the progress estimate less: 1. Retainage per Section 1-09.9(1); Waterfront Development Project - Phase 1 111-56 2. The amount of Progress Payments previously made; and 3. Funds withheld by the Contracting Agency for disbursement in accordance with the Contract Documents. Progress payments for work performed shall not be evidence of acceptable performance or an admission by the Contracting Agency that any work has been satisfactorily completed. The determination of payments under the contract will be final in accordance with Section 1-05.1. 1-10 TEMPORARY TRAFFIC CONTROL 1-10.2 Traffic Control Management 1-10.2(1) General (December 1, 2008) Section 1-01.2(1) is supplemented with the following: Only training with WSDOT TCS card and WSDOT training curriculum is recognized in the State of Washington. The Traffic Control Supervisor shall be certified by one of the following: The Northwest Laborers -Employers Training Trust 27055 Ohio Ave. Kingston, WA 98346 (360) 297-3035 Evergreen Safety Council 401 Pontius Ave. N. Seattle, WA 98109 1-800-521-0778 or (206) 382-4090 The third sentence of the first paragraph of Section 1-10.2(1) is revised to read: The Contractor may designate the project superintendent as the TCS. 1-10.2(2) Traffic Control Plans The first sentence of Section 1-10.2(2) is replaced with the following: The Contractor shall develop a traffic control plan necessary for their method of performing the work, and submit it to the Engineer for approval before any work involving the plans begins. No work shall occur that alters existing traffic control before approval of the plan. The plan shall be in accordance with this section, the Standard Plans, and the Manual on Uniform Traffic Control Devices (MUTCD). The following is a list of special traffic control requirements that shall be incorporated into the traffic control plan: Waterfront Development Project - Phase 1 111-57 1. Provide proper signage and fencing to detour vehicular and pedestrian traffic to alley between Front Street and Railroad Avenue. 2. Completely block Railroad Avenue just west of Black Ball ferry terminal and east of Oak Street, except for the sidewalk on the south side Railroad Avenue during Phase 1. 3. Completely block Oak Street at Front Street, and the west end of the alley between Front Street and Railroad Avenue during Phase 2. 4. Coordinate with Property Owners to maintain access to businesses along Railroad Avenue and Oak Street. The last sentence of Section 1-10.2(2) is revised to read: The Contractors letter designating and adopting the specific traffic control plan(s) or any proposed modified plan(s) shall be submitted to the Engineer for approval at least 10 calendar days prior to the implementation time of the new plan. Costs associated with the development of the traffic control plan(s) shall be incidental to contract prices. 1-10.3 Traffic Control Labor, Procedures and Devices 1-10.3(3) Traffic Control Devices Section 1-10.3(3) is revised to read: All Class A signs required by the approved traffic control plan(s) as well as any other appropriate signs prescribed by the Engineer, except for the project sign, shall be furnished by, installed,and maintained by the Contractor. The Contractor shall provide the posts or supports and erect and maintain the signs in a clean, neat and presentable condition until the necessity for them has ceased. All non -applicable signs shall be removed or completely covered with metal, plywood or an Engineer approved product specifically manufactured for sign covering during periods when they are not needed. When the need for these signs has ceased, the Contractor, upon approval of the Engineer, shall remove all signs, posts and supports from the project and they shall remain the property of the City, except for the project sign. All signs lost, stolen, damaged or destroyed shall be replaced at the Contractor's expense. All signs shall utilize materials, and be fabricated in accordance with Section 9-28. All signs shall be constructed of Type I or 11 reflective background sheeting unless otherwise noted in the Plans. Construction signs shall be divided into two classes. Class A construction signs are those signs that remain in service throughout the construction or during a major phase of the work. Waterfront Development Project- Phase 1 111-58 They are mounted on posts, existing fixed structures, or substantial supports of a semi- permanent nature. Sign and support installation for Class A signs shall be in accordance with the Contract Plans or Standard Plans. The following Class A signs shall be installed by the Contractor at locations identified by the city at the pre -construction conference and shall include the minimum quantity identified: 'Mi, "C' A— Sigo COP 0 t an it M4-8 "Detour" 2 W20-2 "Detour Ahead" I M4 -8a "End Detour" I W20-3 "Road Closed Ahead" 5 R11-2 B/W "Road Closed" 3 RI1-1501 B/W "Road Will Be Closed" 2 Custom "Oak Street Closed Ahead" 2 R11-4 "Road Closed to Thru Traffic" I W14-2 "No Outlet" I Custom "Ferry Parking Local Businesses" 2 N16-1 Directional Arrow 3 M5-1 Left Turn Ahead Arrow I R3-1 No Right Turn Arrow I R3-2 No Left Turn Arrow I Custom I Project Signs 2 Class A Construction Signs There will be no separate pay item for the installation of these signs. This work shall be considered incidental to the work included in the bid item "Project Temporary Traffic Control", and shall include all labor, materials, tools, and equipment required to install and remove these signs. Class B construction signs are those signs that are placed and removed daily, or are used for short durations which may extend for one or more days. They are mounted on portable or temporary mountings. In event of disputes, the Engineer will determine if a construction sign is considered Class A or B construction sign. If it is necessary to add weight to signs for stability, only a bag of sand that will rupture on impact shall be used. The bag of sand shall: 1. Be furnished by the Contractor. 2. Have a maximum weight of 40 pounds. 3. be suspended no more than I foot from the ground. Furnishing Class B signs shall be in accordance with Section 1-10.3(3) Payment for setup and takedown of Class B signs will be paid for under the lump sum bid item "Project Temporary Traffic Control". The condition of the signs shall be new or "Acceptable" as defined in the book, Quality Waterfront Development Project - Phase 1 111-59 Standards For Work Zone Traffic Control Devices. The Engineer's decision on the condition of a sign shall be final. The book, Quality Standards For Work Zone Traffic Control Devices, is available by writing to the American Traffic Safety Service Association, 5440 Jefferson Davis Hwy., Fredericksburg, VA 22407, telephone: (709) 898-5510. Signs, posts, or supports that are lost, stolen, damaged, destroyed or which the Engineer deems unacceptable while their use is required on the project, shall be replaced by the Contractor without additional compensation. 1-10.3(L) Security Fencing - New Section Security fencing will be at least 6 feet high temporary chain link panels or approved substitute as approved by the Engineer. Security fencing will be erected around the planned Work and construction staging areas at the locations shown on the Plans. 1-10.3(M) Temporary Pedestrian Walkway Barriers, Fences and Business and Residential Access Bridges - New Section This Work shall be considered included and incidental to the lump sum bid item "Project Temporary Traffic Control". This work shall consist of furnishing, securing, and removing temporary pedestrian walkways, barriers, fences, and business and residential access bridges in accordance with the Specifications, Plans, and as directed by the Engineer. The temporary barriers and fences shall protect pedestrians from the work area and adjacent traffic. During normal business hours, no obstruction of primary access shall exceed 30 minutes. 24 hour advance notice shall be given by the Contractor to any affected business or residence for restriction of access anticipated to be in excess of 30 minutes. Obstruction of access to any business shall not exceed one day in any two-week period, with one week advance notice provided by the Contractor to the affected business or businesses. Temporary bridges shall be required at all business, residential, and parking entrances where necessary for safe and ready access. Temporary accesses shall be provided at all business and residential entrances where necessary for safe and ready access. Temporary walkways, business and residential bridges, and temporary accesses shall be a minimum of 4 feet wide and meet all applicable federal, state, and local regulations, codes, and requirements, including but not limited to the American Disabilities Act and the Uniform Building Codes. Submittals The Contractor shall submit a plan for the temporary pedestrian walkways, barriers fences, business and residential bridges, and temporary accesses to the Engineer seven (7) calendar days prior to initial placement of the barriers, fences, and business, residential, and parking bridges, Waterfront Development Project - Phase 1 111-60 and temporary accesses. The plan shall include, at a minimum: 1. Materials to be used for bridges and accesses 2. Dimensions of barriers, fences, bridges, and accesses 3. Supporting and securing or fastening details of the bridges and accesses to the business, residential, and parking entrances and the curb Payment This Work shall be considered included and incidental to the lump sum bid item "Project Temporary Traffic Control" and shall include all labor, materials, tools, and equipment required to design, furnish, install, and relocate the temporary walkways, barriers, fences, business and residential bridges and accesses necessary. Costs associated with storing, repairing, or replacing temporary barriers, fences, bridges, and accesses shall be at the Contractor's sole expense. 1-10.4 Measurement 1-10.4(1) Lump Sum Bid for Project (No Unit Items) Section 1-10.4(1) is supplemented with the following: (August 2, 2004) The proposal contains the item "Project Temporary Traffic Control," lump sum. The provisions of Section 1-10.4(1), shall apply. 1-10.4(2) Item Bids With Lump Sum for Incidentals Section 1-1.0.4(2) is supplemented with the following: "Security Fencing" shall be measured by the linear foot of erected fence, along the ground line. 1-10.5 Payment 1-10.5(2) Items Bids With Lump Sum for Incidentals Section 1-10.5(2) is supplemented with the following: "Security Fencing - Phase V, per linear foot, "Security Fencing - Phase 2", per linear foot. The Unit Bid item "Security Fencing - Phase 2" includes any additional fencing, above the amount included in "Security Fencing - Phase V, required for Phase 2 of this project. Waterfront Development Project - Phase 1 111-61 2-02 REMOVAL OF STRUCTURES AND OBSTRUCTIONS 2-02.1 Description Section 2-02.1 is supplemented with the following: This work shall consist of removing items identified on the Plans and in these Special Provisions. 2-02.2 Disposal of Materials - New Section All waste materials from demolition or cutting shall become the property of the Contractor and shall be removed from the site and hauled to an approved waste disposal site. Hazardous and/or contaminated waste materials shall be disposed of in accordance with Section 1-07.5 of these Special Provisions. Hazardous and/or contaminated waste at this project include but is not limited to the following: Creosote Pilings Creosote Timber Creosote Railroad Ties 2-02.3 Construction Requirements The first paragraph of Section 2-02.3 is revised to read: With certain exceptions, the Contractor shall raze, remove, and dispose of all buildings and foundations, structures, piles, fences, and other obstructions that lie within the limits of excavation. The exceptions are utility -owned equipment and any other items the Contracting Agency may direct the Contractor to leave intact. Section 2-02.3 is supplemented with the following: (February 17, 1998) Removal of Obstructions The following shall be removed and disposed of: Storm Water Line, approximately 190 feet of 8" storm drain line. Fencing, approximately 300 feet as shown on the Plans. Concrete Structures within construction limits. Waterfront Development Project - Phase 1 111-62 Approximately 22 creosoted wood pilings along north edge of construction limits. I creosoted beam along north edge of construction limits. 3 utility poles on Oak Street. Wood planter on western edge of construction site. Approximately 265 feet of creosoted railroad tie curb along northern edge of construction limits. Irrigation valve box, northeast corner of construction site. Approximately 32 trees within construction limits. I tree grate within construction limits. Trim approximately 5 trees back to the edge of right of way. Approximately 6 roadway signs within construction limits, Approximately 9 street lights within construction limits. 4 concrete planters, along northern edge of construction site. Removal of Obstructions - Additive. I The following shall be removed and disposed of: 4 trees along south end of Oak Street. Section 2-02.3 is supplemented with the following: 1. Keep demolition area reasonably clean; sweep daily and as required. 2. All rubbish and debris shall be watered to settle dust. 3. Promptly remove materials, rubbish, and debris from site. 4. Piles shall be removed in accordance with the Plans. 5. Saw -cut asphalt and concrete surfaces in neat straight lines at all locations where matching concrete and/or asphalt is to remain. 6. Removing Catch Basin shall include all costs associated with the removal and disposal of inlets and/or catch basins identified in project plans. Costs associated with saw cutting asphalt and/or concrete pavement, excavation, disconnection from existing pipe, dewatering, haul, disposal, surface restoration, and rerouting of surface drainage shall be incidental to the work. Waterfront Development Project - Phase 1 111-63 7. Removing cement concrete curb and gutter shall include all costs associated with removal and disposal of cement concrete curb and gutter identified in project plans. Costs associated with saw cutting asphalt and/or concrete pavement, excavation, haul, disposal, and rerouting of surface drainage shall be incidental to the work. Removing asphalt concrete pavement shall include all costs associated with removal and disposal of asphalt concrete pavement identified in project plans. Costs associated with saw cutting, excavation, haul, disposal, and rerouting of surface drainage shall be incidental to the work. The approximate thickness of the existing asphalt pavement is 7 inches. Removing asphalt concrete pavement shall not include the removal of HMA overlay over cement concrete pavement. 9. Removing cement concrete pavement shall include all costs associated with removal and disposal of cement concrete pavement identified in project plans. Costs associated with saw cutting, excavation, haul, disposal, and rerouting of surface drainage shall be incidental to the work. The existing cement concrete pavement consists of concrete panels with a nominal thickness of 9 inches with varying length and width dimensions. Cement concrete panels with HMA overlay shall be included in the unit bid item "Removing Cement Concrete Pavement". Approximate thickness of the HMA overlay is 2 inches. 10. Removing cement concrete sidewalks shall include all costs associated with removal and disposal of cement concrete sidewalks identified in project plans. Costs associated with saw cutting, excavation, haul, disposal, and rerouting of surface drainage shall be incidental to the work. The approximate thickness of the existing cement concrete sidewalks is 4 inches. Some sidewalks on this site are tied into retaining walls for various parking areas. These sidewalks act as part of the wall to prevent sliding or overturning. These sidewalks shall be removed in such a manner as to not compromise the structural integrity of the retaining wall, and to preserve the rebar protruding from the wall into the sidewalk. The protruding rebar shall be cleaned prior to placement of new concrete 11. Removing/Replacing fence shall include all costs for removal, storage and replacement of fencing as shown on the plans. Any fencing damaged in the removal process shall be replaced with equivalent material. The Contractor may, upon approval of material by the Engineer, replace all fencing with materials equivalent to original materials. 2-02.4 Measurement Section 2-02.4 is supplemented with the following: Removal of Structure and Obstruction shall be measured as lump sum. Removal of Structure and Obstruction - Additive I shall be measured as lump sum. Waterfront Development Project - Phase 1 111-64 Removing Catch Basin shall be measured per each inlet removed. Removing Cement Concrete Curb and Gutter shall be measured by the linear foot removed. Removing Asphalt Concrete Pavement shall be measured by the square yard. Removing Cement Concrete Pavement shall be measured by the square yard. Removing Cement Concrete Sidewalks shall be measured by the square yard. Removing Raised Pavement Markers shall be measured as lump sum. Removing Hydrant Assembly shall be measured per each. 2-02.5 Payment Paragraph two of section 2-02.5 is deleted in its entirety. Section 2-02.5 is revised by the following: Payment shall be made in accordance with Section 1-04.1, for each of the following bid items that are included in the proposal: "Removal of Structure and Obstruction", lump sum. "Removal of Structure and Obstruction - Add V, lump sum. "Removing Catch Basin", per each. "Removing Cement Concrete Curb and Gutter", per linear feet. "Removing Asphalt Concrete Pavement", per square yard. "Removing Cement Concrete Pavement", per square yard. "Removing Cement Concrete Sidewalk", per square yard. "Removing Raised Pavement Marker", lump sum. "Removing Hydrant Assembly", per each. 2-03 ROADWAY EXCAVATION AND EMBANKMENT 2-03.4(2) Measurement of Roadway Excavation and Embankment (March 13, 1995) Waterfront Development Project - Phase 1 111-65 Only one determination of the original ground elevation will be made on this project. Measurement for roadway excavation and embankment will be based on the original ground elevations recorded previous to the award of this contract. If discrepancies are discovered in the ground elevations which will materially affect the quantities of earthwork, the original computations of earthwork quantities will be adjusted accordingly. Earthwork quantities will be computed, either manually or by means of electronic data processing equipment, by use of the average end area method or by the finite element analysis method utilizing digital terrain modeling techniques. Copies of the ground cross-section notes will be available for the bidder's inspection, before the opening of bids, at the Project Engineer's office. Upon award of the contract, copies of the original ground cross-sections will be furnished to the successful bidder on request to the Project Engineer. 2-09 STRUCTURE EXCAVATION 2-09.1 Description Section 2-02.1 is supplemented with the following: This work shall consist of excavation for the esplanade section of this Project in accordance with these Provisions, the Plans and the Standard Plans. Included in this section is the removal of Riprap along the waterfront and stockpiling of this material for later use. 2-09.3 Construction Requirements 2-09.3(1)D Disposal of Excavated Material Paragraph 3 of Section 2-09.3(1)D is revised to read: If the Contract includes Rip Rap Excavation and Structure Excavation, Class A or B, including haul, the unit Contract price shall include all costs for loading and hauling the material the full required distance. 2-09.3(2) Classification of Structure Excavation Item I of Section 2-09.3(2) is revised to read: 1. Class A. Structure excavation required for bridge and retaining wall footings, pile caps, seals, wing walls, rock slope protection and esplanade shall be classified as structure Waterfront Development Project - Phase 1 111-66 excavation Class /\. L[the excavation requires temporary shoring, shoring for other nbmo1urcu, acoOerdunu, otrootoroJ shoring, orextra excavation, the work obuO be considered incidental to all bid iterns. 2-09.3(3) RipRonExrmvm@mo-New Section Riprap shall bcremoved down to MU8W level along where shown outhe Plans. Rinmnshall bs stockpiled inthe construction staging area k`the west ofthe project area and a1least 20Ofeet from the existing top n[bank. This Ri rapvviUbcunodfbrrecnnekndk`noftbc&ipzapm\ope below the esplanade and construction ofbeach areas iolater phases this project. 2-09.5 Payment (******) Section 2-O9.5iouupyleuneotedwith the following: "Rip Rap Excavation Incl. Haul", per cubic yard. Waterfront Development Project Phase 111-67 DIVISION 5 SURFACE TREATMENTS AND PAVEMENTS 5-04 HOT MIX ASPHALT 5-04.1 Description Section 5-04.1 is supplemented with the following: This work shall consist of placing a 5 inch layer of HMA over a prepared base at the locations specified on the Plans, and in accordance with these Special Provisions, the Plans and the Standard Plans. 5-04.3(8)A Acceptance Sampling and Testing - HMA Mixture (August 2, 2010) Section 5-04.3(8)A is supplemented with the following: Commercial Evaluation The following HMA will be accepted by commercial evaluation: HMA Class 1/2" PG 64-22 5-04.3(12) joints (January 4, 2004) Section 5-04.3(12) is supplemented with the following: The HMA overlay shall be feathered or a butt joint created to produce a smooth riding connection to the existing pavement. HMA utilized in the construction of the feathered connections shall be modified by eliminating the coarse aggregate from the mix at the Contractor's plant or the commercial source or by raking the joint on the roadway, to the satisfaction of the Engineer. All cold joints, whether they are butt or joint laps, shall be sealed on the surface at the joint with AR - 4000. 5-04.4 Measurement Section 5-04.4 is revised as follows The fourth paragraph is deleted. 5-04.5 Payment Waterfront Development Project - Phase 1 111-68 Section 5-04.5 is supplemented as follows: "HMA Cl. 1/2" PG 64-22", per ton. The unit contract bid price for " HMA Cl. 1/2" PG 64-22" shall include the construction and sealing of all HMA cold joints with AR 4000, and the application of soil residual herbicide in areas having granular base. Application of soil residual shall not be required in areas of non - permeable base such as paving over cement concrete or asphalt treated base. 5-05 CEMENT CONCRETE PAVEMENT 5-05.1 Description Section 5-05.1 is supplemented with the following: This Work shall consist of the placement of a 9 inch cement concrete roadway surface over a prepared base at the locations shown on the Plans and in accordance with these Special Provisions, the Plans and the Standard Plans. 5-05.3 Construction Requirements 5-05.3(4)A Acceptance of Portland Cement Concrete Pavement Section 5-05.3(8)A is supplemented with the following: Testing and Inspection: The Owner will provide quality control testing and inspecting. For every 25 cubic yards of concrete poured, the following testing shall be completed: (1) Slump Test: Target slump is 4 inches and maximum slump is 6 inches. (2) Air Entrainment: Minimum = 3%, Maximum = 7%. For every 100 cubic yards of concrete poured, the following testing shall be completed: (1) 4"x8" compression cylinders: (1) broke @ 7 days, (2) broke @ 28 days, (1) Hold 5-05.3(11) Finishing Paragraphs three through ten of Section 5-05.3(11) are deleted. Section 5-05.3(11) is supplemented with the following: Finishing of concrete shall be completed in accordance with Section 8-14.3(3) of the WSDOT Standard Specifications and these Special Provisions. See Architectural drawings Waterfront Development Project - Phase 1 111-69 for final finish and texture locations. 5-05.3(23) Scored and Colored Cement Concrete - New Section Add the following new section: Use colored and/or imprinted Class 3000 concrete, including color matching joint material, when specified or shown on the Plans. Color and finish to be as shown on the Plans or as directed by the Engineer. Scored Cement Concrete: Concrete shall be placed in accordance with Section 5-05.3 of the WSDOT Standard Specifications. Scoring lines shall be constructed at the locations and spacing intervals shown on the Plans. Scoring lines shall not vary from the specified or indicated line by more than 1/2 -inch. Scoring lines shall have continuity between concrete panels. Scoring shall be achieved through the use of preapproved scoring tools. Colored Cement Concrete Treatment: Colored cement concrete is defined as additional work necessary to color cement concrete with a color. All coloring agents shall produce a color conforming to the Federal Standard 59513. The color shall be as indicated in the Contract. Color pigments shall be of high quality iron oxides conforming to ASTM C 979. The dosage shall not exceed 10 percent by weight of cementitious material in the concrete mix design. Color admixtures for integrally colored concrete shall be certified by the manufacturer as meeting the requirements of ASTM C 979 - Pigments for Integrally Colored Concrete and shall be packaged such that one dose is the proper dosage for one cubic yard of concrete. The Contractor shall submit technical data and manufacturer's Specifications for colored concrete components and a proposed plan for mixing, delivery, placement, finishing, and curing of the colored concrete. This plan shall be submitted to the Engineer for approval at least 10 Working Days prior to constructing the test panel. The Contractor shall monitor the water content, weight of cementitious materials, and size, weight, and color of aggregate to maintain consistency and accuracy of the mixed colored concrete. The Contractor shall schedule delivery of concrete to provide consistent mix times from hatching until discharge. No water shall be added after a portion of the batch has been discharged. When more than one concrete pump is used to place concrete, the Contractor shall designate the pumps to receive colored concrete. The designated pumps shall receive only colored concrete throughout the concrete placement operation. Waterfront Development Project - Phase 1 111-70 Consistent finishing practices shall be used to ensure uniformity of texture and color. The curing compound used for curing colored concrete surfaces shall be clear or match the color of the colored concrete and shall be manufactured specifically for colored concrete. Curing compounds containing calcium chloride shall not be used. The time between completing surface finishing and applying curing compound shall be the same for each colored concrete component. Unless approved manufacturer's recommendations differ: 1. Apply color admixtures and dry shake additives at the manufacturers recornmended dosage rate. This rate is to remain constant for all batches of concrete produced. Prior to placing concrete, protect adjacent surfaces and structures from spatters. Once a portion of the batch has been placed, no additional water shall be added to the remaining batch. 2. To integrally color the concrete, introduce the color additive into the mixer drum in a manner recommended by the manufacturer. The quantity of concrete being delivered shall be no less than one-third the capacity of the mixer drum. Batch the concrete in full cubic yard increments. 3. After the concrete is placed, apply a color matching hardener evenly to the plastic surface by the "dry shake" method as recommended by the manufacturer. Color Matching Joint Material: When specified for any location, use a color matched caulking compound designed for joint sealing. Install pre -molded resilient joint filler where the sidewalk line intersects a building, walk, permanent structure or other location designated by the Engineer, to within 1 -inch of the top of the slab. Caulk the top 1 -inch of the joint with color matching caulking compound. Test Panels: Prior to start of work, the Contractor shall show evidence of successful completion of similar installations. The Contractor shall construct a job site test panel at least 10 Working Days before placing patterned and/or colored concrete. The test panel shall be 20 feet wide by 20 feet long by 6 inches thick minimum. Test Panel finish, color and scoring pattern shall be as directed by the Engineer. Test Panel shall be constructed at the location as shown on plans or as otherwise directed by the Engineer. As many test panels will be constructed as are necessary to produce a sample panel that meets the approval of the Engineer. The permanent work shall be consistent with the appearance of the approved test panel(s) as determined by the Engineer. The test panel(s) shall not be incorporated into the work and shall be disposed of by the Contractor when ordered by the Engineer. The test panel approved by the Engineer shall be used as the standard of comparison in determining acceptability of concrete surfaces. Waterfront Development Project - Phase 1 111-71 5-0.5 Payment Section 5-05.5im supplemented with the following: The unit contract price per cubic vuzd for "Cement Concrete Pavement" shall be bd| compensation for all costs incurred to carry out the requirements of Section 5-05, except for those oomio included in other items, which aro included in this subsection and are included in the Proposal. All costs associated with furnishing, ybmbug,fiuiobingundouri colored orscored oconeut concrete shall beincluded iothe unit bid item "Cement Concrete Puvcnzout" "Corrosion Resistant Dowel Bar l8",per each. "Corrosion Resistant Dowel Bar - 42", per each. Waterfront Development Project- Phooe1 111 -72 DIVISION 6 CONCRETE STRUCTURES 6-02 CONCRETE STRUCTURES 6-02.1 Description Section 6-02.1 is supplemented with the following: This work consists of providing and installing precast concrete panels as terrace seating tops, planter copings, stair risers and treads, and vertical wall veneer cladding. 6-02.2 Materials Materials shall meet the requirements of the following sections Precast Concrete Panels 9-12.3 6-02.3 Construction Requirements 6-02.3(1) Classification of Structural Concrete The first paragraph of Section 6-02.3(1) is revised to read: The class of concrete to be used shall be as noted in the Plans and these Specifications. The numerical class of concrete defines the specified minimum compressive strength at 28 days in accordance with AASHTO T22 and the letter designation for the following class of concrete identifies the specific use; P for piling applications, W for Underwater applications, and D for Deck applications. The concrete for the structure shall be Class 5000W. 6-02.3(2) Proportioning of Materials Section 6-02.3(2) is revised to read: The total soluble Chloride ion (Cl-) content of the mixed concrete shall not exceed 0.06 percent by weight of cementicious material for prestressed concrete nor 0.10 percent by weight of cementicious material for reinforced concrete. An initial evaluation may be obtained by testing individual concrete ingredients for total chloride ion content per AASHTO T 260 and totaling these to determine the total water soluble Chloride ion (Cl-) or the total water soluble Chloride ion (Cl-) in accordance with ASTM C 1218. Unless otherwise specified, the Contractor shall use Type I or 11 Portland Cement in all concrete as defined in Section 9-01.2(1) and be low alkali cement according to Section 9- 01.2(3). All structural components shall be Type 11 cement or combination of Type I mixed Waterfront Development Project - Phase 1 111-73 with fly ash. The use of fly ash is required for Class 5000 concrete. Ground granulated blast furnace slag shall not be used. Fly ash shall be combined with cement at the batch plant or during production of cement in accordance with ASTM C595, Type IP cement. Fly ash, if used, shall not exceed 35 percent by weight of the total cementicious material and shall conform to Section 9-23.9. The water/cement ratio shall be calculated on the total weight of cementicious material. The following are considered cementicious materials: Portland Cement, fly ash, ground granulated blast furnace slag, and microsilica. As an alternative to the use of fly ash, a Blended Hydraulic Cement Type IP (MS) per Section 9-01.2(4) may also be used. 6-02.3(2)A Contractor Mix Design Section 6-02.3(2)A is revised to read: The Contractor shall provide a mix design in writing to the Engineer for all classes of concrete specified in the Plans except those accepted based on a Certificate of Compliance. No concrete shall be placed until the Engineer has reviewed the mix design. The design mix shall meet the aesthetic and structural requirements in accordance with ACI 211.1 unless otherwise specified. The water -cement ratio (or water -cement plus fly ash ratio) shall not exceed 0.40. Use F'cr as a basis for selecting concrete proportions as set forth in ACI 301. F'cr shall be equal to F'c plus 1,200 when data is not available to establish standard deviation. Air entrainment shall be used in all concrete. Water reducers shall be used in all concrete. High range water reducers (Superplastizicers) shall be approved by the Engineer and the Contractor shall control slump and workability according to Section 6-02.3(4)C. The color shall be as directed by the architect. 6-02.3(11) Curing Concrete The first paragraph of Section 6-02.3(1.1) is revised to read: After placement and finishing, concrete surfaces shall be cured as follows: 1. Bridge roadway slabs (except those made of concrete Class 4000D or greater), flat slab bridge superstructures, bridge sidewalks, box culvert tops, roofs of cut and cover tunnels — curing compound covered with white, reflective type sheeting or continuous wet curing. Curing by either method shall be at least 10 days. Waterfront Development Project - Phase 1 111 - 74 2. Class 4000D and 5000W concrete (regardless of structure type) — two coats of curing compound and continuous wet cure using heavy quilted blankets or burlap for 14 days. 3. All other concrete surfaces (except traffic barriers and rail bases) — continuous moisture for at least three days. When continuous moisture or wet curing is required, the Contractor shall keep the concrete surfaces wet with water during curing. 4. All curing compound shall be non -staining and not adversely affect the architectural finishes. 6-02.3(12) Construction Joints The second paragraph of Section 6-02.3(12) is revised to read: All construction joints shall be formed neatly with grade strips or other approved methods. The Contracting Agency will not accept irregular or wavy pour lines. Wire mesh forming material shall not be used. All joints shall be horizontal, vertical, or perpendicular to the main reinforcement, or as indicated in the Plans. The Contractor shall not use an edger on any construction joint, and shall remove any lip or edging and bevel visible edges to match appearances of the adjacent joints prior to making the adjacent pour. 6-02.3(14) Finishing Concrete Structures The first paragraph of Section 6-02.3(14) is replaced by the following: All concrete shall show a smooth, dense, uniform surface after the forms are removed. If it is porous, the Contractor shall bear the cost for repairing it. The Contractor shall clean and refinish any stained, cracked, or discolored surfaces that may have resulted from their work or construction delays. The Contractor shall finish concrete surfaces with textures, colors, and joints as directed by the Architect. The walking surface of the esplanade shall be a textured non -slip broom finish in accordance with Section 8-14.3(3) of the Standard Specifications and these Special Provisions. All exposed surfaces shall be Class I finishes or as otherwise directed. All unexposed surfaces may be Class 2 finishes. Test panels shall be constructed for each different type of slab finish (e.g., color, tint, pattern, texture, etc.) in accordance with Section 5-05.3(23) of these Special Provisions. Panels shall show edge conditions and the Contractor shall keep the panels in an undamaged condition available for inspection until substantial completion of the project. The Contractor shall develop a concrete repair plan with the material manufacturer prior to starting actual work or repair work. The plan must show how finish color and textures will blend with adjacent surfaces. The Contractor shall obtain approval from the Engineer and Architect before performing any repair. The Contractor shall obtain quantities of repair material and manufacturer's detailed instructions for use to provide repair with finish to match adjacent surface or apply sufficient repair material adjacent to repair to blend finish Waterfront Development Project - Phase 1 111-75 appearance. Repair of concrete shall provide structurally sound finish and uniform appearance. Structurally repair cracks wider than 0.015 inches with epoxy pressure injection methods. Use two -component structural epoxy adhesive for injection into cracks for bonding. The crack repair epoxy manufacturer shall be approved by the Engineer before crack repair work is performed. The Contractor shall submit materials, methods, and equipment operating parameters for approval. Excess epoxy shall be cleaned from exposed surfaces. The Contractor shall repair defective areas by removing heavily honeycombed and defective areas to a depth of sound concrete. Small holes caused by air entrapment at the surface of forms shall not be considered defective unless the amount is significantly greater than those in the pre -approved mock-up panel. If chipping is required, make edges perpendicular to the surface with a minimum of 1/2 -inch in depth. Do not feather edges. Pre-soak the area with water for 24 -hours and apply bonding agent on the area and non -shrink patching mortar. Cure the patching mortar per Manufacturer's recommendations. Metal objects not intended to be exposed in as -built condition of the structure including wire, nails, and bolts, shall be removed by chipping back concrete to a depth of I -inch and then cut or remove the metal object and patch the area of chipped out concrete as specified herein. Blockouts at pipes, conduits, vaults, and other objects or penetrations shall be installed per details shown in the Plans. Alternatives may be submitted to the Engineer for review and approval. The Contractor shall not cut reinforcing steel without prior approval of the Engineer. At penetrations through walls, unless otherwise noted, provide PVC pipe sleeves sized at least 2" (nominal) larger than pipe; center pipe within the sleeve and fill the gap with compressible ethafoam material. 6-02.3(16) Plans for Falsework and Formwork Section 6-02.3(16) is revised to read: Vacant. 6-02.3(16)A Nonpreapproved Falsework and Formwork Plans Section 6-02.3(16)A is revised to read: Vacant. 6-02.3(16)B Preapproved Formwork Plans Section 6-02.3(16)B is revised to read: Vacant. Waterfront Development Project - Phase 1 111-76 6-02.3(17) Falsework and Formwork The first sentence of the third paragraph of Section 6-02.3(17) is revised to read: Concrete forms shall be mortar tight, and water tight for the esplanade, true to the dimensions, lines, and grades, of the structure. Section 6-02.3(17) is supplemented with the following: Form surfaces shall be prepared prior to placing concrete. The Contractor shall thoroughly clean form surfaces that will be in contact with concrete or that have been in contact with previously cast concrete, dirt, seawater, and other surface contaminants prior to coating the surface. Exposed wood forms in contact with concrete shall be coated with a form release agent. Form release agent shall be applied to steel forms as soon as they are cleaned to prevent discoloration of concrete from rust. Forms with damaged surfaces shall not be reused. 6-02.3(17)C Falsework and Formwork at Special Locations Section 6-02.3(17)C is revised to read: Vacant. 6-02.3(17)N Removal of Falsework and Forms Section 6-02.3(17)N is supplemented with the following: Formwork not supporting the weight of concrete (i.e., side faces and similar parts of the work) may be removed after cumulatively curing at not less than 50 degrees F for 24 hours from the time of concrete placement if the concrete is sufficiently hard so as not to sustain damage by form removal operations, and curing and protection operations are maintained. The forms and shoring shall be left in place as specified herein and as specified in accordance with ACI 318, Chapter 6, and until concrete has reached compressive strength equal to 50 percent of the specified 28 -day compressive strength as determined by test cylinders. 6-02.3(24)C Placing and Fastening The first sentence of paragraph 14 of Section 6-02.3(24)C is revised to read: Clearances shall be at least: 3 -inches between: All bars and the face, top, bottom, or back of any concrete including pile caps and grade beams exposed to the action of salt water. Waterfront Development Project - Phase 1 111-77 2 -inches between: All bars and the face, top, and bottom of slabs. 6-02.3(24)E Welding Reinforcing Steel Section 6-02.3(24)E is revised to read: Vacant. 6-02.3(28) Precast Concrete Panels Section 6-02.3(28) is supplemented with the following: Unless otherwise indicated, precast concrete panels shall have a finish and texture as noted on drawings. Contractor shall take particular care to install mortar joints at regular intervals to match joints in cast in place concrete or as shown on Plans. Precast concrete panels shall be installed plumb and level both vertically and horizontally where shown on Plans. Size precast concrete panels as noted on Plans. Precast concrete panel shall be installed using mortar as recommended for this type of installation. Precast Concrete Panel configuration, are to be a parallelogram with surface finish as shown on plans. The following are the types of panels to be provided and installed: Installed horizontal Stair Type A: Upper Terrace step Type B: Lower Terrace step Type C: Lower Bench Type D: Planter /wall cap grooved Type E: Planter/wall cap smooth Type F: Stair (2 risers) Type G: Stair (3 risers) Type H: Stair (6 risers) Installed Vertical Type J: Veneer cladding 6-02.3(28)1 Erection The first paragraph of Section 6-02.3(28)1 is deleted. Section 6-02.3(28)1 is supplemented with the following: Waterfront Development Project - Phase 1 111-78 Before proceeding with any work, the Contractor shall inspect the site, carefully check all grades, and verify all dimensions and conditions affecting the work. The Contractor shall immediately notify the Engineer of any discrepancy on line and level. The Contractor shall install precast concrete panels per manufacturer's specifications and recommendations. The Contractor shall install precast concrete panels level and plumb at locations indicated on the drawings. 6-02.3(28)G Storage And Handling Section 6-02.3(28)G is supplemented with the following: Contactor shall deliver and store precast concrete panels in accordance with manufacturer's or supplier's written recommendations. 6-02.3(28)j Protection - New Section The Contractor shall protect precast concrete panels from vandalism and damage that might be incurred by construction traffic, paint spatter, construction damage, equipment, and persons. The Contractor shall repair any damage to finishes per manufacturer's instruction and recommendation. 6-02.3(28)K Clean -Up - New Section The Contractor shall keep work areas reasonably clean and free of debris during progress of work until completion. Contractor shall dispose of all surplus, waste materials, and rubbish according to laws, regulations, and ordinances. Contractor shall provide certification from disposal site operator stating that disposal site complies with all governmental regulations. 6-02.4 Measurement Section 6-02.4 is supplemented with the following: "Precast Concrete Panels — Type A, B, C, D" shall be measured per square foot. "Precast Concrete Panels — Type E, F shall be measured per square foot. "Precast Concrete Panels — Type F" shall be measured per each. "Precast Concrete Panels — Type G" shall be measured per each. "Precast Concrete Panels — Type H" shall be measured per each. The last paragraph of Section 6-02.4 is revised to read: Waterfront Development Project - Phase 1 111-79 All reinforcing steel will be considered incidental to the separate lump sum superstructure bid item. The Contractor shall furnish (without extra allowance): 1. Spreaders, form blocks, wire clips, and other fasteners. 2. Extra steel in splices not shown in the Plans. 3. Extra shear steel at construction joints not shown in the Plans when the Engineer permits such joints for the Contractor's convenience. 6-02.5 Payment Section 6-02.5 is revised to read: Payment will be made in accordance with Section 1-04.1, for each of the following bid items that are included in the proposal: All costs in connection with furnishing, fabricating, and placing reinforcement steel, steel reinforcing bar, epoxy coated steel reinforcing bar, and constructing all concrete, expansion joints, bolts, minor metal parts, framing, holes for vents, grout, shims, blockouts, weep holes, grating, shimming shall be included in the unit contract price per lump sum. "Superstructure (Esplanade)", lump sum. "Gravel Backfill for Foundation Class A", per ton. "Gravel Backfill for Wall", per ton. Payment for concrete that fails to meet acceptance level requirements but meets structural adequacy requirements shall be adjusted in accordance with section 6-02.3(5)L and using the standard unit prices set forth therein. The calculated adjustment shall be subtracted from the lump sum item "Superstructure (Esplanade)". Section 6-02.5 is supplemented with the following: "Precast Concrete Panels — Type A, B, C, D", per square foot. "Precast Concrete Panels — Type E, J", per square foot. "Precast Concrete Panels — Type F", per each. "Precast Concrete Panels — Type G", per each. "Precast Concrete Panels — Type H", per each. The unit Contract price for precast concrete panels shall be full pay for all materials, labor, Waterfront Development Project - Phase 1 111-80 tools, equipment and supplies necessary to complete the Work as specified or shown on the Plans. 6-03 STEEL STRUCTURES 6-03.3(1) Protective Coating Section 6-03.3(1) is revised to read: All miscellaneous carbon steel fabrications, including all fasteners, and excluding steel pipe pile, shall be hot dipped galvanized in conformance with ASTM A 123 Thickness Grade 100, A 143, A 153, A 384, and A 385. Stainless steel items shall not be galvanized. Galvanized items, insofar as practicable, after fabrication is complete shall be painted. All exposed items (including the grating support frame) shall be painted after galvanizing according to colors, textures, shades, and sheens as directed by the Architect. Galvanizing, damaged accidentally or due to field welding, shall be restored with field - applied galvanizing in accordance with ASTM A 780 (repair using zinc -based alloys). Zinc rich paints are not acceptable. Surface preparation and application shall be strictly per the Manufacturer's specifications and recommendations. 6-05 PILING 6-05.3(5) Manufacture of Steel Piles Section 6-05.3(5) is supplemented with the following: Steel pipe piles shall conform to the requirements of ASTM A252 Grade 2, except that the yield strength shall be a minimum of 50 ksi as required by the Drawings. Steel pipe piles shall be manufactured to the outside diameter, wall thickness, lengths and quantities required by the Drawings. The dimensional tolerance requirements and testing of the piles shall be per this section. Steel pipe piling shall be helical (spiral) welded with complete joint penetration seam and butt weld, welded per AWSD 1. 1. Steel pipe piling shall be manufactured in conformance with the dimensional and fabrication tolerances for thickness and ovality indicated in ASTM A139. The diameter tolerance of the piling shall be the lesser of the tolerances defined in ASTM A139 and ± 1/8 inch. The straightness of the piling is not to exceed 0.002 times the length. The carbon equivalency (CE) of steel for steel pipe piles, as defined in Section AWS D1.1, Section X15.1, shall not exceed 0.45. The sulfur content of steel for steel pipe piles shall not exceed 0.05 percent. Waterfront Development Project - Phase 1 111-81 Fabrication inspection requirements at the manufacturing plant are as follows: 100% of weld shall be visually inspected to AWS D1.1, Section 6, visual inspection criteria. 2. Inline ultrasonic testing shall be performed on 100% of the seam welds per ASTM A53. 3. All indications for all piles found with inline ultrasonic testing shall be delineated by AWS D 1. 1, Section 6 for statically- loaded, non -tubular connections. 4. Coil splices for all piles shall receive 100% inline ultrasonic testing per ASTM A53 with indications delineated per AWS D1.1, Section 6 for statically- loaded, non -tubular connections. 5. Destructive tests shall be performed on one section for each 2,000 feet of pipe or fraction thereof. The tests to be conducted are all follows: a. One tensile test of the base metal. b. Two tensile tests across the weld. c. One side bending test. d. Three etch tests at the beginning of each size rolling. 6. Stenciling of pipe shall be per ASTM A252. 6-05.3(6) Splicing Steel Casing and Steel Piles Section 6-05.3(6) is supplemented with the following: Fabrication/Erection inspection requirements outside of the manufacturing plant including shop and field circumferential butt splices are as follows: I. Each welder shall be tested prior to engaging in welding, by welding a similar size and grade of piling and having 100% of the circumference of the weld nondestructively tested (NDT) per AWS D1.1 with indications delineated for each pile type as noted before. This test can be performed either on a test section or on the welders' first permanent pile splice. a. If the welder passes the initial test, that welder can produce welds on the piling with testing as required below. b. Welders failing the NDT will not be permitted to weld piling without additional welds being subject to further NDT testing. If repairs are required in a portion of the test weld, additional NDT shall be performed on 100% of the welder's subsequent splices If the test weld is on a permanent pile splice, repair of the weld shall be per these Special Provisions. 2. 100% of the circurnference of all welds shall be visually inspected to AWS D1.1, Section 6, visual inspection criteria. Waterfront Development Project - Phase 1 111-82 3. For each pile splice, 100 percent of the length of each circumferential butt splice weld joining lengths of pipe shall be nondestructively tested (NDT) by either radiographic, radioscopic, real time imaging systems, or ultrasonic methods that are in conformance with the requirements of AWS D 1.1. 4. The acceptance and repair criteria for all piles shall conform to the requirements of AWS D 1. 1, Section 6, for statically -loaded, non -tubular connections. 5. If repairs are required in a portion of the weld, additional NDT shall be performed on 100% of the welders subsequent splices. Additional NDT shall be made on both sides of the repair for a length equal to 10 percent of the length of the pipe outside circumference. Welds may be repaired no more than twice. If a third failure occurs the complete circumference of the weld shall be removed including the material at least 1/2 inch on either side of the weld. The joints shall then be prepared and re -welded. Alternatively, the Engineer of Record shall be notified for direction. Records verifying that this fabrication shop testing was accomplished and that all materials and tested welds were in conformance with these specifications shall be submitted by the Fabricator to the Design -Builder with the manufacturers' mill certificates. 6-05.3(16) Painting and Protective Coatings - New Section: The exterior surfaces of all steel pipe piles shall be coated with one coat (DFIF of 20.0 mils) of 2 - Part Coal Tar Epoxy. Primer shall be as recommended by the manufacturer. Materials selected for coating systems shall be the product of a single manufacturer. Materials not specifically noted but required for the work shall be the product of the approved paint manufacturer. The coatings shall be applied to the top 20 feet (minimum) of each of the exposed steel pipe piles that support the grating. At all other piles, the coating shall be applied to the top 10 feet (minimum) of the pile. Steel pipe pile shall be painted standard black. The manufacturer's identification numbers and specifications shall be provided to the Engineer for review and approval. If the Contractor desires to use an alternate manufacturer's materials or methods of application, the Contractor shall submit in writing to the Engineer for review and approval prior to procurement of material. Substantial technical data shall be submitted. Approval will not be granted unless, in the opinion of the Engineer, the quality of finished construction will be equal to that intended. Substitutions shall be at no additional cost to the Owner. The Contractor shall apply the paints in accordance with the manufacturer's recommendations as to the application, weather, and temperature conditions. The Contractor shall use clean brushes when applying paint, spread paint materials evenly without runs, sags, laps, brush marks, variations in color, texture, or sheen, and without holidays. The Contractor shall refinish any work judged defective at no cost to the Owner and repair all work damaged during transportation and construction. Leave finishes clean, completely covered, uniform in appearance, and to the Engineers satisfaction. Surfaces to be painted shall be prepared per SSPC-SPIO, near -white blast cleaning. The number of coats shall be the number to make an even consistent finish but not less than two. The Waterfront Development Project- Phase 1 111-83 Engineer shall measure paint thickness at pile delivery. If areas are found that are not sufficient thicknesses as specified herein, the Engineer may require additional coats as needed to meet the minimum thickness required. Additional coats shall be at no cost to the owner. The dry film thickness shall be no less than 16 mils (0.016 inch). Measurement of dry paint thickness on metal surfaces shall be accomplished by means of magnetic gages as described in SSPC-PA2. Damaged paint films shall be restored immediately to their original thickness, after thoroughly cleaning and necessary surface preparation. Areas damaged due to field welding must be touched up immediately upon completion of welding. All Work necessary for cleaning and painting shall be subject to the requirements of Section 6- 07 and will be paid for as specified in Section 6-07.5. 6-06 RAILING SYSTEMS Section 6-06 is renamed to be Railing Systems 6-06.1 Description Section 6-06.1 is revised to read: This work consists of providing and installing of railing systems that meet the requirements of the Plans, these Specifications and the Engineer. 6-06.2 Materials Section 6-06.2 is supplemented with the following: Architectural Railing Systems 9-06.19 6-06.3 Construction Requirements 6-06.3(1) General Section 6-06.3(1) is supplemented with the following: Before proceeding with any work, the Contractor shall inspect the site, carefully check all grades, and verify all dimensions and conditions affecting the work. The Contractor shall immediately notify the Engineer of any discrepancy on line and level. The Contractor shall install architectural railing systems per manufacturer's specifications and recommendations. The Contractor shall install architectural railing systems level and plumb at the locations indicated on the drawings. Waterfront Development Project - Phase 1 111-84 6-06.3(3) Architectural Railing Systems - New Section Unless otherwise indicated, architectural railing systems shall have a finish and texture as noted in Section 9-06.19 of these Special Provisions. Contractor shall take particular care to install vertical stanchions at locations and intervals as shown on Plans. The Contractor shall install architectural railing systems plumb and level at the locations shown on Plans. Architectural railing systems shall be installed with recommended attachments for this type of installation. Architectural railing systems configuration, are as follows: Handrail Cable guard railing system Glass guard railing system Aluminum guard railing system LED stainless steel handrail system 6-06.3(4) Delivery, Storage And Handling - New Section The Contractor shall store architectural railing systems in accordance with manufacturer's and/or supplier's written recommendations. 6-06.3(5) Protection - New Section The Contractor shall protect architectural railing systems from vandalism and damage that might be incurred by construction traffic, paint spatter, construction damage. equipment, and persons. The Contractor shall repair any damage to finishes per manufacturer's instruction and recommendation. 6-06.3(6) Clean -Up - New Section Contractor shall keep work areas reasonably clean and free of debris during progress of work until completion. Dispose of all surplus, waste materials, and rubbish according to laws, regulations, and ordinances. Contractor shall provide certification from disposal site operator stating that disposal site complies with all governmental regulations. 6-06.4 Measurement Waterfront Development Project - Phase 1 111-85 Section 6-06.4 is supplemented with the following: "Architectural Guard Railing systems — Handrail" will be measured per liner foot. "Architectural Guard Railing Systems — Cable Railing System" will be measured per liner foot. "Architectural Guard Railing Systems — Glass Railing System" will be measured per each. "Architectural Guard Railing Systems — Aluminum Railing System" will be measured per liner foot. "Architectural Guard Railing Systems — LED Stainless Steel Railing System" will be measured per liner foot. 6-06.5 Payment Section 6-06.5 is supplemented with the following: "Architectural Guard Railing Systems — Handrail", per liner foot. "Architectural Guard Railing Systems — Cable Railing System", per liner foot. "Architectural Guard Railing Systems — Glass Railing System", per each. "Architectural Guard Railing Systems — Aluminum Guard Railing System", per liner foot. "Architectural Guard Railing Systems — LED Stainless Steel Railing System", per liner foot. The unit Contract price for Architectural railing systems shall be full pay for all materials, labor, tools, equipment and supplies necessary to complete the Work as specified or shown on the Plans. Waterfront Development Project - Phase 1 111-86 DIVISION 7 DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS AND CONDUITS 7-01 DRAINS 7-01.5 Payment Section 7-01.5 is supplemented with the following: "Gravel Backfill for Drywells", per cubic yard. 7-04 STORM SEWERS 7-04.1 Description Section 7-04.1 is supplemented with the following: This Work consists of installing storm sewer lines, cleanouts and tidal gates in accordance with the Plans, Standard Specifications, these Special Provisions and the Standard Plans 7-04.3 Construction Requirements Section 7-04.3 is supplemented with the following: Tidal gates shall be installed in accordance with manufacturer's written Installation and Operation Manual and approved submittals.. Storm sewer cleanouts shall be installed per Section 7-19 of the Standard Specifications. 7-04.2 Materials Section 7-04.2 is supplemented with the following: Storm drain pipe and fittings, shall be PVC that comply with ASTM D3034, SDR 35. Pipe and fittings shall be furnished with bells and spigots, which are integral with the pipe wall and with a rubber gasket securely locked in place in the bell. Joints for PVC pipe shall conform to ASTM D 3212 using elastomeric gaskets conforming to ASTM F 477. Fittings for solid wall PVC pipe shall be injection molded, factory welded, or factory solvent cemented. Tidal Gates shall be Tideflex Checkmate valve or approved equal. Storm Drain Cleanouts shall conform to Section 7-19 of the Standard Specifications. Waterfront Development Project - Phase 1 111-87 7-04.4 Measurement Section 7-04.4 is supplemented with the following: Tidal Gates shall be measured per each installed. All costs associated with supplying, storing and installing tidal gates shall be incidental to the work. Storm Drain Cleanout shall be measured per each installed. All costs associated with pipe fittings, excavation and backfill necessary for the installation of the storm sewer cleanouts shall be incidental to the work. 7-04.5 Payment Section 7-04.5 is supplemented with the following: "Tidal Gate", per each. "Storm Drain Cleanout", per each. 7-05 MANHOLES, INLETS CATCH BASINS, AND DRYWELLS 7-05.1 Description Section 7-05.1 is supplemented with the following: This work shall consist of installing manhole frame and covers in accordance with the Plans, these Specifications and the Standard Plans. 7-05.2 Materials Section 7-05.2 is supplemented with the following: a. All manhole frames and lids shall be GMI 2600 Series, manufactured by GMI Composites, Inc., or approved equivalent. b. All castings shall be bituminous coated. c. Each manhole frame and cover shall be installed per the manufacturer's installation instructions. 7-05.3 Construction Requirements Section 7-05.3 is supplemented with the following: Waterfront Development Project - Phase 1 111-88 All manhole covers shall include imprinting as directed by Contracting Agency and be installed in accordance with the Plans, these Specifications and the manufacturer's installation instructions. All manhole frarnes shall be removed and replaced with GM1 2600 series frame or approved equal. 7-05.5 Payment The fourth paragraph of Section 7-05.5 is supplemented with the following: "Adjust Electrical Manhole Cover", per each. "Adjust Water Valve Box", per each. "Replace Manhole Cover", per each The unit Contract price per each for "Replace Manhole Cover" shall be full pay for all costs necessary to remove existing frame and cover, adjust Manholes to the correct elevation, furnish and install new frame and cover and all other costs associated with the Work at the locations shown on the Plans. The ninth paragraph of section 7-05.5 is deleted and replaced with the following: All costs associated with furnishing and installing quarry spall bedding for catch basins and inlets shall be measured and paid in accordance with the provisions of Section 8-15. All costs associated with piping and fittings inside of a catch basin shall be included in the unit Contract price for catch basins. 7-06 BIORETENTION - NEW SECTION 7-06.1 Description Section 7-06 describes work consisting of the installation of bioretention soil in bioretention cells intended to receive surface water runoff for detention, treatment and/or infiltration. 7-06.2 Materials Materials shall meet the requirements of the following sections: Bioretention Soil 9-14.1(4) Mineral Aggregate 9-03.16 Geotextile 9-33 Bark or Wood Chip Mulch 9-14.4(3) Unless otherwise specified, geotextile shall be Construction Geotextile for Separation, Nonwoven. Waterfront Development Project - Phase 1 111-89 Unless otherwise specified or shown on the Drawings, aggregates for the discharge subbase gravel shall meet the requirements of Mineral Aggregate Type 26 in Section 9-03.16(1) of these Special Provisions. Under -drains shall be slotted, thick-walled plastic pipe. The slot opening shall be smaller than the smallest aggregate gradation for the gravel filter bed to prevent migration of material into the drain. Under -drain pipe recommendation: 1. Minimum pipe diameter: 4 inches. 2. Slotted subsurface drain PVC per ASTM D1785 SCH 40. 3. Slots shall be cut perpendicular to the long axis of the pipe and be 0.04 to 0.069 inches by I inch long and be spaced 0.25 inches apart (spaced longitudinally). Slots should be arranged in four rows spaced on 45 -degree centers and cover 1/z of the circumference of the pipe. Light Duty Dome Grate shall be Hancor 1299CGD or approved equivalent. Area drain shall be Hancor 2812AG or approved equivalent. 7-06.3 Construction Requirements 7-06.3(1) General Runoff shall not be allowed to enter the bioretention cell in accordance with Sections 1-07.15 and 8-01, until authorization is given by the Engineer. Bioretention soil shall be protected from all sources of additional moisture at the Supplier's site, in covered conveyance, and at the Project Site until incorporated into the Work. When the Contract specifies testing by a Conti -actor provided testing laboratory, the laboratory shall be a Seal of Testing Assurance (STA), AASHTO, ASTM or other standards organization, as designated in the contract, accredited laboratory with current and maintained certification. The testing laboratory shall be capable of performing all tests to the standards specified, and shall provide test results with an accompanying Manufacturer's Certificate of Compliance. 7-06.3(1)A Submittals for Bioretention Soil Mix At least 10 Working Days prior to placement of Bioretention Soil, the Contractor shall submit to the Engineer the following in accordance with Section 1-05.3: 1. Grain size analysis results of the Mineral Aggregate for bioretention soil (Section 9-03.16(2)) performed by an independent laboratory in accordance with ASTM D 422, Standard Test Method for Particle Size Analysis of Soils; 2. Quality analysis results for the compost for bioretention soil performed in accordance with STA standards, as specified in Section 9-14.4(8); Waterfront Development Project - Phase 1 111-90 3. Organic content test results of the bioretention soil mix. Organic content test shall be performed in accordance with Testing Methods for the Examination of Compost and Composting (TMECC) 05.07A, "Loss -On -Ignition Organic Matter Method"; 4. Five (5) gallon sample of the bioretention soil mix, including the following information: a. The Manufacturer's Certificate(s) of Compliance per Section 1-06.3 accompanying the test results from the Supplier of the bioretention soil mix, and (if different) the Suppliers of the mineral aggregate and compost components, including their names) and address(es); b. Description of the equipment and methods to mix the mineral aggregate and compost to produce bioretention soil; 5. The following information about the testing laboratory(ies): a. name of laboratory(ies) including contact person(s), b. address(es), c. phone contact(s), d. e-mail address(es); e. qualifications of laboratory and personnel including date of current certification by STA, ASTM, AASHTO, or approved equal. Second sample and Supplier information, for comparison by the Engineer with bioretention soil mix and delivery tickets actually delivered during the project, shall be maintained by the Contractor at the project site as follows: 1. 5 gallon sample of the same mixed bioretention soil; and 2. Copy of the names and address of Supplier(s) of the mixed bioretention soil, aggregate and compost components 3. Test results submitted for the mixed bioretention soil, the Mineral Aggregate, and the compost, along with the accompanying Manufacturer's Certificate of Compliance. If the source of any Material included in the bioretention soil mix design changes, including compost stock pile, than a new mix design shall be submitted. 7-06.3(2) Bioretention Cells Bioretention cells shall be constructed as shown on the Plans. 7-06.3(2)A Grading and Placement for Bioretention Cells Waterfront Development Project- Phase 1 111-91 The Contractor shall not start bioretention cell grading until the Project Site draining to the bioretention area has been stabilized and authorization is given by Engineer. No heavy equipment shall operate within the cell once bioretention cell excavation has begun, including during excavation, backfilling, tree pit preparation, mulching, or planting. At the locations shown on the Drawings, bioretention cells shall be excavated to accommodate the placing of bioretention soil and, if applicable, Mineral Aggregate type for discharge subbase gravel as shown on the Drawings. The Contractor shall provide the Engineer the opportunity to inspect the excavation prior to placement of any material or subgrade soil scarification. The Contractor shall place bioretention soil loosely with a conveyor belt, unless otherwise approved by the Engineer, and, if shown, place Mineral Aggregate for discharge subbase gravel upon a prepared subgrade in accordance with these Specifications and in conformity with the lines, grades, depth, and typical cross-section shown in the Drawings or as established by the Engineer. After excavation to subgrade, if any sediment laden runoff has entered the cell, the sediment deposition shall be removed by over -excavating the cell by a 3 -inch minimum. An additional 3 - inches of bioretention soil shall be placed at the Contractor's expense. The Contractor shall scarify the surface of the subgrade to a minimum depth of 3 inches prior to placement of bioretention soil or Mineral Aggregate for discharge subbase gravel, if applicable. Where shown on the Drawings, the Contractor shall place Construction Geotextile for Separation in accordance with section 2-12. Where shown on the Drawings the Contractor shall place an Area Drain, Dome Grate, and an Underdrain Pipe in the bioretention cell. Under -drains shall be sloped at a minimum of 0.5 percent unless otherwise specified by an Engineer. Under -drain shall be placed on a bed of Type 26 aggregate with a minimum thickness of 6 inches and covered with Type 26 aggregate to provide a 1 -foot minimum depth around the top and sides of the Underdrain Pipe. Where shown on the Drawings, the Contractor shall place Mineral Aggregate for discharge subbase gravel in loose lifts and rake Mineral Aggregate to final grade. If applicable, after placement of Mineral Aggregate for discharge subbase gravel, if any sediment laden runoff has entered the cell, the sediment deposition shall be removed by excavating Mineral Aggregate in the cell by a 3 -inch minimum and replacing it with clean Mineral Aggregate at the Contractor's expense. Prior to placement of wood chip mulch in each cell, the Contractor shall notify the Engineer to inspect the bioretention cell. If any sediment laden runoff has entered the cell, the Contractor shall remove the top 3 inches of bioretention soil and replace with bioretention soil per design, at the Contractor's expense. Waterfront Development Project - Phase 1 111-92 Wood chip mulch shall be placed with a maximum depth of 3 inches and will not be grass clippings or pure bark. Excavation within 6 -inches of final native soil grade shall not be permitted if the Project Site soil is frozen, has standing water, or has been subjected to more than 1/2 inch of precipitation within 48 hours. No Materials or substances shall be mixed or dumped within the cell area that may be harmful to plant growth, or prove a hindrance to the planting or maintenance operations. The finished elevation shall be one I inch below walks, curbs, pavements and driveways, unless adjacent to a bermed area. Upon completion of finish grading work, all excess Material shall be removed from the Project Site and disposed of accordingly. 7-06.3(3) Bioretention Soil Placement The Contractor shall not place bioretention soil until the Project Site draining to the bioretention area has been stabilized and authorization is given by Engineer. Soil placement and consolidation shall not occur when the bioretention soil is excessively wet. Mixing or placing bioretention soil shall not be allowed if the area receiving bioretention soil is frozen, excessively wet or saturated or has been subjected to more than 1/2 -inch of precipitation within 48 -hours prior to mixing or placement. The Engineer will have final authority to determine if wet or saturated conditions exist. The Contractor shall not place bioretention soil until the soil mix delivery ticket(s) have been reviewed and accepted by the Engineer. At first delivery of bioretention soil, and for deliveries thereafter as determined by the Engineer, the Contractor will make available to the Engineer: 1. 5 gallon sample of bioretention soil described in 7-06.3(1)A Submittals, for comparison with the delivered soil. 2. Manufacturer's Certificate(s) of Compliance and test results described in 7-06.3(1)A Submittals, for comparison with the delivery tickets to verify the Suppliers. 3. Access to the delivered bioretention soil, before placement, to verify that it is homogeneously mixed and matches the submitted sample. The Engineer may stop bioretention soil delivery and placement if he determines that the delivered soil does not appear to match the submittals, and require sampling and testing of the delivered soil, before authorizing bioretention soil placement. If testing is required, the Contractor shall be required to demonstrate that the delivered soil has organic matter content between 5 and 9 percent. Organic content test shall be performed in accordance with Testing Methods for the Examination of Compost and Composting (TMECC) 05.07A, "Loss -On -Ignition Organic Matter Method". Place bioretention soil specified for landscape areas loosely using a conveyor belt, unless otherwise approved by the Engineer. Soil shall be placed in lifts with a maximum thickness of 12 inches to the height shown and detailed on the Plans. Each lift shall be compacted to a relative Waterfront Development Project - Phase 1 111-93 compaction of 80-85 percent of modified maximum dry density. Compaction can be achieved by "boot packing" (walking over all areas of each lift), and then applying 0.2 inches of water per I inch of bioretention soil depth. Water for settling shall be applied by spraying or sprinkling. Final soil depth shall be measured and verified only after the soil has been consolidated. Bioretention soil shall be added until final depth is achieved. Rake soil to final grade. Cell shall be consolidated or compacted as specified above, and approved by Engineer prior to planting. 7-06.4 Measurement Bid items of Work completed pursuant to the Contract will be measured as provided in Section 1-09.1, Measurement of Quantities, unless otherwise provided for by individual measurement paragraphs here in this Section. "Bioretention Soil" shall be measured per cubic yard in place. " Mineral Aggregate Type 26 " shall be measured per cubic yard in place. "Light Duty Dome Grate" shall be measured per each. "Construction Geotextile for Separation" shall be measured per square foot installed. "Slotted Dual Wall HDPE Underdrain Pipe" shall be measured per linear foot installed. "Area Drain" shall be measured per each installed. Measurement for grading will not be made. 7-06.5 Payment Compensation for the cost necessary to complete the Work described in Section 7-06 will be made at the Bid item prices Bid only for the Bid items listed or referenced as follows: "Bioretention Soil ", per ton or cubic yard. The Bid item price for "Bioretention Soil " shall include all costs for the work necessary to furnish, place, compact, grade, shape, and mix Bioretention Soil. "Mineral Aggregate Type 26", per cubic yard per Section 4-01. "Construction Geotextile for Separation", per square yard per Section 2-12. "Light Duty Dome Grate", per each. " Construction Geotextile for Separation ", per square yard. "Slotted Dual Wall HDPE Underdrain Pipe", per linear foot. Waterfront Development Project - Phase 1 111-94 "Area Drain", per each. No separate payment will be made for finish grading work required to hand grade Bioretention Cells to final shape as specified. 7-10 CB HYDRAULIC CONNECTIVITY - NEW SECTION 7-10.1 Description The work shall consist of verifying and documenting the hydraulic connection and flow path through the existing structures shown on the plans. In addition, the work shall include documenting measure -down depths to the invert elevations of existing pipelines and piping penetrations for existing structures and pipelines indicated on the Plans. The Contractor shall submit to the Engineer for approval a plan for testing the hydraulic connectivity of said structures and for measuring pipeline elevations with minimal impact to traffic. Following approval by the Engineer, the Contractor shall perform the work indicated in the plan and shall submit legible documentation of the results to the Engineer. 7-10.2 Materials Final documentation shall include plan view drawings to identify locations and structures, as well as detail sheets to show flow paths and measure -down depths. 7-10.3 Construction Requirements Sequencing of the work shall be as required in Section 1-08.4. 7-10.4 Measurement No specific unit of measurement will apply to the lump sum item of "CB Hydraulic Connectivity". 7-10.5 Payment "CB Hydraulic Connectivity", lump sum. 7-17 SANITARY SEWERS 7-17.3 Construction Requirements Section 7-17.3 is supplemented with the following: Contractor shall verify that no sewer is being installed within 10 lateral feet and 18 vertical inches of a water line. Where crossings do occur, the sewer pipe is to be located so that both Waterfront Development Project - Phase 1 111-95 joints are as far from the water main as possible and the sewer pipe shall be encased in an AWWA PVC C900, Pressure Class 150, DR 18 pipe. Waterfront Development Project- Phase 1 111-96 DIVISION 8 MISCELLANEOUS CONSTRUCTION 8-01 EROSION CONTROL AND WATER POLLUTION CONTROL 8-01.3(5) Placing Plastic Covering Section 8-01.3(5) supplemented with the following: In addition to the requirements for temporary erosion and sediment control protection of the work, during the mandatory winter suspension of work the Contractor must cover exposed areas of the project north of the north curb line of Railroad Avenue with heavy duty reinforced plastic sheeting as specified below. The plastic shall be keyed in at the top of all slopes and firmly held in place with sandbags or other weights placed no more than 10 -ft. apart. All seams are to be taped and weighted down their entire length, and there shall be a minimum 24 inches overlap of all seams. Edges shall be embedded a minimum of 12 inches in soil. 8-01.3(17) FLOATING TURBIDITY CURTAIN (NEW SECTION) Add the following new section: This work shall consist of the installation, maintenance, and removal of a Floating Turbidity Curtain along the shoreline to deter silt suspension and the movement of silt particles during removal of existing timber piles and rock revetment, installation of steel piles, concrete pile cap, and replacement of rock revetment where such work will potentially cause sediment suspension in the waterway. The Floating Turbidity Curtain shall be designed and constructed to maintain integrity and functionality during the worst anticipated storm conditions, including any tidal and storm surge and wind conditions. The curtain shall be installed as required by the approved by the approved submittal and according to the Manufacturer's recommendations. The curtain material shall be made of a tightly woven nylon, plastic, or other non - deteriorating material meeting the following specifications: Grab Tensile Strength - machine direction 370 lbs. (min) Grab Tensile Strength — cross machine direction 250 lbs. (min) Mullen Burst Strength 480 psi (min) Trapezoidal Tear Strength — machine direction 100 lbs. (ruin) Trapezoidal Tear Strength — cross machine direction 60 lbs. (min) The apparent opening size shall be size 70 US standard sieve with a percent open area of 4% and permittivity of 0.28/sec. The curtain material shall be supported by a flotation material having a buoyancy of net less than 29 lbs/ft. The floating curtain shall have a minimum Waterfront Development Project - Phase 1 111-97 5/16" galvanized chain as ballast and a minimum dual 5/16" wire rope with heavy vinyl coating as load lines. The Contractor shall maintain the Floating Turbidity Curtain in satisfactory condition until it is removed as requested by the Engineer. The floating system shall maintain bottom contact at all times. 8-01.4 Measurement Bid items of Work completed pursuant to the Contract will be measured as provided in Section 1-09.1, Measurement of Quantities, unless otherwise provided for by individual measurement paragraphs here in this Section. "Floating Turbidity Curtain" shall be measured per linear foot in place. 8-01.5 Payment Compensation for the cost necessary to complete the Work described in Section 8-01.3 (17) will be made at the Bid item prices Bid only for the Bid items listed or referenced as follows: "Floating Turbidity Curtain ", per liner foot. 8-02 ROADSIDE RESTORATION 8-02.1 Description Delete the first paragraph of Section 8-02.1 and replace with the following. This work shall consist of furnishing and installing topsoil, compost, bark mulch, soil amendments, trees, shrubs, groundcovers, seed lawn, rain garden plant mix, root barrier, watering, controlling weeds, pest management, performing plant establishment and property restoration activities in accordance with these Specifications and as shown in the Plans or as directed by the Engineer. 8-02.2 Materials Section 8-02.2 is supplemented with the following: Materials shall meet the requirements of the following sections: Topsoil 9-14.1(1) Seed 9-14.2 Mulch and Amendments 9-14.4 Rain Garden Plant Mix 9-14.6 Root Barrier 9-14.8 Strearnbed Aggregate 9-03.11 Waterfront Development Project - Phase 1 111-98 Backfill for Sand Drains 9-03.13 Decorative Pea Gravel 9-03.22 Geotextile for Separation 9-33.2(1), Table 3 8-02.3 Construction Requirements 8-02.3(1) Responsibility During Construction Section 8-02.3(1) is supplemented with the following: Landscape construction is anticipated to begin after all curbs, sidewalks and associated work has been completed or as directed by the Engineer. Contractor shall report to the Engineer all deviation and/or conflicts between Contract Documents and site conditions prior to proceeding with the work. Extra work arising from failure to do so shall be done at the Contractor's expense. Contractor is responsible for ensuring positive drainage in all landscape areas prior to installation of plants, seed, or mulch. 8-02.3(2) Roadside Work Plan Section 8-02.3(2) is supplemented with the following: Within 14 -calendar days after award of Contract, submit written documentation to the Engineer that all specified plant materials have been ordered. Documentation shall include list of suppliers' names, addresses, and phone numbers along with a list of respective growing or storage locations with addresses. The Contractor shall provide all plants of the size, species, variety, and quality noted and specified. If unavailable, the Contractor shall notify the Engineer in writing immediately and provide the names and telephone numbers of five (5) nursery suppliers that have been contacted. If substitution should be permitted, it can be made only with the prior written approval by the Engineer. 8-02.3(2)A Chemical Pesticides Section 8-02.3(2)A is supplemented with the following: Chemical Pesticides and the application of Chemical Pesticides shall meet all requirements per the City of Port Angeles "Integrated Nutrient, Pest Management, and Landscaping Plan" PW — 0506. 8-02.3(2)B Weed Control Waterfront Development Project - Phase 1 111-99 Section 8-02.3(2)B is supplemented with the following: Weed Control shall meet all requirements per the City of Port Angeles "Integrated Nutrient, Pest Management, and Landscaping Plan" PW — 0506. 8-02.3(3) Planting Area Weed Control Section 8-02.3(3) is supplemented with the following: Planting Area Weed Control shall meet all requirements per the City of Port Angeles "Integrated Nutrient, Pest Management, and Landscaping Plan" PW — 0506. 8-02.3(4) Topsoil Delete the last sentence of the first paragraph of Section 8-02.3(4) and replace with the following: After the topsoil has been spread, all large clods, hard lumps and rocks 1 -inch in diameter and larger, and litter shall be raked up, removed, and disposed of by the Contractor. Section 8-02.3(4) is supplemented with the following: Prior to installing Fine Compost and Topsoil Type A, a percolation test shall be performed. This shall be accomplished by excavating three (3) pits; each pit being two (2) feet in depth. Location of pits shall be per Engineers field directive. Fill the pit with water and allow the pit to drain for twenty-four (24) hours. After twenty-four (24) hours, re -fill the pit with water. If the time required for the pit to drain completely after being filled the second time is greater than twenty-four (24) hours, the Contractor shall notify the Engineer. The Contractor shall be paid for work required to solve a drainage problem, such as, installation of french drains or drainage sumps at a unit price basis and agreed upon by a Change Order prior to commencement of work. After the subgrade of tree shrub and groundcover planting areas have graded and cleared, and after the percolation test has been performed and approved, install Fine Compost and Topsoil Type A per Details shown on Plans. 8-02.3(5) Planting Area Preparation The third paragraph of Section 8-02.3(5) is deleted and replaced with the following: Tree, shrub and groundcover planting areas shall be brought to a uniform finish grade of 2- inches below adjacent walks, curbs, junction and valve boxes, catch basins, and driveways. Tree planting in tree grate areas shall be brought to a finished grade as shown on the Plans. Seed lawn installation areas shall be brought to a uniform finish grade of 1/2 - inches below adjacent walks, curbs, junction and valve boxes, catch basins, and driveways. Waterfront Development Project - Phase 1 111-100 all excess material, debris, stumps, and rocks larger than 1 -inch, shall be removed and disposed of off the project site or as approved by the Engineer prior to placement of Fine Compost and Topsoil Type A. Section 8-02.3(5) is supplemented with the following: All planting areas shall be finish graded and accepted by the Engineer before commencement of planting. Finish grade of planting areas shall allow for placement of mulch to be added to individual planting areas as specified herein. All grades shall flow smoothly into one another and provide positive stormwater drainage. The Contractor is responsible for any adverse drainage conditions that may affect plant growth unless the Contractor contacts the Engineer within four (4) hours after becoming aware of any possible drainage problem. 8-02.3(6) Soil Amendments Section 8-02.3(6) is deleted and replaced with the following: Contractor shall send a minimum of two (2) representative samples of subgrade soil to an approved soil testing laboratory (state laboratory or recognized commercial laboratory). The cost for testing shall be borne by the Contractor. A soil analysis report, including the soil laboratory recommendations for plant growth, shall be submitted to the Engineer for approval prior to incorporating soil amendments into the subgrade and placing Fine Compost and Topsoil Type A. Testing shall be performed in accordance with the most current edition of Methods of Soil Analysis published by the Soil Science Society of America, Inc. The soil test analysis reports and recommendations shall include the following: 1. Fertility Analysis: Extractable analyses: nitrate nitrogen, anurionium nitrogen, phosphorous, potassium, calcium, magnesium, copper, zinc, manganese and iron. Saturation extract values: calcium, magnesium, potassium, sodium, boron, sulfate, pH, lime content, salinity and sodium adsorption ratio (SAR). 2. Organic Content and Particle Size Appraisal: Organic percent by oven dried weight, and USDA Particle size. 3. Cation Exchange Capacity (CEC) 4. Laboratory Recommendations: Waterfront Development Project - Phase 1 111-101 Written and signed statement from the soil -testing laboratory that they have reviewed the project planting plans and the planting specifications, and that their recommendations for soil amendments respond to the specific needs of the Contract. All soil amendment recommendations shall be organic based. Chemical based soil amendments shall not be acceptable. 8-02.3(7) Layout of Planting Section 8-02.3(7) is deleted and replaced with the following: The Contractor shall stake or otherwise mark the planting location of all trees and shrubs for approval by the Engineer prior to installation. Tree locations shown in the Plans shall be considered approximate unless shown with stationing, offset distance or other layout references. 8-02.3(8) Planting Section 8-02.3(8) is supplemented with the following: Nursery fabric bags and/or wire baskets shall be completely removed prior to planting. 8-02.3(10) Fertilizer Section 8-02.3(10) is supplemented with the following: No fertilizers shall be applied to planting areas that are in and/or drain into environmentally sensitive areas or water bodies unless approved by the Contracting Agency. 8-02.3(11) Bark Mulch Section 8-02.3(1.1) is deleted and replaced with the following: Bark mulch of the type and depth specified shall be applied where shown in the Plans or as specified in the Special Provisions. Any contamination of the mulch due to the Contractor's operations shall be corrected to its former condition at the Contractor's expense. Mulch shall be feathered to the base of the plant and flush to the top of junction and valve boxes, curbs, and pavement edges. All plant crowns shall be free of mulch. Mulch placed to a thickness greater than specified shall be at no additional cost to the Contracting Agency. Areas receiving bark mulch shall be bare soil and free of unwanted vegetation before Waterfront Development Project - Phase 1 111-102 8-02.3(13) Plant Establishment Section 8-02.3(13)iu supplemented with the following: Suspension of Time Failure to Comply: Failure to oonq?|v with corrective nigrm as outlined by the Engineer shall result in u suspension of time for plant establishment period. Suspension Relief: Any such suspension oftime shall not bclifted until all unsatisfactory conditions have been corrected to the satisfaction of the Engineer. Suspension and Penalties: Dasuspension oftime iyineffect for more than l5-calendardays without effective action being taken hvthe Contractor, the Contracting Agency will have justification to take corrective steps and to deduct all costs thereof from moneys due the Contractor. Plant Establishment Plan Prior Wcompletion of initial planting aadefined inSection 8-02.3(l2) and in accordance with Section 8-02.3(l3),the Contractor shall submit uPlant Establishment Plan for approval bythe Engineer. The Plan shall define the work necessary iomaintain all contract oceux during the period bctvvcun 000zplcdoo of initial planting lbrnogb Onu| acoopiauoc utthe completion ofthe plant establishment period. The Plant Establishment Plan shall meet all requirements per the City of Port Angeles "IntegratedNutrient, Pest Management, and Landscaping Plan" PW-0508.The Plant Establishment Plan shall show the scheduling, frequency, dates, materials and equipment utilized, whichever may apply, for all oauiuteuuuoo ucib/bieu including, but not limited to, the following: B. Plant -. Pruning— 2. Fertilizing 3. amount in inches per week 4. Weed Control and Chemical Application - post and pre -emergent 5. Litter and Debris Removal 0. Staking/Guying Removal 7. Erosion Control Methods and 9nnccdurcx 8. Plant Replacement 9. Vandalism and Accidental Damage Repair C. Irrigation System Waterfront Development Project Phase 111-103 I . Winterization Procedure 2. Spring Start-up Procedure 3. Backflow Prevention Assembly - Annual Testing 4. Head Replacement, Repairs and Adjustments 5. Automatic Controller Program by Zone - time and duration 6. Inspection for Complete Operation 7. Vandalism and Accidental Damage Repair D. Other items as defined by the Contractor's Plant Establishment Plan Also indicate the following: 1. Maintenance Supervisor/Responsible Contact Name 1. Local address 2. Local telephone number 2. Emergency Contact Name - 24 hours, 7 days per week availability 1. Local address 2. Local telephone number 3. Sign and date the Plant Establishment Plan Should this plan become unworkable at any time during the specified period, the Contractor shall submit a revised plan to the Engineer for review and approval. Failure to comply with the plant establishment plan or to revise the plan as outlined by the Engineer, shall result in a suspension of time for plant establishment period as outlined above. 8-02.3(18) Property Restoration - New Section The Contractor shall blend the new construction into developed private property adjacent to the project using similar materials to those existing, (e.g. sod shall be used to match into lawn areas, bark shall be used to match into planting areas, topsoil shall be used to match into garden areas, etc). Plants disturbed by construction activities shall be replaced with the same species and at a size as approved by the Engineer. 8-02.3(19) Root Barrier - New Section Install root barrier as shown on Plans and per manufacturers written recommendations. Root barrier shall abut pavement edge without undermining adjacent pavement. 8-02.4 Measurement Section 8-02.4 is supplemented with the following: Waterfront Development Project - Phase 1 111-104 No specific unit of measurement shall be applied to the lump sum item of "Plant Establishment - Second Year". No specific unit of measurement shall apply to the lump sum item of "Property Restoration". No specific unit of measurement shall apply to the lump sum item of "Soil Amendment". "Root Barrier" shall be measured per linear foot. "Rain Garden Plant Mix" shall be measured per square yard of planted area. "Topsoil Type A", shall be measured per cubic yard in place. "Decorative Pea Gravel", shall be measured per cubic yard in place. "Gravel Backfill for Sand Drains", shall be measured per cubic yard in place. The unit Contract price for "Gravel Backfill for Sand Drains" includes that portion of gravel backfill for sand drains used on the project that is not mixed with compost to create topsoil type A. It shall be full pay for providing and installing the material at the locations specified by the Plans. 8-02.5 Payment Section 8-02.5 is supplemented with the following: "Plant Establishment — Second Year", lump sum. "Root Barrier", per linear foot. The unit price for Root Barrier shall include all costs for work required to construct and install the root barrier — 18 inch depth as specified. "Property Restoration", lump sum. "Soil Amendment", lump sum. "Rain Garden Plant Mix", per square yard. All costs associated with furnishing, storing and planting rain garden plant mix shall be incidental to the work. "Topsoil Type A", per cubic yard. ",'Decorative Pea Gravel", per cubic yard. Waterfront Development Project - Phase 1 111-105 "Gravel Backfill for Sand Drains", per cubic yard. 8-03 IRRIGATION SYSTEMS 8-03.1 Description Section 8-03.1 is supplemented with the following: Provide an automatic underground irrigation system to fully water all planting areas, as shown on the Plans or as directed by the Engineer. See Specification Section 8-02.3(13) for irrigation requirements during the Plant Establishment period. 8-03.2 Materials Section 8-03.2 is supplemented with the following: Materials shall meet the requirements of the following sections: Polyvinyl Chloride Pipe and Fittings 9-15.1(2) Automatic Controllers 9-15.3 Irrigation Heads 9-15.4 Valve Boxes and Protective Sleeves 9-15.5 Gate Valves 9-15.6 Automatic Control Valves 9-15.7(2) Quick Coupling Equipment 9-15.8 Drain Valves 9-15.9 Cross Connection Control Devices 9-15.11 (Double Check Valve) Pressure Regulating Valves 9-15.13 Electrical Wire and Splices 9-15.17 Detectable Marking Tape 9-15.18 Master Automatic Control Valve 9-15.21 Root Watering Bubbler 9-15.22 8-03.3(1) Layout of Irrigation System Delete the last sentence of Section 8-03.3(1) 8-03.3(2) Excavation The first paragraph of Section 8-03.3(2) is supplemented with the following: Backfill material shall not contain rocks, I -inch or greater in diameter or other materials that can damage pipe. Waterfront Development Project - Phase 1 111-106 8-03.3(3) Piping Section 8-03.3(3) is deleted and replaced with the following: All lines shall be installed to depths shown on the Plans or as directed by the Engineer. All PVC pipe installed under areas to be paved shall be placed in irrigation sleeves as shown on Plans. Irrigation sleeves shall extend a minimum of 2 -feet beyond the limits of the pavement. Where possible, mainlines and lateral lines shall be placed in the same trench as shown on the Plans. Lines shall be placed approximately 6 -inches from the edge of curbs, walls, sidewalks, and pavement, or as directed by the Engineer. Mainlines and Lateral lines shall be defined as follows: Mainlines: All supply pipe and fittings between the water meter and the irrigation automatic control valves. Lateral Lines: All supply pipe and fittings between the irrigation control valves, bubbler, and sprinkler heads. 8-03.3(4) Jointing Delete the second and sixth paragraphs of Section 8-03.3(4). 8-03.3(5) Installation Section 8-03.3(5) is deleted and replaced with the following: Height of valve boxes and sprinkler heads, above finish grade, shall be installed as shown on the Plans. All heads adjacent to walks, curbs, pavement, shrub and groundcover planting area edges shall have a 1 -inch clearance between heads and walks, curbs, pavement, shrub and groundcover planting area edges unless otherwise shown on Plans. Locate Valve boxes shall be located outside of paved areas and grouped together where possible unless otherwise shown on Plans. Where valves occur adjacent to paved areas, valves shall be installed such that valve boxes will not be closer than 12 -inches to paving. Valve boxes shall be perpendicular or parallel to pavement edge and grouped to provide a neat appearance. Valve boxes not to be installed in paved areas shall conform to Section 9- 15.5(A) of these Special Provisions. Quick coupler valves and Hose bibs shall be installed in valve boxes, and shall be of the type and size as shown on the Plans. Valves, quick couplers and hose bibs shall have 3 inches of clearance on all sides within the valve box. Waterfront Development Project - Phase 1 111-107 Valve boxes installed in paved areas shall be installed flush to the surface of pavement and in accordance with the manufacturers recommendations. Valve boxes installed in paved areas shall conform to Section 9-15.5(B) of these Special Provisions. 8-03.3(11) System Operation Delete the last paragraph of Section 8-03.3(11). 8-03.4 Measurement Section 8-03.4 is revised to read. No unit of measure shall apply to the lump sum price for irrigation except as otherwise noted. Measurement for the materials used in the hose bib system noted on the Utility Plan (see sheet C602 of the Plans) shall begin at the tee on the irrigation point of connection (see sheet 10.01 and 11.01 of the Plans) and extend to the hose bib furthest from the tee. Materials used in the construction of hose bibs for the Utility plan shall be measured as follows: Quick Coupler will be measured per each installed. Valve Boxes will be measured per each installed. I In. Schedule 40 PVC will be measured per linear foot installed. 8-03.5 Payment The first paragraph of Section 8-03.5 is revised to read: Gravel Backfill for Drains shall be considered incidental to the contract unit price for "Irrigation System", lump sum. "Quick Coupler - For Hose Bibs", per each "Valve Box - For Quick Coupler", per each The unit Contract price for "Valve Box" and "Quick Coupler" shall be full pay for all Work and Materials necessary to complete the installation of the valve box and Hose Bib. "I In. Schedule 40 PVC", per linear foot. The unit Contract price for "I In. Schedule 40 PVC" shall be full pay for all Work and materials to complete the installation of the pipe, including but not limited to, trench excavation, bedding, laying and jointing pipe and fittings, backfilling, pipe fittings, gate valves, and couplers. 8-04 CURBS, GUTTERS, AND SPILLWAYS Waterfront Development Project - Phase 1 111-108 8-04.4 Measurement Section 8-04.4 is supplemented with the following: The formation of curb cuts at the locations specified on the Plans shall be incidental to the Work included in this section. Measurement of cement concrete curb shall include the width of curb cuts. 8-04.5 Payment Section 8-04.5 is supplemented with the following: "12" Barrier Curb", per linear foot. "1.2" Curb and Gutter", per linear foot. "Valley Gutter", per linear foot. "Roll Curb", per linear foot. "Flush Curb", per linear foot. 8-05 CONCRETE MASONRY UNITS - NEW SECTION 8-05.1 Description This work consists of providing and installing glazed concrete masonry units as a wall veneer as shown in the Plans and in accordance with these Specifications. Work includes all fasteners, equipment and related material need to facilitate installation in accordance with these Specifications and as shown on the Plans. 8-05.2 Materials Materials shall meet the requirements of the following sections: Glazed Concrete Masonry Unit 9-12.4 8-05.3 Construction Requirements Before proceeding with any work, the Contractor shall inspect the site, carefully check all grades, and verify all dimensions and conditions affecting the work. The Contractor shall immediately notify the Engineer of any discrepancy on line and level. The Contractor shall install glazed concrete masonry units per manufacturer's specifications and recommendations. The Contractor shall install glazed concrete masonry units level and plumb at Waterfront Development Project - Phase 1 111-109 the locations indicated on the drawings. Glazed concrete masonry units shall be installed using mortar as recommended by manufacturer. 8-05.3(1) Delivery, Storage And Handling Contractor shall deliver and store glazed concrete masonry units, in accordance with manufacturer's or supplier's written recommendations. 8-05.3(2) Protection The Contractor shall protect glazed concrete masonry units, from vandalism and damage that might be incurred by construction traffic, equipment, property and persons. Contractor shall replace any damaged glazed concrete masonry units. 8-05.3(3) Clean -Up The Contractor shall keep work areas reasonably clean and free of debris during progress of work until completion. The Contractor shall dispose of all surplus, waste materials, and rubbish according to laws, regulations, and ordinances. The Contractor shall provide certification from disposal site operator stating that disposal site complies with all governmental regulations. 8-05.4 Measurement Glazed Concrete Masonry Units will be measured per square foot of area covered. 8-05.5 Payment Payment will be made in accordance with section 1-04.1 for the following Bid item. "Glazed Concrete Masonry Unit", per square foot. The unit Contract price for glazed concrete masonry units shall be full pay for all materials, labor, tools, equipment and supplies necessary to complete the Work as specified or shown on the Plans. 8-13 MONUMENT CASES 8-13.3 Construction Requirements Paragraph 4 of section 8-13.3 is revised to read: The monument will be furnished and set by the Contractor. 8-14 CEMENT CONCRETE SIDEWALKS 8-14.1 Description Waterfront Development Project - Phase 1 111-110 Section 8-14.1 is supplemented with the following: This work consist of providing and installing tactile warning pavers at the locations shown on the Plans and in accordance with these Specifications or as established by the Engineer. 8-14.2 Materials Section 8-14.2 is supplemented with the following: Tactile Warning Pavers 9-12.5 8-14.3 Construction `Requirements Section 8-14.3 is supplemented with the following: Before proceeding with any work, the Contractor shall inspect the site, carefully check all grades, and verify all dimensions and conditions affecting the work. The Contractor shall immediately notify the Engineer of any discrepancy on line and level. The Contractor shall install tactile warning pavers per manufacturer's specifications and recommendations. Contractor shall install tactile warning pavers level and plumb at the locations indicated on the drawings. Pavers shall be installed using a mortar as recommended by manufacturer. Protect pavers after installation from chipping during construction and vandalism and damage that might be incurred by construction traffic, equipment and persons. The Contractor shall repair or replace any damaged pavers. The Contractor shall keep work areas reasonably clean and free of debris during progress of work until completion. The Contractor shall dispose of all surplus, waste materials, and rubbish according to laws, regulations, and ordinances. The Contractor shall provide certification from disposal site operator stating that disposal site complies with all governmental regulations. 8-14.3(3) Placing and Finishing Concrete Section 8-14.3(3) is supplemented with the following: Scoring of concrete cement sidewalks shall be completed in accordance with Section 5- 05.3(23) of these Special Provisions. Scoring spacing intervals shall be as shown on the Plans. Paragraph 2 of Section 8-14.3(3) is revised to read: After troweling and before installing the contraction joints or perimeter edging, the walking Waterfront Development Project - Phase 1 111 - 111 surface of the sidewalk, curb ramps and raised intersection shall be brushed in the transverse direction with a stiff bristled broom as shown in the Plans. Transition areas (change of direction in brushed surface) on the sidewalk and raised intersection shall be finished as directed by the Project Engineer. 8-14.3(6) Delivery, Storage and Handling - New Section The Contractor shall deliver and store tactile warning pavers in accordance with manufacturer's or supplier's written recommendations. 8-14.4 Measurement Section 8-14.4 is supplemented with the following: "Cement Concrete Sidewalk" will be measured by the square yard of finished surface and will not include the surface area of driveway entrances. Construction of Handicap Ramps shall be incidental to the work included in the Bid item "Cement Concrete Sidewalk". Costs associated with placement and removal of forms, placement of concrete, placement of joints and scoring shall be incidental to the work. Tactile Warning Pavers shall be measured per square foot. 8-14.5 Payment Section 8-14.5 is supplemented with the following: "Tactile Warning Paver", per square foot. The unit cost Bid item "Tactile Warning Pavers" shall be full pay for all materials, labor, tools, equipment and other supplies necessary to complete the Work as specified and shown on the Plans. 8-15 RIP -RAP 8-15.1 Description Section 8-15.1 is supplemented with the following: This Work consists of the placement of Riprap above the MHHW line along the waterfront north of Railroad Avenue, and the placement of Quarry Spalls around various stormwater structures and the esplanade as shown on the Plans. 8-15.2 Materials Waterfront Development Project - Phase 1 111-112 Section 8-15.2 is supplemented with the following: Riprap to be placed at locations shown on the Plans, shall consist of riprap stockpiled during the Work performed under Section 2-09 of the Special Provisions. If additional riprap is required to complete the Work, it shall be Heavy Loose Riprap and conform to Section 9-13 of these Special Provisions and the Standard Specifications. 8-15.4 Measurement Section 8-15.4 is supplemented with the following: Riprap taken from the rip -rap stockpile shall be measured by the cubic yard in place in the stockpile. The cubic yard volume for pay quantity will be determined by cross -sectioning the stockpile before and after riprap is removed from the pile. 8-15.5 Payment Section 8-15.5 is supplemented with the following: "Riprap", per cubic yard. The unit Contract price per cubic yard for "Riprap" shall be full pay for furnishing all labor, tools, equipment, and materials required to transport and place the stockpiled riprap, except for excavation. 8-20 ILLUMINATION, TRAFFIC SIGNAL SYSTEMS, AND ELECTRICAL 8-20.3 Construction Requirements 8-20.3(1) General Section 8-20.3(1) is supplemented with the following: Contractor shall coordinate with Wave Broadband (Mike Sturgeon, (360)912-7092), Capacity Provisioning Inc. (Bob Jensen, (360)565-8400), and Port Angeles Light Operations (Tim Amiot, (360)417-4706) for conduit locations and quantities. 8-20.3(4) Foundations The first paragraph of Section 8-20.3(4) is revised to read: Foundation concrete shall conform to the requirements for the specified class, be cast -in- place concrete and be constructed in accordance with section 6-02.2 and 6-02.3 except where Waterfront Development Project - Phase 1 111-113 noted on plans. Concrete for pedestals, and cabinets shall be constructed of concrete Class 3000. Concrete that will fall 5 -feet or more shall be placed using an approved tremie, except that a tremie will not be required for placing concrete for a standard 3 -foot diameter by 4 1/2 foot deep luminaire foundation. Steel reinforcing bars for foundations shall conform to Section 9-07. Section 8-20.3(4) is supplemented with the following: Foundations for all Fixture Type B shall be prefabricated Utility Vault Co. 24R -V -LB -P, or approved equal. Foundations shall be installed at the locations shown on the plans and per the manufacturers recommendations. The foundations shall be constructed and tested in conformance with Section 6-02.3(27). 8-20.4 Measurement The first paragraph of Section 8-20.4 is revised to read: No specific measurement shall apply to the lump sum item Power Distribution; however measurement will be for the sum total of all items for a complete system to be furnished and installed. Section 8-20.4 is supplemented with the following: Fixtures of the kind and height specified will be measured per each fixture installed or per linear foot. Electrical outlets, Power Cabinets, and Pull Boxes will be measured per each installed unless included in the Power Distribution bid item. Auto charging station rough in will be measured per each rough in completed. Conduit trenching will be measured by the excavated material in its original position by the cubic yard. The Contracting Agency will measure and pay for only the material excavated from inside the limits this section defines. If the Contractor excavates outside these limits or performs extra excavation it shall be considered for the Contractor's benefit and shall be included in the cost of other Bid items. The Contracting agency will use the sides, top and bottom of the trench or pit as limits in measuring excavation. The horizontal limits shall be as defined by the trench type required and as shown on the plans. The lower limit shall be the bottom outside of the lowest conduit installed in the trench, but no more than the limits defined on the plans. The upper limit shall be defined as the existing grade surface at the time of excavation. 8-20.5 Payment Section 8-20.5 is revised to read: Payment will be made in accordance with Section 1-04.1, for each of the following Bid items that are included in the Proposal. Waterfront Development Project - Phase 1 111-114 "Earthwork for PALO Primary", lump sum. "Auto Charging Station Rough In", per each. "Power Distribution", lump sum. The unit Contract price for Power Distribution shall be full pay for all Work associated with furnishing, installing, and all other costs involved with installing the power distribution network for all fixtures, receptacles, services, and connections to existing structures. Conduit for the Power Distribution System shall be included in the unit Bid item "Power Distribution". "Fixture Type A - 16' ", per each. "Fixture Type B - Pre -cast Bases", per each. "Fixture Type B - 25' ", per each. "Fixture Type C - Bollard", per each. "Fixture Type D - Beacon", per each. "Fixture Type EH - LED in Handrail", per linear foot. "Fixture Type P - Remove/Rep lace", per each. "Power Cabinet PCI", per each. "Pull Box 444 -LA", per each. "Pull Box Small 13" x 24" ", per each. "Pull Box Medium 17" x 30" ", per each. "Electrical Outlets at Tree", per each. The unit Contract price per each for Fixtures, Pull Boxes, and Electrical Outlets shall be full pay for all Work associated with furnishing, installing, and all other costs involved with installing the fixtures, pull boxes and outlets in accordance with the manufacturer's recommendations. All costs for installing cast in place bases and light pads, including concrete, shall be included in the Contract prices for the fixture installed on the base. "Camera Pole", per each. The unit Contract price per each for Camera Poles shall be full pay for the Work associated with installing the camera poles in accordance with the manufacturers recommendations. The Camera Poles will be furnished by the Contracting Agency to the Contractor. "Conduit Trenching", per cubic yard. The unit Contract price per cubic yard for "Conduit Trenching" shall be full pay for all excavation, jacking, or drilling required, backfilling of any voids around casing, conduits, pits, or trenches; restoration of native vegetation disturbed by the operation, pavement patching, saw -cutting and chipping of pavement, and bedding of pipe, and all other work necessary in constructing and backfilling the Conduit Trench. "Conduit Pipe 2 In. Diam.", per linear foot. "Conduit Pipe 3 In. Diam.", per linear foot. Waterfront Development Project - Phase 1 111-115 The unit Contract price per linear foot for "Conduit Pipe In. Diam" shall be full pay for furnishing all pipe, pipe ronueoiiouu,olbo*a,beodu,cupu,reduccra,condubw,onk`um, junction boxes, and fittings; for placing the pipe i000cooluuccv/kbdheuboveynoviaionn,uod all other Work, not included inthe unit Bid keno "Conduit Trenching", necessary for the construction of the conduit, except that when conduit is included on any portion of a project as an integral part of an illumination, traffic signal, or ITS system, and the conduit is not shown as a pay item, it shall be included in the lump surn price for the system shown. The Contractor shall furnish and install all conduit except conduit required for Cable and Fiber systems throughout the projectorpheootberwioedircotedhv1hcEugbuxer. Conduit for Cable will bcprovided and installed hvWave Broadband (Mike Sturgeon, 300-912- 7092). Conduit for Fiber systems will bcprovided and installed by Capacity Provisioning Inc. (Bob Jensen, 3bO-5h5-84O0). 8-21 PERMANENT SIGNING 8-21.4 Measurement (******) The first paragraph of Section 8-21.4 is revised to read: " dbog Signs" shall be measured per each installed. No additional measurement or payment will be made for concrete, rebar, electrical materials and other appurtenances' necessary for the construction of the sign foundation and erection of the sign. The Contracting agency shall furnish the Contractor with the Wayfinding Signs. 8-2K.5 Payment (******} Suotk/o 8-21.4 is supplemented with the following: "Wayfinding Signs -7vne B,["`per each. "Wayfinding Signs -TvoeE"percaoh. 8-22 PAVEMENT MARKING 8-22.8 Description (******) Section 8-22.1 is supplemented with the following: This Work consists nfinstalling pavement markings for parking areas and roadways ukxnu Railroad Avenue and Oak Street. 0-22.2 Materials Waterfront Development Project Phase 111- 116 The first sentence of Section 8-22.2 is replaced with the following: Materials for pavement markings shall be as follows: Plastic Lines shall be PreMark PM600100. Plastic Stop Line shall be PreMark 8431067. Plastic Crosswalk Line shall be PreMark 8431064 and 8430566. Plastic Traffic Arrow shall be PreMark 8330142R and 8330240. 8-26 CONCRETE UNIT PAVER SIDEWALK - NEW SECTION 8-26.1 General This work shall consist of installing concrete unit paver sidewalk in accordance with these Specifications and the details shown on the Plans. 8.26.2 Materials: Materials shall conform to the following requirements: 8-26.2(1) Concrete Unit Pavers Concrete unit pavers shall be the Holland type, manufactured by Westcon Pavers or approved equal. The paver specifications shall be as follows: Thickness: 60 mm, (2 3/8") for sidewalks 80 mm (3 1/8") for crosswalks Length: 225 rnra (8 7/8") Width: 112.5 rum (4 7/16") Pavers shall be laid in patterns as indicated on the Plans. Concrete pavers meeting the above specification are available from Mutual Materials Co., 13555 Bel -Red Road, Ste. 232, Bellevue, Washington, 98005, phone (425) 603-0540. 8-26.2(2) Bedding and Joint Filler Sand Bedding and joint filler sand shall be medium sand meeting the ASTM C-33 specification for fine aggregate. 8-26.2(3) Paver Joint Sealing Material Waterfront Development Project - Phase 1 111-117 The joints between all of the roadway and pedestrian pavers including the joints between the pavers and concrete curbs shall be covered with a liquid prepolymer having the following properties: Type Moisture cured prepolymer in white spirit solution A2pearance Clear liquid Viscosity 0.92 poise at 70 degree F Specific gravity 0.95 poise at 70 degree F Combined isocyanates 1.25% Free isocyanates 0.2% maximum Chloride content nil Flash point (Able) 115 degree F (flammable Coverage 85 sq. ft. per U.S. gallon Working temperature 40 degree Fahrenheit to 95 degree F Initial cerin time I to 3 hours Final curing time 12 to 24 hours Open to traffic 12 to 24 hours A liquid prepolymer ineeting the above specifications is ACM Payseel available from ACM North America, Box 33505, Dundurn RPO, Hamilton, Ontario, Canada L8P4X4, phone (905) 570-1552, fax (950) 570-0305 or approved equal. 8-26.2(4) Emulsified Asphalt The emulsified asphalt shall be CRS -2 (rapid setting) and shall meet the requirements of section 9-02.1(6) "Cationic Emulsified Asphalt" in the Standard Specifications. 8-26.2(5) Crushed Surfacing Top Course Crushed surfacing top course material shall meet requirements of section 9-03.9(3) "Crushed Surfacing" in the Standard Specifications. 8-26.2(6) Geotextile Fabric Geotextile fabric shall be used as a base for the placing of the bedding sand. Textiles shall be nonwoven pervious sheets of polyester or polypropylene fibers oriented into a stable network so that the fibers retain their relative position with respect to each other. The textile shall be resistant to mildew and rot, ultraviolet radiation, insects, and rodents. The material shall be composed of continuous or discontinuous (staple) fabrics. If needle punching is part of the manufacturing process, the manufacturer shall provide proof that analysis and removal of broken needles is accomplished as part of a quality control program. Textiles shall be furnished in a protective wrapping. Textiles shall be 8 ounces and meet the following minimum average roll properties: Physical Properties I Test Method I Requirement Waterfront Development Project- Phase 1 111-118 Weight, oz./sq.yd., nominal ASTM D 3776 8 Grab Tensile Strength lbs., min. ASTM D 4632 200 Grab Elongation, % min. ASTM D 4632 50 Mullen Burst, psi, min. ASTM D 3786 300 Puncture Resistance, lbs. ASTM D 4833 95 Trapezoidal Tear, lbs. ASTM D 4533 75 8-26.2(7) Concrete Blending Strip Materials for the concrete blending strip shall meet the requirements of section 8-14 and shall be measured and paid as Cement Concrete Sidewalk under the appropriate bid item. 8-26.3 Construction Requirements 8-26.3(1) Delivery, Storage, and Handling The Contractor will supply all of the concrete unit pavers. The Contractor shall be responsible for paver security and condition until they are installed and accepted by the Owner. The Contractor shall be responsible for storage and transportation of all materials. Pavers shall be stored on non -staining wood skids or pallets set not less than 4 inches above ground, covered with a non -staining waterproof membrane but allow air to circulate around stones. Place and stack skids and pavers to distribute weight evenly and to prevent breakage or cracking of pavers. 8-26.3(2) Sand Bedding The bedding sand for sidewalk pavers shall be screeded and compacted to the thickness recommended by the paver manufacturer. Prior to placing the pavers on the bedding sand, the sand shall be compacted by a vibratory plate compactor. The bedding sand shall be compacted by two passes of a vibratory plate compactor and a smooth surface shall be obtained on this material. The bedding sand shall have a moisture content that permits full compaction to be achieved by this method and shall not be so wet that water is forced out of the material. Following the compaction of the sand, approximately 1/4 -inch thickness of sand shall be screened over the compacted sand. This layer shall be left loose until the installation of the pavers. Following the installation of the bedding sand, and prior to the installation of the pavers, the sand shall be kept covered and no pedestrians or workers shall walk over the compacted sand. Any disturbance of this sand shall be remedied prior to the installation of the pavers. Screeding thickness shall be ensured by placing screeding rails in the bedding sand, and once these rails have been removed, sand shall be placed in the gaps left by the rails. Waterfront Development Project - Phase 1 111-119 All bedding sand material shall be covered prior to installation in order to prevent the surface parts of the stockpile from becoming saturated. Should any sand become saturated, it shall be either discarded or dried sufficiently prior to installation. 8-26.3(3) Sidewalk Pavers Sidewalk pavers shall be installed by hand by the normally accepted practice for flexibly bedded paver installation. This shall comprise of careful placement of the pavers on the compacted bedding sand. The pavers shall be placed to string lines to ensure the surface pattern is reproduced accurately. The pavers shall be installed according to the colors and patterns shown on the Plans to ensure that the pattern is as specified. If the existing walk does not drain toward the curb, the Engineer may direct the Contractor to adjust the sidewalk paver cross slope to drain toward the street, when possible. The pavers shall be placed such that gaps are left between neighboring units to allow sand to enter either from beneath or from above to fill the gaps. The nominal gap shall be 3/32 of an inch. All pavers placed within a working day shall be vibrated before the end of that day except for those pavers within 2 feet of the laying face, which shall be left unvibrated. Any such pavers left in this state that migrate prior to the eventual vibration shall be relayed. Prior to laying pavers at the start of each day, string lines shall be used to ensure that those pavers previously laid are in their original locations. The pavers shall be vibrated into the bedding sand by the use of a plate vibrator having a neoprene sole plate. The plate vibrator shall have the following properties or alternatively shall provide compactive effort equal to or greater than the specified machine. Plate size: 19.5 inches x 27.5 inches Centrifugal force: 6,520 pounds Frequency: 5,900 Hz All of the above properties are achieved by the Wacker Model BPU2950R, which is commonly used to vibrate pavers in this way. Two passes of this plate vibrator shall be made over all of the laid pavers. Following this, joint filler sand shall be spread over the surface and this sand shall be swept one pass ahead of the plate vibrator so that the joints in the pavers are filled. The paver surface shall be inspected 24 hours following the vibration and any joints that are not fully filled with sand shall be filled and a further pass of the plate vibrator shall be undertaken. This shall be repeated after 7 days. All edge pavers that need to be cut shall be sawn. Where possible, previously cut and retrieved pavers may form the edge. All cut paver pieces not reused are to be salvaged. Waterfront Development Project - Phase 1 111-120 See Detail in drawings for installation of flagpole bases in sidewalk paver area. Locations of flagpole bases shall be as shown on the plans or marked in the field prior to paver placement. 8-26.3(4) Field Cutting of Pavers Pavers may be field cut as necessary for installation and shall comply with the following requirements. For sidewalk pavers, cut pavers are to be no smaller than 3 inches in any direction. The paver cutting operation shall be shielded within a portable shed or similar enclosure. 8-26.3(5) Protection of Pavers During Installation The Contractor shall provide weather protection during placement of pavers. Within the construction area, tarps or other suitable material shall be used to protect and maintain specified moisture contents, prevent wind disturbance of bedding sand, and generally maintain optimum installation conditions. 8-26.3(6) Paver Joint Sealing Material The joint sealing material shall be squeegeed across the surface and into the joints between the pavers. The sealing material requires the presence of moisture to aid curing. If the jointing sand is dry, the application of the sealing material shall be preceded by spraying the surface with water in accordance with manufacturer's instructions. Water should be sprayed at the rate of I gallon per square yard. All of the jointing sand shall be damp and none shall be saturated. Following the applications of the joint sealing material, the pavement shall be kept protected from the weather for a period of 12 hours and attendants shall be provided by the Contractor to avoid any type of foot or other traffic on this material. Precipitation shall not be allowed on the surface for 3 hours following application. Any surplus material shall be removed from the pavement surface within I hour of the material being applied. Forty-eight hours following the application of the sealing material, a further pass of the specified plate vibrator shall be undertaken after joint filler sand has been sprinkled over the surface. The purpose of this is to abrade away the sealant that has remained on the surface of the pavers. This shall be repeated until all of the sealant has been removed. The surface may be opened to traffic immediately following removal of the sealant from the surface. 8-26.3(7) Levels Any conflict between the levels specified shall be resolved by the Engineer. Where pavers abut other materials, the surface of the pavers shall be approximately 3/16 inch higher than the neighboring materials including any obstruction within the pavement surface. Waterfront Development Project - Phase 1 111-121 The levels have been developed in order to ensure that bedding sand thickness does not exceed 1 1/2 inches in any location. Any location where it appears that 1 1/2 inch thickness is being exceeded shall be reported immediately to the Engineer. 8-26.3(8) Testing At least one grading analysis of the bedding sand will be undertaken for each 3 tons of sand used. These tests will be paid for by the Contracting Agency and undertaken by a qualified testing laboratory selected by the Engineer. The sample of sand for testing shall be recovered by the Engineer from deliveries to site. 8-26.3(9) Collars Grout and concrete collars for poles, fire hydrants, etc., shall be installed as shown in the Plans 8-26.4 Measurement "Concrete Unit Paver Sidewalk" will be measured by the square foot of completed sidewalks. The area for measure shall be that area within and inclusive of the paver border with no deduction made for any penetration through the pavers. Cement concrete placed for the blending strip, driveways, and the concrete walk between the tree wells and the blending strip shall not be a part of the area measured for payment. 8-26.5 Payment Payment will be made in accordance with Section 1-04.1, for each of the following Bid items. "Sidewalk Concrete Unit Pavers", per square foot. The unit contract price per square foot for "Sidewalk Concrete Unit Pavers" shall constitute full compensation for all labor, materials, tools, and equipment required to construct the concrete unit paver sidewalks as specified, including pavement sawing, furnishing and, placing crushed surfacing material, furnishing and placing geotextile material, furnishing and placing bedding sand, sign sleeves, and constructing grout and concrete collars around water meters, etc. within the paver areas as shown on the Plans, all costs associated with replacement of appurtenant facilities such as manhole lid and frames, handholes, access portals, the H-20 hatch noted on sheet W-8, valve boxes and covers, etc., as indicated on the drawings or directed by the Engineer and provision of extra pavers as described below shall be included in the sidewalk concrete unit pavers contract unit bid price. The H-20 hatch noted on sheet W-8 shall be 331/4"x66" Model No. 2-332 manufactured by Utility Vault of Auburn WA, or equal as approved "Additional Concrete Unit Pavers", lump sum The Contractor shall purchase and provide to the City "Additional Concrete Unit Pavers" for future replacement of broken pavers. The additional pavers shall be of the same type and from the same manufacturer designated under the "materials" paragraph of this section and shall be delivered to the City of Port Angeles Corporation Yard located at 1703 South "B" Street. The quantity of the various colored pavers to be purchased is as follows: Waterfront Development Project - Phase 1 111-122 1. Antique Color Sidewalk Pavers (2-3/8" thick) I Bundle 2. Charcoal Color Sidewalk Pavers (2-3/8" thick) 2 Bundle 8-27 ART WORK - NEW SECTION 8-27.1 Description This work consists of providing and installing Art work. Work includes all fasteners, equipment and related material needed to facilitate installation in accordance with these Specifications and as shown on the Plans or directed by Engineer. The project includes three elements of artwork as described in Section 9. The Contractor will be responsible for contacting the artists and determining an efficient and effective manner for their work to be fabricated and installed. This will require coordination with the artists and fabricators who will be building or incorporating their individual elements. The artists will need to approve shop drawing, samples, and other information as necessary to be assured that the work is accomplished as designed. An allowance for fees for the artists' time and materials shall be included in the unit Bid costs for corresponding Bid Items. The estimated cost for coordination with the artists is $10,000 for all three items. 8-27.2 Materials Materials shall meet the requirements of the following sections Architectural Glass 9-37.1 Glass And Bronze Trail Markers 9-37.2 Architectural Glass Port Holes 9-37.3 8-27.3 Construction Requirements Before proceeding with any work, the Contractor shall inspect the site, carefully check all grades, and verify all dimensions and conditions affecting the work. The Contractor shall immediately notify the Engineer of any discrepancy on line and level. The Contractor shall install the art work per artist specifications and recommendations. Contractor to install art work level and plumb at the locations indicated on the drawings. Install art as recommended by artist. Protect art work after installation from damage during construction. Repair or replace any damaged art work. 8-27.3(1) Delivery, Storage And Handling Deliver and store art work in accordance with artist's, manufacturer's or supplier's written recommendations. Waterfront Development Project - Phase 1 111-123 8-27.3(2) Protection Protect art work from vandalism and damage that might be incurred by construction traffic, equipment, property, and persons. 8-27.3(3) Clean -Up Contractor shall keep work areas reasonably clean and free of debris during progress of work until completion. Dispose of all surplus, waste materials, and rubbish according to laws, regulations, and ordinances. Contractor shall provide certification from disposal site operator stating that disposal site complies with all governmental regulations. 8-27.4 Measurement Bid items of work completed pursuant to the contract will be measured as provided in Section I- 09.1 Measurement of Quantities, unless otherwise provided for by individual measurement paragraphs included in this Section. Measurement for "Glass and Bronze Trail Markers" will be per each set installed. Measurement for "Architectural Glass Port Holes" will be per each port hole installed. 8-27.5 Payment Compensation for the cost necessary to complete the work described in Section 8-27 will be made at the Bid item prices Bid only for the Bid items listed or referenced as follows: "Glass and Bronze Trail Markers" will be per each set. "Architectural Glass Port Holes" will be per each The unit Contract price for Art Work shall be full pay for all materials, labor, tools, equipment and supplies necessary to furnish, and install the above as specified or shown on the Plans. 8-28.1 Description This work consists of providing and installing stainless steel skate board deterrents in between and under precast concrete terrace seating tops and planter copings. Work includes all fasteners, equipment and related material need to facilitate installation in accordance with these Specifications and as shown on the Plans or directed by Engineer. 8-28.2 Materials Materials shall meet the requirements of the following sections Waterfront Development Project - Phase 1 111-124 Skate Board Deterrents 9-37.4 8-28.3 General Before proceeding with any work, the Contractor shall inspect the site, carefully check all grades, and verify all dimensions and conditions affecting the work. The Contractor shall immediately notify the Engineer of any discrepancy on line and level. The Contractor shall install skate board deterrents per manufacturer's specifications and recommendations. Contractor to install skate board deterrents level and plumb at the locations indicated on the drawings. Install skate board deterrents to concrete as recommended by manufacturer. Protect skate board deterrents after installation during construction. Replace any damaged skate board deterrents. 8-28.3(1) Delivery, Storage And Handling Deliver and store skate board deterrents, in accordance with manufacturer's or supplier's written recommendations. 8-28.3(2) Protection Protect skate board deterrents, from vandalism and damage that might be incurred by construction traffic, equipment, property, and persons during the course of construction. 8-28.3(3) Clean -Up All work areas shall be kept clean during progress of work and until completion. Dispose of all surplus, waste materials, and rubbish according to laws, regulations, and ordinances. Provide certification from disposal site operator stating that disposal site complies with all governmental regulations. 8-28.4(4) Measurement Bid items of work completed pursuant to the contract will be measured as provided in Section I- 09.1 Measurement of Quantities, unless otherwise provided for by individual measurement paragraphs herein this Section. Measurement for "Skate Board Deterrents" will be per each installed. 8-28.5 Payment Compensation for the cost necessary to complete the work described in Section 8-28 will be made at the Bid item prices Bid only for the Bid items listed or referenced as follows: "Skate Board Deterrents", per each. The unit Contract price for skate board deterrents shall be full pay for all materials, labor, tools, Waterfront Development Project - Phase 1 111-125 oqui nentuodauypUcoucuonauzY1ofuzuiuh,uudioeLuOihoaboveuampecUledozuhnvvuontbe Waterfront Development Project phmao 1 111-126 8-30 SITE FURNISHINGS - NEW SECTION 8-30.1 Description This work consists of providing and installing benches, trash receptacles, and bike racks including all fastenings, equipment and related material needed to facilitate installation in accordance with these Specifications and as shown in the Plans or as directed by the Engineer. This work shall consist of constructing cement concrete footing bases in conformity with the lines, grades, thickness, and typical cross-sections as shown in the Plans or as directed by the Engineer. 8-30.2 Materials Materials shall meet the requirements of the following sections Benches 9-38.1 Trash Receptacles 9-38.2 Bike Racks 9-38.3 8-30.2(1) Submittals The following items are required for Engineer review and approval before site furnishing delivery to project site: 1. Product Data:. Submit manufacturer's product data, storage, and handling requirements and recommendations, installation methods, and specified color, style, pattern, and/or texture. 2. Shop Drawings: Submit concrete footing shop drawing including section and plan with overall dimensions and materials. Submit site furnishing manufacturer's shop drawings, including plans and elevations, indicating overall dimensions and finishes. 3. Samples: Submit two (2) samples of the materials, finishes, and colors for each site furnishing specified. 4. Warranty: Provide copies of manufacturer's standard warranty. 8-30.3 Construction Requirements 8-30.3(1) General Before proceeding with any work, the Contractor shall inspect the site, carefully check all grades, and verify all dimensions and conditions affecting the work. The Contractor shall immediately notify the Engineer of any discrepancy on line and level. The Contractor shall install site furnishings per manufacturer's specifications and recommendations. The Conti -actor is responsible for site cleanup after installation. The Contractor shall install site furnishings level and plumb at the locations indicated on the drawings. Protect site furnishings from paint spatter or other construction damage by wrapping in plastic sheeting and taping in place or by alternate method as reviewed and approved by Waterfront Development Project - Phase 1 111-127 Engineer. Do not remove until adjacent work is completed. Protect site furnishings' pedestals from chipping during paving and surfacing construction operations. Repair any damage to finishes per manufacturer's instruction and recommendation. Mark alignment and locations of all site furnishings for review by Engineer prior to installation. Install all site furnishings rigid, plumb and true to lines and levels shown on Plans. All site furnishings shall be secured to a concrete footing base in accordance with the manufacturer's specifications and recommendations unless otherwise indicated on Plans. All ends of bolts and connections shall be stainless steel and shall be tamperproof. 8-30.3(2) Hardware All metal hardware including bolts, nuts, and anchor bolts shall be Stainless Steel Type 316 unless otherwise noted. All bolts, threaded rod and anchor bolts shall conform to ASTM A-307, Grade A, unless otherwise noted. Tamper proof hex heads and nuts shall be installed on all bolts and threaded rod unless otherwise indicated. All bolts shall have standard cut washers respective size, unless otherwise indicated on the Plans. All stainless steel bolts to have stainless washers each end, stainless steel bolts, etc. shall have stainless steel washers and nuts. Hardware not noted by size shall be sufficient to draw and hold members securely. 8-30.3(3) Benches Install plumb and level as detailed in locations shown on the Plans and in accordance with manufacturer's written recommendations. Assemble benches per manufacturer's written recommendations. 8-30.3(4) Trash Receptacles Install plumb and level as detailed in locations shown on the Plans and in accordance with manufacturer's written recommendations. Assemble trash receptacles per manufacturer's written recommendations. 8-30.3(5) Bike Racks Multiple bike racks shall be spaced on center as indicated in details and parallel to each other. Top of footing shall be flush with finish grade. Embed bike racks plumb and level as detailed in locations shown on the Plans and in accordance with manufacturer's written recommendations. Assemble bike racks per manufacturer's written recommendations. 8-30.3(6) Delivery, Storage And Handling Deliver and store site furnishings in accordance with manufacturer's or supplier's written recommendations. 8-30.3(7) Protection Protect site furnishings from vandalism and damage that might be incurred by construction Waterfront Development Project - Phase 1 111-128 traffic, equipment, property, and persons. 8-30.3(8) Clean -Up All work areas shall be kept clean during progress of work and until completion. Dispose of all surplus, waste materials, and rubbish according to laws, regulations, and ordinances. Provide certification from disposal site operator stating that disposal site complies with all governmental regulations. 8-30.4 Measurement Bid items of work completed pursuant to the contract will be measured as provided in Section 1- 09.1 -09.1 Measurement of Quantities, unless otherwise provided for by individual measurement paragraphs herein this Section. Measurement for "Benches" will be per each. Measurement for "Trash Receptacles" will be per each. Measurement for "Bike Racks" will be per each. 8-30.5 Payment Compensation for the cost necessary to complete the work described in Section 8-34 will be made at the Bid item prices Bid only for the Bid items listed or referenced as follows: "Benches", per each. "Trash Receptacles", per each. "Bike Racks", per each. The unit Contract price for Benches, Trash Receptacles, and Bike Racks shall be full pay for all materials, labor, tools, equipment and supplies necessary to furnish, construct the footings for, and install the above as specified or shown on the Plans. Waterfront Development Project - Phase 1 111-129 NW -9=1 ILVA V.11 I D1 H V11 9-03 AGGREGATES 9-03.8(2) HMA Test Requirements (March 10, 2010APWA GSP) Section 9-03.8(2) is supplemented with the following: ESAL's The number of ESAL's for the design and acceptance of the HMA shall be 1.3 million. 9-03.8(7) HMA Tolerances and Adjustments (March 10, 2010APWA GSP) Delete Item I and replace it with the following: 1. Job Mix Formula Tolerances. After the JMF is determined as required in 5-04.3(7)A, the constituents of the mixture at the time of acceptance shall conform to the following tolerances: These tolerance limits constitute the allowable limits as described in Section 1-06.2. The tolerance limit for aggregate shall not exceed the limits of the control points section, except the tolerance limits for sieves designated as 100% passing will be 99-100. The tolerance limits on sieves shall only apply to sieves with control points. 9-03.16 Mineral Aggregates - New Section 9-03.16(1) Mineral Aggregate Type 26 Type 26 mineral aggregate, sandy gravel (gravel backfill for drains, City of Seattle). Mineral Aggregate Type 26 shall be analyzed by an approved lab using the sieve sizes noted below, and shall meet the following gradation: Waterfront Development Project - Phase 1 111-130 Nonstatistical Evaluation Commercial Evaluation Aggregate, percent passing 1 ", 3/4", 1/2", and 3/8" sieves ±6% ±8% U.S. No. 4 sieve ±6% ±8% U.S. No. 8 sieve ±6% ±8% U.S. No. 200 sieve ±2.0% ±3.0% Asphalt Binder ±0.5% ±0.7% These tolerance limits constitute the allowable limits as described in Section 1-06.2. The tolerance limit for aggregate shall not exceed the limits of the control points section, except the tolerance limits for sieves designated as 100% passing will be 99-100. The tolerance limits on sieves shall only apply to sieves with control points. 9-03.16 Mineral Aggregates - New Section 9-03.16(1) Mineral Aggregate Type 26 Type 26 mineral aggregate, sandy gravel (gravel backfill for drains, City of Seattle). Mineral Aggregate Type 26 shall be analyzed by an approved lab using the sieve sizes noted below, and shall meet the following gradation: Waterfront Development Project - Phase 1 111-130 Sieve Size Percent Passing Minimum Maximum 3/4 inch 100 1/4 inch 30 60 No. 8 20 50 No. 50 3 12 No. 200 0 1 9-03.16(2) Mineral Aggregate for Bioretention Soil Mineral Aggregate for bioretention soils shall be analyzed by an approved lab using the sieve sizes noted below, and shall meet the following gradation: Sieve Size Percent Passing Minimum Maximum I inch 100 No. 4 60 100 No.10 40 100 No. 40 15 50 No. 200 2 5 Mineral Aggregate for turf and landscape bioretention soils meet the following gradation coefficients: Coefficient of Uniformity (Cu = D60/DI0) equal to or greater than 6; and Coefficient of Curve (Cc = D30 2/D60D 10) greater than or equal to I and less than or equal to 3. 9-03.22 Decorative Pea Gravel - New Section Decorative pea gravel shall be clean rounded gravel material sized to maximum 3/8"and shall meet the following gradation: Sieve Size Percent Passing Minimum Maximum 3/8 inch 80 100 No. 4 10 30 No.8 0 10 No. 200 0 1 Color variation shall be primarily light gray and uniform. 9-06.19 Architectural Railing Systems - New Section 9-06.19(1) Handrail Handrail shall be a 2 -inch round pipe, No. 316 stainless steel with No 4 brushed finish. The Waterfront Development Project- Phase 1 111-131 handrail is to be attached to vertical posts with a stainless steel3/8-16 custom spanner -head bolt, through a stainless steel handrail bracket to a I -inch diameter stainless steel standoff welded to vertical posts and screwed to handrail. Attach handrail to concrete walls with stainless steel brackets and anchor bolts. Materials: Pipe: ASTM A 312/A 312M, Grade TP 316 Castings: ASTM A 743/A 743M, Grade CF 8 or CF 20. Basis of Design: FairWeather Site Furnishings, Port Orchard, WA. Telephone: 800-323-1798 Email: sales@fairweathersf.com 9-06.19(2) Cable Guard Railing System Materials: Tubing: ASTM A 554, Grade NIT 304 Pipe: ASTM A 312/A 312M, Grade TP 304, Stanchions and Grade TP 316 for top rail. Bars and Shapes: ASTM A 276, Type 316 Wire Rope: ASTM A492; 7 -by -7; Type 316 Stainless Steel Stanchions: 3.5" Schedule 40 stanchion. Weld 3/8 -inch thick type 304 stainless steel base plate with 1 -inch diameter stainless steel standoff, to 1/4 -inch Type 304 stainless steel cap top and weld to stanchion. Bottom anchoring flange is to be 3/8 -inch thick Type 304 stainless steel plate with four holes welded to stanchion. Weld 3/4 -inch diameter stainless steel standoffs to stanchions for attaching wire rope attachment poles. Attach stanchions to concrete with stainless steel anchor bolts. Finish: undercoated and top -powder coated. Color: As selected by Architect. Top Rail: 2" Schedule 80 stainless steel, with No. 4 brushed finish. Wire Rope Attachment Poles: 3/4 -inch diameter solid stainless steel rods with 3/8 -inch diameter holes spaced at 4 -inches on center, for wire rope and fittings as shown on drawings. Wire rope: 3/16 -inch diameter Wire -Rope Fittings: Connectors of types indicated, tension fastener fabricated from Type 316 stainless steel, and with capability to sustain, without failure, a load equal to minimum breaking strength of wire rope with which they are used. Wire rope to have a Type 316 stainless steel moly coated threaded swage stud swaged on one end of wire rope for each of 10 or 11 ropes per stanchion, wire rope to then be tensioned as noted herein, and second threaded swage stud swaged as per tension instructions at time of installation of cable railing and wire rope. Waterfront Development Project - Phase 1 111-132 Basis of Design: FairWeather Site Furnishings, Port Orchard, WA. Telephone: 800-323-1798 Email: sales @fairweathersf.com 9-06.19(3) Architectural Glass Guard Railing System Materials: Tubing: ASTM A 554, Grade MT 316 Pipe: ASTM A 312/A 312M, Grade TP 304, Stanchions and Grade TP 316 for top rail. Bars and Shapes: ASTM A 276, Type 316 Stanchions: 3.5" Schedule 40 stanchion. Weld 3/8 -inch thick Type 304 stainless steel base plate, and weld I -inch diameter stainless steel standoff, to 1/4 -inch Type 304 stainless steel top cap to stanchion. Bottom anchoring flange is to be 3/8 -inch thick plate with four holes welded to stanchion. Weld 3/4 -inch diameter stainless steel standoffs to stanchions for attaching glass support channels. Finish: undercoated and top - powder coated. Color: As selected by Architect. Top Rail: 2" Schedule 80 Type 316 stainless steel, with No. 4 brushed finish. Channels: (2) Stainless steel angles 1/4 -inch thick, with No. 4 brushed finish. Architectural Glass: Clear tempered laminated glass consisting of two panes of 1/4 -inch thick glass bonded with.060 polyvinyl butyral interlayer art work. Basis of Design: FairWeather Site Furnishings, Port Orchard, WA. Telephone: 800-323-1798 Email: sales@fairweathersf.com 9-06.19(4) Aluminum Guard Railing System Materials: Rail category: Standard Picket Rail; Design "A" Rail type: 2 -line with vertical pickets, embedded, free standing, 3 -inch round top cap aluminum railing system. Finish: Clear anodized. Basis of Design: Waterfront Development Project - Phase 1 111-133 Architectural Railings & Grilles, Inc. Charlotte, NC, 28273 Telephone: 704-365-5152 Email: www.aluminurn-rails.corn 9-06.19(5) LED Stainless Steel Handrail System Materials: Tubing: ASTM A 554, Grade MT 304 Bars and Shapes: ASTM A 276, Type 304 Stanchions: 1.9 -inch outside diameter, Schedule 40. Weld 3/8 -inch thick Type 304 stainless steel base plate, and weld 1 -inch diameter stainless steel standoff, to 1/4 -inch Type 304 stainless steel top cap to stanchion. Bottom anchoring flange is to be 3/8 -inch thick plate with four holes welded to stanchion. Top rail: 1.9 -inch outside diameter, Schedule 40. Slot underside of stainless steel tube with 3/4 -inch wide x 1 -1/4 -inches deep cavity. LED Luminaire: i2Systems "V-Iine Gen 4" model V4290. Construction: Extruded aluminum body with molded end caps and extruded acrylic optic UV resistant. Fixture designed for use in wet locations. Power: Power box; 24V DC power supply. Provide number required to Locations: Stairs and Ramp as shown on drawings Basis of Design: Railing: LED Lighting: Seattle Bronze Company, i2Systems, Advanced LED lighting Seattle, WA 98106 Morris CT 06763 Telephone: 206-763-3313 Telephone: 860-567-0708 Email: www.seattlebronze.com Email: info@i2Systems.com 9-07 REINFORCING STEEL 9-07.2 Deformed Steel Bars Section 9-07.2 is supplemented with the following: ASTM A615, Grade 60 shall be used where welding is not required. ASTM A706/A706M, Grade 60 shall be used where reinforcing is to be welded. Spiral Reinforcing Steel shall be in accordance with ASTM A496. Adhesive anchors with deformed dowel bars shall be ASTM A615, Grade 60 reinforcement dowels with two -component adhesive anchor systems. Waterfront Development Project- Phase 1 111-134 9-11 WATERPROOFING 9-11.3 Portland Cement Mortar Section 9-11.3 is supplemented with the following: Mortar for joint color as selected by Engineer Mix Designs for Normal Weight Mixes: Proportion mixes by either laboratory trial batch or field experience test data methods according to ACI 211. 1, using materials to be employed on the Project with the following properties: Compressive Strength: 5,000 psi minimum at 28 days Water -Cement Ratio: Maximum 0.45. Cement Content: Per cubic yard, minimum 5-1/2 sacks, maximum 7 sacks, unless otherwise required to meet color and appearance of approved samples. Total Air Content (Exterior Concrete Units): Not less than 4 percent nor more than 6 percent. Water Absorption: 12 to 14 percent by volume (5 to 6 percent by weight), tested according to PCI MNL 117. Limit water-soluble chloride ions to the maximum percentage by weight of cement permitted by ACI 318. 9-12 MASONRY UNITS 9-12.3 Precast Concrete Panels - New Section 9-12.3(1) Precast panel and stair Fabrication: Fabricate precast concrete units complying with manufacturing and testing procedures, quality control recommendations, and dimensional tolerances as specified and contained in PCI MNL -117, unless more stringent requirements are specified herein. Fabricate units straight, smooth, and true to size and shape, with exposed edges and corners precise and square, unless otherwise indicated. Form blockouts for anchors with true faces and allow clearances at anchors for aligning between units. Finish of Formed Surfaces: Provide finishes for formed surfaces of precast concrete as indicated for each type of unit on drawings. 9-12.3(2) Water Repellant Compound Waterfront Development Project - Phase 1 111-135 Apply water repellant compound conforming to Section 9-18.4 of the Standard Specifications to all exposed precast surfaces 9-12.4 Glazed Concrete Masonry Unit - New Section Glazed concrete masonry unit blocks shall be medium weight units conforming to ASTM C90. The glazed surface shall have a smooth satin -gloss finish, externally heat -polymerized cast -on facing conforming to ASTM C744-08 and all applicable Federal Specifications. All units are manufactured with an approved integral water repellent CMU admixture. Install using epoxy finish joints. Glazed Concrete Masonry Unit Basis of Design: Trenwyth, Emigsville, PA; Product: Astra -Glaze -SW+@ Finish: One side Size: 2" thick, 8 -inch x 16 -inches nominal Mortars and Grouts Portland Cement: ASTM C150, Type I (low alkaline), except Type III may be used for cold weather construction. Color to be selected by engineer. Hydrated Lime: ASTM C207, Type S. Aggregate for Mortar: ASTM C144. Aggregate for Grout: ASTM C404; maximum 3/8 inch size. Mortar for Unit Masonry: Comply with ASTM C270, for Type S mortar (average compressive strength at 28 days of 1,800 psi). 9-12.5 Tactile Warning Paver - New Section Pavers: 12" x 12" x 2"; Installed on a curve (Exterior Radius of 50' and 52' and Interior Radius of 34' and 32'). Integral Color: Light Gray Basis of Design: Hanover Architectural Products; "Hanover Detectable Pavers" Hanover, PA 117331 Telephone: 717-6370-0500 Email: Info @hanoverpavers.com Other manufacturers: Wausau Tile "Specialty Pavers" with truncated domes. Rothschild, WI 54474 Telephone: 715-359-3121 Waterfront Development Project - Phase 1 111-136 Email: wtile@wausautile.com 9-13 RIPRAP, QUARRY SPALLS, SLOPE PROTECTION, AND ROCK WALLS Section 9-13 is supplemented with the following: Riprap shall consist of rock slope armor of similar shape, size, and fractured faces as the existing riprap slope armor. The Contractor shall salvage existing riprap and stockpile the salvage riprap for use in backfilling the slope after the esplanade pile cap has been constructed. On-site salvaged riprap shall not require testing for suitability and acceptance. All other riprap shall require testing certification. 9-14 EROSION CONTROL AND ROADSIDE PLANTING 9-14.1 Soil 9-14.1(1) Topsoil Type A Section 9-14.1(1) is supplemented with the following: Topsoil Type A shall be a mixture of Fine Compost and Backfill for Sand Drains. Fine Compost shall comply with the requirements of Section 9-14.4(8). Backfill for Sand Drains shall comply with the requirements of Section 9-03.13. Topsoil Type A shall be a two-way mix soil consisting of 50 -percent Backfill for Sand Drains and 50 -percent Fine Compost by volume, thoroughly mixed together. Mixed soil shall have pH range of 5.0 to 7.0 with dolomite limestone, calcium carbonate limestone or soil sulfur added as necessary to attain this range. Contractor shall send minimum of one representative sample of Topsoil Type A to an approved soil -testing laboratory (state or commercial laboratory) for approval prior to use on the project site. The Contractor shall be responsible for whatever Topsoil additives may be required, as recommended by the testing laboratory. The cost for testing and Topsoil additives shall be borne by the Contractor. Testing shall be performed in accordance with the most current edition of Methods of Soil Analysis published by the Soil Science Society of America, Inc. The soil test analysis reports and recommendations for Topsoil additives shall include the following: Fertility Analysis a. Extractable analyses: nitrate -nitrogen, ammoniacal -nitrogen, phosphorous, potassium, calcium, magnesium, copper, zinc, manganese and iron. Waterfront Development Project - Phase 1 111-137 b. Saturation extract values: calcium, magnesium, potassium, sodium, boron, sulfate, pH, qualitative lime, salinity and sodium adsorption ratio (SAR). 2. Organic Content and Particle Size Appraisal a. Percent dry weight organic matter and USDA particle size appraised to include USDA soil classification. 3. Cation Exchange Capacity (CEC) 4. Laboratory Recommendations 5. Written statement from the soil -testing laboratory that they have reviewed the project planting plans and the planting specifications, and that their recommendations respond to the specific needs of the Contract. Topsoil additives recommendations shall be organic based and organically sourced. Chemical based Topsoil additives shall not be acceptable. Submit soil laboratory tests for Topsoil Type A and supplier's certification of Fine Compost and Backfill for Sand Drains for Engineer's review and approval prior to installing Topsoil Type A. 9-14.1(4) Bioretention Soil - New Section Bioretention soil shall be a well blended mixture of Mineral Aggregate and compost measured on a volume basis. Bioretention soil shall consist of two parts fine compost (approximately 35 to 40 percent) by volume meeting the requirements of Section 9-14.4(8) and three parts Mineral Aggregate (approximately 60 to 65 percent), by volume meeting the requirements of Section 9-03.16(2). The mixture shall be well blended to produce a homogeneous mix. 9-14.3 Fertilizer Section 9-14.3 is deleted and replaced with the following: Any fertilizer for topsoil and subgrade shall be formulated per soil laboratory recommendations. See Topsoil Type A Section 9-14.1(1) and Soil Amendments Section 8-02.3(6). 9-14.4 Mulch and Amendments 9-14.4(3) Bark Mulch Waterfront Development Project - Phase 1 111-138 Section 9'|4.4(3)iudeleted and replaced with the following: Bark Mulch shall bcderived from Douglas Fir and Western Hemlock tree species.8ark is defined aothe outermost coarse protective layer ofthe tree, located outside of the cambium layer. It shall be ground so that a minimum of 95 -percent, by volume, of the material will pass through 1 -inch sieve. Ground bark shall not contain elements in quantities that would hedetrimental \oplant life. Wood cellulose tissue fiber (wood puip), wood waste, wood shavings, wood sawdust, wood chips, or any product that contains gruu\crthun5'percuut,byvolurue,ofiheburd,|igoiUodwoodpmdionofibetroovvilluot be accepted. The mulch shall not contain resin, tannin, orother compounds in quantities that would be detrimental to plant life. Sawdust or wood shavings shall not be used as rnn|cb. 9-I4.6 Plant Materials 0`l4.6(U) Description Section 9-14.6(l) is supplemented with thefollowing: Trees grown iofabric bags shall have u root system reaching the sides of the fabric bag Wmaintain ufirm ball when the fabric iaremoved, but shall not have excessive root growth encircling the fabric bag. Section 9-14.6(l) is supplemented with the following: Rain Garden Plant Mix Rain Garden Plant Mix shall consist nfthe following species: |. Aoorox gramineus 'Ogon"/Golden VariagatedSvvcotPlap (2096) 2. Carex clatu^Aurcu`/Bnwlo`oGarden Sedge (2O%) l Carex booehSedge (2O96) 4. Carex mti a1u/Suvrhcak8cdoe(2O96) 5. Juuouaoffoxca vurpooUiooa/PooUlo Rush (20%) A. Sndluciouroocmnou/Fulaoe 8o\nnx/o'm Seal (20Y6) 9-14.6(2) Quality The last sentence of the twelfth paragraph ofSection 9-14.((2) is replaced with the following: Trees supplied and delivered in nursery fabric bags are acceptable for the project with the exception oftrees hobcstaked using duckbill anchor system. Trees k>bostaked using duckbill anchor system shall be per the plant schedule. 9-14.6(3) Handling and Shipping Waterfront Development Project- Phase 111-139 Section 9-14.6(3) is supplemented with the following: All trees in fabric bags shall be handled by the bottom of the fabric bags. 9-14.6(5) Inspection The first sentence of the first paragraph of Section 9-14.6(5) is replaced with the following: The review and preliminary approval of all plant materials by the Engineer prior to planting is mandatory. The Contractor has 3 options to secure approval of plant materials: 1. Submit plant samples to the Engineer's office and/or have samples available at the project site for review during scheduled visits. 2. Submit color photographs of representative specimens of each type of plant on the plant schedule. Photos shall be minimum 3 x 5 inches and minimum 150 DPI if digital format. Photographs shall be taken from an angle that depicts the condition of foliage, branching pattern, root -ball, and the size of each typical plant to be furnished. A scale rod or other measuring devise shall be included in the photograph. For species where more than 20 plants are required, include a minimum of 3 photos that show the average plant, the best quality plant, and the worst quality plant to be provided. Label each photograph with the plant name, plant size, and name of the growing nursery. 3. Engineer reviews plants at the place of growth at the Contractor's expense. 9-14.8 Root Barrier - New Section Root barriers shall be injection molded, 50% post -consumer recycled plastic, eighteen (18) inch width panels with 1/z inch raised, 90% molded root deflecting ribs, and meet or exceed the following criteria: Waterfront Development Project - Phase 1 111-140 Sx, '11.'� Tensile stress @ yield D638 3800 PS Elongation @ yield D638 6.3% Flexural Modulus D790B 155,000 PSI Notched Izod Impact D256A 7.1 Rockwell Hardness r. scale D785A 68 Waterfront Development Project - Phase 1 111-140 9-14.8 Heavy Duty Reinforced Plastic Sheeting - New Section Heavy duty reinforced plastic sheeting shall be minimum 8 -mil thickness laminated sheeting that meets or exceeds ASTME-1745 Class C standard with an approximate exposed longevity rating of I year. The sheeting shall consist of two sheets of high strength virgin polyethylene film laminated together with a third layer of molten polyethylene. The sheeting shall contain a heavy scrim, reinforcement for tear resistance and increased service life. Heavy duty reinforced plastic sheeting shall be Dura-Skrim 81313, 8WB or approved equal. 9-15 IRRIGATION SYSTEM 9-15.3 Automatic Controllers Section 9-15.3 is deleted and replaced with the following: Automatic controller pedestals or container cabinets shall be installed on a concrete base as shown on Plans or per manufacturer's recommendations. Provide a minimum of three 1 -inch diameter galvanized metal or PVC electrical wire conduits through the base and extend 3 -fiches beyond the edge or side of the base per Engineer field directive. The controller shall be of the type, manufacturer and size as shown on Plans. 9-15.4 Irrigation Heads Section 9-15.4 is supplemented with the following: Root watering bubbler shall be the type, manufacturer, and size shown on Plans 9-15.5 Valve Boxes and Protective Sleeves 9-15.5(A) Valve Boxes not Installed in Paved Areas - New Section Valve boxes not to be installed in paved areas shall be Carson Industries, NDS plastic valve boxes, or approved equal. Junction boxes shall be Christy concrete utility box with galvanized steel checker plate cover, or approved equal. Size valve and junction boxes as required to conform with dimensions shown on the Plans. Valve and Junction Boxes Available From: Waterfront Development Project - Phase 1 111-141 United Pipe and Supply Redmond, Washington Tel: (425) 882-0244 Web: www.unitedpipe.com HD Fowler Bellevue, Washington Tel: (425) 746-8400 Web: ww.hdfowler.com 9-15.5(B) Valve Boxes Installed in Paved Areas - New Section Valve Boxes to be installed in paved areas shall be H/20 rated Model G05T by Old Castle Precast or approved equal. 9-15.7(2) Automatic Control Valves Section 9-15.7(2) is deleted and replaced with the following: Automatic control valves shall be of the type, manufacturer and size shown on Plans. 9-15.11 Cross Connection Control Devices Section 9-15.11 is deleted and replaced with the following: The Cross Connection Control Device shall be a double check valve assembly (DCVA) and shall be of the type, manufacturer and size shown on Plans. 9-29.6 Light and Signal Standards Section 9-29.6 is supplemented with the following: Light standards shall be as specified on the following cut sheets or an acceptable substitute. Any substitution shall conform to the requirements of Section 1-06 of the Standard Specifications. Camera Pole shall be by Tube Art Gallery. See Plans for dimensions and construction materials. Address: 1705 4th Ave, Seattle, WA 98134-1514 Phone: 206-223-1122 Fax: 206-223-1123 Waterfront Development Project - Phase 1 111-142 uUum'Isio uy ugming wvup UTN&Ibi 0 ITTI W I %_01AINIUM 111AIN 111I . 11 Y III— Job Naine: R-240845905T4-P4-FINISH- Poft Angples WITP Phase I I IVA' FACTORY INSTALLED DAMPER B - POLE Engineer: Sazan GT*Lbp, Enc. f3eaftP*1 q0ts: 20"to 25' ROUND TAPERED ALUMIM-IM valmontV 4 -Bolt Anor Base 5TRUCTURFS I cti jab Nzme� Ni ,&ob Locattm, - C,14�y: __ fiPw iie'. i reeattid gy: Daw Pyvjxt Qjrxe I CunamerA44WOV Cat: SPECIFICATIONS Temn Top Pole -The pole shaft ils nxin frorn seamless akyy alumirriml. Pole Top - A role top tpnw is provided for top mount kini anciror tgacket A, ren-ovable, pKAe, o4i is wriilabie for pdps receNing chilung painems for side -mount Winiinaim, arm assemblies Han�dWe - A wvered handho6e with hwrJware and grminding prmision vv pirwided, A Base Cover - Op6onal dewrawe base covers available as spedai ordel H andhole Anchof Base - The ard,#x base is cast ftan W alLy a=ini The wnpk4ed asseinhy is heat-treated to a TO ternpen AlulrKqnwn nut oxeis are induded wwri anchor dies, wfless ahevAse, speoded. Anch,:w BcAts - Anichor bofts confcmn to ASTNI F15154 Grade 55 ami are t washers. ScAts hwee an V bend on at provided with Wo hex nuts wid two It- end and are galvanized a mininium of I Z' on time thremied end. Hkish - *nne stan&id finri f`the' fe aS.senr4tal'y and, caTiWPnts !is satin twushW, natural anodize, duranocke or pdyester pcwier applied coading inac, onTLance MhVarrorl's Addbional fffiash opticris avAabka uWn rw_,4uPst Design Criteria - Rease mferenLe Design Cirrb-_,na SWJfirabon for apprcpia�le design corwiftims. Nut Covers IP VALIM,KT W0UF;7W-5,, NO, 71301 N, ZAATH STRFF7, PO SCIX 3S9 - '/,V-,LFY, WF Se,06A USA X904 gzs'"If's 11bkUf0NTS7RUTUR 'PS CrAd Waterfront Development Project - Phase 1 111-143 ty Lf aw r 9 Ril 11111-11'- '_' I Catalog Number"., Type: Job Natile: R-24084Er405T4-P4-FINlSH- Plart Angees NITP PI B - �POLE lase I FACTORY lNSTALLED DAMPE R Engineer: Giza Group, Inc- (Sellftle) Notes: LCKA11-:2377 20"to 25'ROUND TAPERED ALUMNUM valmontV 4 -Bolt Anchor Base STRUCTURES 4:�Re9vt N3me' LDCOan • Uy BY mduft 031P - ---------------- - — ----- ANCHORAGE DATA LOAD AND DIMENSIOI14AL DATA DI - l S,NWHo4n Cove PRODUCT ORDERING CODES monmoomm, N - I Lummare CMI %w-'2lft* ZV4 - r. ' 12-2 a IS7 DES 'M�.Y�Cw'me I P B .1 UJI Snmr' KI 3, fx 1:.7 BR 5'Lrglxd,, VAef ("n1w 3 U1. &wdtw� amrmt` 2,13 Clam SmIrme" D"Wi �'. NShft Au",rwM 335 S*.N' 2,Lz w, OW, CbanaW "Twj Lp,,M � C #MIze 2 (z 93, 19,,kdu�, Erome Swded Belowl Brush" - -,3,, 4, L I.El NLO L au 0 wn M'FMusamd '=_3 3 LCwk &Irze ESK Swde-J Rwk *448' CSL-S�xk ORE mee sw 3r GOWSM o7c, owp"gTn ka COR '0.,3lVia" CIG! w3w 3'SWI, rckv — - r -lar' m%p IM FAC70'RY HNSTALLEDVIEAATION DAMPER VALMONT fhCUSTFF'S, INC, 7CC2 N138TH STRFET, 1-0 BOX 33:9 - IIALLFY, K- M64 URA Sac Bzslesss VALPAOW0.STRUC�7URFS C,"Al Waterfront Development Project - Phase 1 111-144 Nofflyxas47kwi Job Name:T8-7D-Ve,�LT-ELB-MOD,,�'S'TAI NLESS Port Anqpas W17P Phase I YTI'ScimNICTIONTO BE I I e D Engineer-, Sazan Group,, ft. (Seattie) I id s: C,) Ty pe.'. Approvals, job�. Catalog Number., Date, NEC '06* [,Jr. IfiHT L56.e' in rurjornm Dokmr.uR "13 irl 2L9"11 VRA 4,84 sq ft 1 45 IrIp 125 lbs � t�6 7kg IP PATARG - RmEr. Jost 66 HOUSIAg 11d Wl�,S I'Agicaled W, stainless ste('A. "toms Made ofirsiection mWed, Onpact femstant, diNsed mf fed arrelic for opubTfum hgft transnmrartre, penwaanenO�f "esled to the, housinp. Sbc pm Porcelain treat resisum pulse rited i Kw G12 L a as IOf, N, lanlp. RiHast The ek2orical contIol gear is atcessed through the dow. Hardw'me AR 6KID05s"d �v�whs imiilf be le stainlet,s steel. Alt gasket,-, and sefling duvces are EM)NI and/or silico". Fun&h Stairgess Suvi bmshed hor�hortlak[V and pawwatcA to rerriuve ak surtace PrIpurifies. Hectrik,ai listing Wet Localion, IMed per UL 1sd "urd CSA C22_" lip rating for r ttfe DpNCA VrAQVII if, 1PU, 1he SealfaSenry optiral� moduie is warraj tied to Intl free fj,f Irftusion of cMarpirrants ftir a period of wenti,r yeam. crmu�' umrf'IrTma"'A WMI, ndraq'o) kum dour Rk_'ft 1 ev W� 16 181,14mmu, ame Parq. Scirrtder I ir,'m i rj LIC 985 Mime R04C I N Gme Vhlage,, M bel R�j T. (8/11 671 ',I CIO J: IRA, 621 C,,2 ? SchOde s, t nL. 36 z6 Blvd. 11,96eSr i sure n f, MOMT631 HAA 2JY, L 10 0164 to r, . ('N 331. 245 7 A/ntp.rfrnnt r)pvpinnmpnt Prniprt - Phase 1 Ill - 81c, CO / �Iormn Schmsder Im N Name~tdEC-tadltT?"-70-^aO,,T'�-ELB-h�r�CVi::wTAI;,ILESS, Angel s "IT'P Phrase I ETE'EL ,ECTWO ^�LO EE 910") neer: azan Group, bras. (.Sea Noles, Type:' --- Catalog Number., R Tia tal lWlmda d t2 Lu pine aocket @BHT -3 M tt T6 -. T a'ta watt larnp rneW haaNdE MHT - 150 21,sc watt I ra„p moral hudandet am LE - STA LIED stair: cadaar, Specify Wrarrun white, ¢:ooll°sht'ile, blue, n d, "pPokl only LED - RGB LW dPaA riynainr c c.aanirral via a DAHirteriace ] 20 ^ oll ontt. _....__._......... _.... ..... rir r rr" r r, ELB rynhkivoka ge 120 to 2,77voftinMput CibVG:Waup". I ion mm trm,JHPS lamps- MODIRCATK' t - STAINLESS STEEL SECTION TO BE 116"m TOTAL thceemihr, ,r,ut f.ts 01: Busse Idaaad UK frr cViI;We, Sl.600al 1, 04'0 62S ,ICo Y (aPal) sa-c.t^r �,cturragYu Mr. 36:,16 Blvd. Faucet ,v kavNHH' aha"wmM QuaRXXa ' H4R aP, L t;,arl6 ]y s ,0-") a lq0V 37 : C5 Waterfront development Project - Phase 1 111-146 .. o °ma°�r. sshrc den. d&"a ✓awra.sr.IaLda.'n.Ca _...I 1 8"o _ r i :t 40 Volt _....__._......... _.... ..... rir r rr" r r, ELB rynhkivoka ge 120 to 2,77voftinMput CibVG:Waup". I ion mm trm,JHPS lamps- MODIRCATK' t - STAINLESS STEEL SECTION TO BE 116"m TOTAL thceemihr, ,r,ut f.ts 01: Busse Idaaad UK frr cViI;We, Sl.600al 1, 04'0 62S ,ICo Y (aPal) sa-c.t^r �,cturragYu Mr. 36:,16 Blvd. Faucet ,v kavNHH' aha"wmM QuaRXXa ' H4R aP, L t;,arl6 ]y s ,0-") a lq0V 37 : C5 Waterfront development Project - Phase 1 111-146 .. o °ma°�r. sshrc den. d&"a ✓awra.sr.IaLda.'n.Ca 9-29.10(1) Conventional Roadway Luminaires Section 9-29.10(1) is supplemented with the following: Conventional Roadway Luminaires shall be as specified on the following cut sheets or an acceptable substitute. Any substitution shall conform to the requirements of Section 1-06 of the Standard Specifications. Waterfront Development Project - Phase 1 111-147 MMOMM arne: -3,)OMH-EQ28-MC3F-V0LT-LBL- Job N, HEX - Port Angeles WITP Phase I IA -FINISH -CRC B Engineef' Sazan GoDup, ine. ( gene ) I No4es: Aesthelwaffdesignc,41 decufuncfiaroluminaim that mecis both ."Iyle and IpF.Tfiarinancq.t R1 e IRRfta lExtreme a#,so stands ow with its puwer door ffiat hokls all ffie dkcMcai comupronents, Drie r1oor is easgy rennovedwithaut. t0q)ls Im fiaciRate maintenance. f Ninks ta ugaapa W¢ar6t ne r15, lP66 rated wmk, Ibe unique Seahale opfical chwi�ber mA�es A pos,.ib te for the luminaire qa suslatn rnax,Ufl,,a PhAtometric porfionnance over long pc,,6ods offinie. rhe jar? "LdVC,r',�jo -,r -uige of Wtip r4 of 01�s H.ESTIA sc,�ie,�, allows fw a gre,ate; u yiattagws and mamytmg heighIrs. A lade +.holre of light cf6tribulk.,ms to safisfy a inultilude of apphcations. Sealsak, optical systerns OT*�,'O %6rluaAly Ovmwa!�.,. Lununiap Chfir Dqprecyo;k)n (L OD)- loc,I frewarcEis to larnp and electrical crk.T,iponents, Avaitakik for the toScrwing ryper.-of lamps! no.,W hafide t ), and high-pressure sodiffmn (HPS). Dimensions Might M MuT, lZI ksl Rk 0.S P; ft ff, 102 gO Waterfront Development Project - Phase 1 111-148 Job Name: HEX-320Mi4-ED-7P-MF-V(.)LT-LBL- Port Angelces WITP Phase I IA -FINISH- Rte azam GroupInc. , Engineec S, (se3tre) I Notes: 193 !' R UL U IMM A%V Ol US I SIP RX 1A WW 919 UP 2 HO AII UA NA KA u4rm m4bbnNT% rry GA I 4l puo 1-1 —'.0 M" I 4;:;* GV2 MCZ . . ...... ATR Akminum SS2: MC3 STR au .4 tapered 400,HPS I U'17 I ME 20, 1 UN'4A 70 MR,, modkm 917 lot m11„ 11 IN Mlk awdiulh 017 017 ELF Ra 175 MK, nwgul FA IN mpegul ED 22 ED n [ON iquinaw 400 MK, III EDD Up vm 10"M In "PS, mm"I ED 1212 BID Ups, I 102212 COL Cdmi6m, M UPS, mwgml E Is 0111x „mcqui E1!' LOIL Labe) 214 UPS, mmqul [is AID Rps' mqul E Is R—k',C—'6 —b. —1— t. Waterfront Development Project - Phase 1 111-149 Ero ik"', 'qxqutn"' Ota 1"'i nv Am qvvml Oft""'N tnn( Svo:vqj -4 h'" a+a'go :'n ahn N" fhilb:w tlx� lumqr"n inq"wc q, :lg t;'Wm' Akll MN fiUllNlY 'b� d .19 �Z� il! ra^ Trr-i � as, V' r , "k, Vw I av� ,W111 ilti T Main", a P p 'g 1".1, v P, vvmr4 dI6 k urpit'y: h" Allr�lava pvII,it", Fmigh "'U'l; logmw' d: mir. E57 M R?Jck 1W,"MOM Mlfilw Sn I'd-vitipwo 9-29.10(2) Decorative Luminaires Section 9-29.10(2) is supplemented with the following: Decorative Luminaires shall be as specified on the following cut sheets or an acceptable substitute. Any substitution shall conform to the requirements of Section 1-06 of the Standard Specifications. Waterfront Development Project - Phase 1 111-150 ;111uo, -d Port Angeles WITP Phase I I Engineer: Gazart Gr�Dupinc, (Geatfie) I pqms: mi)er: 70-ASYMNOLT-FINISH LU C)'x TV pe, — Approvals., z Job: - uJI" E Catak, Nurriber Date', M -J NEL Lens Socket gaflast Hardware Finish Inn c,,. Hari morded, arkpacr msislara, t leu aclyk for npurniurn hghl transmittance, pemianrmOt stMed to rhe housing. Porcellain prjhse rated 4 VV G 11 bas,for T6 larrip. 2 3; � 61 " � 000ir ryi Ne elearonir. baflmt is mourowd, to a rinoduic fto prw,jrs out fo¢ eavv &,,.�:ess. Mexjposvt suewsviid be M Vairitess steel.,All gaApfs areEPO amdor �ju2�one. U11 Applicamn ,i,r pn)4star p4wMercoaf paint. The chmTical co/rnpnsition gam vdes a twygh4ediurabI,,, LN orad sad spvN wsistaM h ni sh in at coniane. e, rtrathe ASTM. T1 stan dans n�] and Nu mi di ly p ruot in acf oird a, i ce, w il h e A S AM" ) 2 210 t1aird, arl . Wet Lor "cion UsrreJ per UL 11, 58 and C"M C2 2.2. If' rating tordw, Opflcat stm ig H%%, w',onantrV The opticall module iswwranuld to be ftee M inlrljs6n of contaqninanN tQra peas of Mekyyr'an. ro"m C'un d6a is at, Mounungimight', Hcntovluiznsip - cr 5 r a 1[ , ' a)", t " L", e - 12 av,t 2 N VgfUr &!, vnlo�! -42" 1 unarm- 6'OV, L tr, r r d,r,rz, i n, g I I C hair, r3uns,sa Road I R G ra. e 'V i a g e, 41 6 ooiu I T. (fJ 4 7) taro xI 10, V F, i 84,Vt 6 71 Schrgde,, Mc. -j,626 Blvd, Pairler Sr ;a1.,',,r(,ni, W,,nirOal Qutbu. &9pµ IW 2)", 1 fSL4'137,6440 t. (5Ud 317-a652 Waterfront Development Project - Phase 1 111-151 Sc re wraw . st CJ rp 'Jer� us wwffwmlde'T Ca "61 HEIGHT ,N4...1 M 61 lrnm DSAMMM 231, MJ600mm I JPA 4.94 sq fvl 36m, WEM147 22 lbsT 10kgg IP RAI'mic NiucToR 66 ilousing comparimr-Mand ffiebalkislaqeaccessed tq Wcxseninq 't m:wws ami pkiohng out the, kiwt,r assembq. Lens Socket gaflast Hardware Finish Inn c,,. Hari morded, arkpacr msislara, t leu aclyk for npurniurn hghl transmittance, pemianrmOt stMed to rhe housing. Porcellain prjhse rated 4 VV G 11 bas,for T6 larrip. 2 3; � 61 " � 000ir ryi Ne elearonir. baflmt is mourowd, to a rinoduic fto prw,jrs out fo¢ eavv &,,.�:ess. Mexjposvt suewsviid be M Vairitess steel.,All gaApfs areEPO amdor �ju2�one. U11 Applicamn ,i,r pn)4star p4wMercoaf paint. The chmTical co/rnpnsition gam vdes a twygh4ediurabI,,, LN orad sad spvN wsistaM h ni sh in at coniane. e, rtrathe ASTM. T1 stan dans n�] and Nu mi di ly p ruot in acf oird a, i ce, w il h e A S AM" ) 2 210 t1aird, arl . Wet Lor "cion UsrreJ per UL 11, 58 and C"M C2 2.2. If' rating tordw, Opflcat stm ig H%%, w',onantrV The opticall module iswwranuld to be ftee M inlrljs6n of contaqninanN tQra peas of Mekyyr'an. ro"m C'un d6a is at, Mounungimight', Hcntovluiznsip - cr 5 r a 1[ , ' a)", t " L", e - 12 av,t 2 N VgfUr &!, vnlo�! -42" 1 unarm- 6'OV, L tr, r r d,r,rz, i n, g I I C hair, r3uns,sa Road I R G ra. e 'V i a g e, 41 6 ooiu I T. (fJ 4 7) taro xI 10, V F, i 84,Vt 6 71 Schrgde,, Mc. -j,626 Blvd, Pairler Sr ;a1.,',,r(,ni, W,,nirOal Qutbu. &9pµ IW 2)", 1 fSL4'137,6440 t. (5Ud 317-a652 Waterfront Development Project - Phase 1 111-151 Sc re wraw . st CJ rp 'Jer� us wwffwmlde'T Ca og ti�VtllV ,Typ�;i�ndbo-�l¢m� Jot) arae: NEL-d'T6-70-ASY-VWT-F{MSH x, l(I •;t " w Por, Angeles W17P Phase I Engine r: Sazar GwOUP, rrao. (Seale) Mjc4es. w ` ' e: ___ job LLJ Catalog Number., di'v _ ......... --_-----._ PiCY'u'{CkE WITH 16FT C"rAALESC STEEL POLE TO N%TCH NEMO COLUMN AND 00LL.ARD GERIE5 e wrMYa.laurr'a n,Yr ridLG.r 98,r Russe Road Uk t6mevi Vaz , El dwrQ,q t. �94d) U (UfjT "sa 5'Y .. ra.tvre'der Ma 3626 &41,ed. Iyaarier Sa,ruk ew, ddwm'f al Q1,01Nx,. iW 29ag 1.. a}w-1165Y Waterfront Development Project - Phase 1 III - 152 ,. M.. , r alma. ^aa:PrAw.'�+'gr. BYa ^aw�a.arYiradura ca r..,u r yi/ � f� T Yraaida C t 2 err iH �f 9 2rt rk E 9011 Ca a tuura d Ref irto lh schrdyrrlaazr PYa 0dkII, ._,_,..... /1 4aa �rY41t r,.. ll' 35 _...._ Black gsukp�ar�'du. 8 r hamlrcVa_ oft EQ tiraV Urdu r �rtH 16 ri 22r c k Textured Tex .. 7 �rat4 V,ar.t,�aV habeYl�..DC� awYLkt ... Gray , ... _ l _._,__„ ...__. _., EQ VS16 1 ;i wan lamp ,2'.0 tat Ia ukuaVat raaturYu d White 891 E 5^ i4:xhu YY'"ra'•: E 006 i �irk rrY ii l'pYI CVY L /r Prt:lw'ode fora digat RAL f"Ui.rYnurn- Lr:r. CSC j SII Custom (Cir -1 or. Provide a f raP rnatr'..Hiing ntirkC9 apl:. rcrvaL PiCY'u'{CkE WITH 16FT C"rAALESC STEEL POLE TO N%TCH NEMO COLUMN AND 00LL.ARD GERIE5 e wrMYa.laurr'a n,Yr ridLG.r 98,r Russe Road Uk t6mevi Vaz , El dwrQ,q t. �94d) U (UfjT "sa 5'Y .. ra.tvre'der Ma 3626 &41,ed. Iyaarier Sa,ruk ew, ddwm'f al Q1,01Nx,. iW 29ag 1.. a}w-1165Y Waterfront Development Project - Phase 1 III - 152 ,. M.. , r alma. ^aa:PrAw.'�+'gr. BYa ^aw�a.arYiradura ca 9-29.10(3) BellordLnmioairom-NeprSeotiomx Section 9-29]0(3)ia supplemented with the following: Bollard Luminaires shall boas specified on the following cut sheets mun acceptable substitute. Any substitution shall conform iothe requirements ofSection 1-Uhofthe Standard Specifications. Waterfront Development Project Phase 111 -153 Job Nauve: NEB-MHT6-39-V0LT-SS-6OLT BASE I Pvt. Angeles WITIP Phase (MOD 4 ANCHOBOLTS) R C Engineer: Sazan GTIOUP, [no, (Seate) I Nwes: Type, job: Quaintity� _j Catalog nurnber: --J NEB = 1-0 54?Q IPagE� 2 mums= am lagae tot a 0;4 1 H6ght inP 100�'l'flrn Mamelor 6A o-11 156rmn EPA W;'?ight 38 lbs 17.2kg M Pauling Reffpctx 66 BA s Sta4fless steetl„ Fabrucated of stainless steel. Pie optcai COMPartment and haKast are,^ accessed by rernaOng 3 screms and liffing Vip top part of the bo4tard. l3ainted slf.M„ Tube cialnetpr ps 5,441138irrin- EI L C 0 A A I I V F 1.. 0 111 V E. R , Machined stajn�css stpel. fir FLiCTOAS Parabolic primary reflector (bottwn) and ClOtliCrIl IGP Mfleuor, Spun and fabricated from high purity aksminum sheet, Piectro-bfightenO with all i ano6zv .d findslr, for ;J SVMMPtrical redistribution Of OIQ HUX COlTdTIg fIIOM the Kamp and the primary reflector. LFNS Made of injectJon rricldpd, irripact resistant, clear acuylic for Gptlrnua`l light transmittance. 30 C K E T PorueWn heat-resistint prilse fawd 4 kV G1.tease fcwr T6 &arrlp. Compact RU'Dre5cprit socket uses a G24 2 base. RA L L 91, S,1 Mounted on a galvanized steel plate. hr 'i USA: SCCHPDER Uglnting H.C. l 9,9, Bumie Rvad p Elx. GrYYwf.,ValaT2, U GOON T7 I IM 847 (",2 Lcux� l Fat �.fq 61 m�tz i ArwN!r Hcder.uj, (A• SCHRIDIR Inc. U j626 Otga. pairFin I St Laurent, Mantr6al Qudo�x 114R I Tnit ,i4 337-( 440 �FaR, S14 �317-2652 'AWN. ' -1-PrO"'OU I Waterfront Development Project - Phase 1 111-154 M NorVyA*stT1rn Port Artge4sesWITP Phase I Engineer: Sazzan Gruup, �im (Seaft"e) NEB-MHT6-a9-V0LT-S'S -BOLT BA,3E (MOD 4 ANCHOR BOLTS) I Type; -J job- ui 0 = W4 R-AgG 2. of 2 HAAD16ARE All exposed screws wifl be in stainless stroel. All gaskets and sealing demvices are [R)Mandjor sificone. F rxr. �V' Staiinles5 Steel brisfAied hofizor[taflrVirld paSSMIR24d tO MMOVC1 Al 5Ut11CG impurities. FriusN, Appkation of potVester paw of calat paint. the chemiuflcomposition provkJes a highly durabki UV and salt spray resistant finish in accordance to the ASIM-B117 standard and humidity proof in accordance. to the ASTM W247 standwd, ELEC TRI CAL t.1 ING Wet t-ocation Orate d per UL i� �98 and CSA C22,2, tP rating for the optical system is B P6 6 WARRANTY The Sea° sale-Toptical module is warrantec"I to by free of intrusion of contaminants icor a Ippnod of twwv years. ...... ... .. . . . ....... ... ....... N . . ............. . ..... . Metal Mde- Gu It PM 50CM _tt. ....... ... ......... wan r' -'Imp rnm'w ruls'a49 unpur Fluorescent CFL - v� iowan rxmjp, G24q 2 t3M'.� 12o-277 ew-aronic balrast I I 1 1" BE WtVWDED W17H FOUF ANC OF BOLTS' — - - — . ............ . ...... ..... .............. ..... . ".... . .......... .. 2 F CO ILOR ll . ............. . ...... . ,Izinless Stpe� Ffl shl Taxtured blkbrK E0,90D7 'IaxtuTad grm:� EQ gotG TexturedwIVe :'Q 801P last serf bronle EQ 9006 Sn"c�,hAlumfnurn PAL, P,rwirje four bIigu RAL cn�b, number CSC Custom COW. Avwide a ';Cpar sampip fi)r Mxaaing ar"d aprwcroM. U%- -SCHIPEDE9 UgMinr s , UC � 99. q� Rusv� Roxi � Erk. GivoeVu-4ge, 1. &,,Yyjl I Tril� ri,4-1 62'1,1,J0'3 I Fn aq 62t,5n!i weow� �iL� Lrene V. Lt CA: SCHREDER Inc. J -3626 111ou. Power I St t"'Iurenp_ M"Untroal CUIAZOC H4,R 2Ga 176, 514 317 6440 f IM 94 3"?;J 26T,2 Waterfront Development Project - Phase 1 111-155 9-29.10(5) Railing Luminaires - New Section Section 9-29.10(5) is supplemented with the following: Railing Luminaires shall be as specified on the following cut sheets or an acceptable substitute. Any substitution shall conform to the requirements of Section 1-06 of the Standard Specifications. Waterfront Development Project - Phase 1 111-156 "w�Tm "'a Catalog NUMber: - N�ame Job Name: LED-H/R-VL4290-48"-65-COLOR- Port Angeles WITP Phase I TEMPNLAIO Sea Notes: z Engineer Sazan (Group, Inc. (S'eattle) I FTM -M logs �-eatures V U.U.4 , " 1'qOqW'v"- I '' JT ....... 4M"B mdY y"IwqtwA" vm'm' Y A'P4vmoT "wo w (.wwwm: Wmid im,r.. 10, 01 —sl 1nto� JTWO Py V Wle 1�t RN' Vlldl flxplS-—W q¢`.4. P" "�.kc Mood "'pw"� Nmh, pod .1 wfl M. U m :. Me, wl—, q;w,�W— AIAWa M-4, ki 11"d "I 4tbw" —y' 'i, "A"o, qVi" lubiiM P.I pn—a, Mw (� 4 u4 fv-k W , ?V R np� ?x-. dmKUK to h, rnism ft- onnivirun �"ianAfi A N if fx w (11 D wil", " §W'k qV, ["IRIN -W 0 mire Wow :Bid "40 k�Altm�hw&'110'yvn 12Sygqlqt�' Waterfront Development Project - Phase 1 111-157 Submitted L1 lith Grou ) Noilftwestrini Bra lCatalog Number: IType: Job Name: LED-H/R-VL4290-48"'-65-00L0R- Pon Angeles WITP Phase I TEMPNLA10 EH Engineer Sazon Group, Inc. (Seattle) Notes: . ........ ......... DRIVERS MODIFIED TO BE IN 316 SS HOUSING TEMPORARILY SUBMERSIBLE HOUSING . . .......................... . .. OiSyg�q Waterfront Development Project - Phase 1 111-158 SPEOFICATIONS HEM MRAM M YA I aX fi 1, o., CMCMEMENNEM YELLOW o . ........ . .... . . ........ ...... I YI amlamwommommmm ACCESSORIES vt 14 P0 I'll", ��,71-171�7,7717171717�1 717-7,,777,777, w — , V4290A 260,kfl .......... ..... . ..... . ........ ......... DRIVERS MODIFIED TO BE IN 316 SS HOUSING TEMPORARILY SUBMERSIBLE HOUSING . . .......................... . .. OiSyg�q Waterfront Development Project - Phase 1 111-158 9-37 ARCHITECTURAL MATERIALS 9-37.1 Architectural Glass Glass panel used for guard rail infill is to be as indicated in Architectural Glass Guard Railing System. Art Work and glass are to be approved by Engineer prior to manufacturing and installation as part of the Architectural Glass Guard Railing System. The glass panels shown in the drawing for insertion in the guard railing involve a composite of glass and film, laminated together according to methods by Pulp Studios indicated below. The interior film will contain photographic imagery that depicts cloud and sky. Each of the three areas containing architectural glass will have a slightly different image. Photographs will need to be obtained from a local photographic artist. This will be a collaboration between Pulp and the artist but the Contractor will be responsible for working with the handrail supplier with respect to connections and fasteners. Photographic Image: Patricia Huff / Amidst Vision 1226 Craig Ave. #3 Port Angeles, WA 98362 360-775-8726 MQvin i 13 ftahoo.com Photographic Printing: Pulp Studios; Architectural Glass (Art Work) Los Angeles, CA 117331 Telephone: 310-815-4999 Email: www. pql �studio.com 9-37.2 Glass And Bronze Trail Markers Materials: Stainless Steel: Sheets, Bars and Shapes: ASTM A 276, Type 316 Art Glass: Art glass custom fabricated by Peter David Studio Stainless steel direction arrows are to have welded studs, two per arrow, for anchorage into concrete. Exposed surface to be etched to meet walking substrates (slip -resistance): Maintain static coefficient of friction (SCOF) of 0.6, minimum for dry conditions and 0.8, minimum for wet conditions in accordance with ADA. Exposed surface of the Art glass is also to meet walking substrate (slip resistance) requirement as noted above. Block out opening in concrete for art glass to be 1/8" larger on all sides and 3/4 - inches deep than glass. Fill opening with mortar to set art glass level with adjacent horizontal Waterfront Development Project - Phase 1 111-159 surface. Center and adhere glass in opening, to mortar, with polyurethane sealant. Allow to set protect from rain and weather for two days. Install sealant between glass and concrete and tool to be flush with adjacent surfaces. Color is to be selected by Engineer. An glass and stainless steel arrows are to be approved by engineer prior to manufacturing and installation as part of the glass and bronze trail marker system. Provide mock-up of installation. Basis of Design: Artist Laura Alisanne Design Fine Art I Web & Graphic Design Telephone: 360-809-0026 Email: laura@lauraalisanne.com 9-37.3 Architectural Glass Port Holes Materials: Stainless Steel: Sheets, Bars and Shapes: ASTM A 276, Type 316 Glass: Art glass custom fabricated by Peter David Studio Port Hole: Stainless steel: Border ring to be 2 -inches wide x 1/4 -inch thick, with 1/2 -inch diameter anchor bolts to match. Glass and Mirror: 1 -1/8 -inch mirror backed architectural glass recessed into precast panel and attached to back spacers. Port Hole with mirror back architectural glass units are to be approved by engineer prior to manufacturing and installation into preformed recess in veneer precast concrete panel. Basis of Design: Artist: T. Ellen Sollod Seattle, WA 98122 Telephone: 206-405-4155 Email: tesollod@sollodstudio.com 9-37.4 Skateboard Deterrents Materials: Skate Stoppers Model "D90-8. Material: 316 Stainless Steel Insert, with locking pin option for grout installation. Waterfront Development Project - Phase 1 111-160 Basis of Design: Skate Stoppers Cuyamaca St, El Cajon, CA. Telephone 619 447-6374 Web Site: Skatestoppers.com 9-38 SITE FURNISHINGS - NEW SECTION 9-38.1 Benches Benches shall be "ReStTM" as manufactured by Landscape Forms Inc. or acceptable equal. Benches shall be Backed, Surface Mounted, with End Arms and Center Seat Divider. Seat and Back panels shall be exterior use, unfinished Jarrah. Metal bench elements shall be 319 cast aluminum with thermosetting TGIC polyester powder coat, color: stone; UV, chip, and flake resistant. Benches available from: Attn: Mr. Tim Gish, Phone (503) 381-4964 Landscape Forms, Inc., 7860 SW Laurel St., Portland, Oregon 97225. Toll Free (800) 521-2546. Website www.landsgVeforms.�com. 9-38.2 Trash Receptacles Trash Receptacles shall be "TR -2 Tapered Trash Receptacles" as manufactured by FairWeather Site Furnishings or acceptable equal. Trash Receptacles shall be fabricated with 18 each, 1pe wood with clear wood preservative finish. Wood shall be attached to hoops with carriage bolts. Trash Receptacles shall be surface mount and include a spun steel dome top with flap. Finish on metal elements shall be polyester TGIC powder applied by dry electrostatic method with final 4 mils thick on all surfaces, color: Harbor Gray. Provide corrosion resistant undercoat. Liner shall be 30 gallon and powder coated to match color. Trash Receptacles Available From: Attn: Mr. Bill Whitcomb, Phone (360) 895-2626 FairWeather Site Furnishings, 1540 Leader International Drive, Port Orchard, Washington 98367 9-38.3 Bike Racks Bike Racks shall be "Ring Bicycle Rack" as manufactured by Landscape Forms Inc. or acceptable equal. Bike Racks shall be embedded with Outer Diameter, 304 stainless steel, 1.5" Pipe/Tube with electropolish finish, Bike Racks available from: Attn: Mr. Tim Gish, Phone (503) 381-4964 Landscape Forms, Inc., 7860 SW Laurel St., Portland, Oregon 97225. Toll Free (800) 521-2546. Website www.landscaoeforms.com. Waterfront Development Project - Phase 1 111-161 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 issued through January 2, 2012 are hereby made a part of this contract. Any conflicts between the Standard Plans and other parts of this contract shall be resolved a stated in the Order of Precedence at the beginning of Part 111. Waterfront Development Project - Phase 1 111-162 SUBMITTAL REQUIREMENTS The following is an index of the section contained under Submittal Requirements: SR -01 Materials Submittals SR -02 Design Submittals SR -03 Progress Schedule SR -04 As -Built Drawings SR -05 Other Post -Construction Submittals SR -06 Itemized List of Submittals SR -01 Materials Submittals The Contractor shall furnish to the Engineer 3 copies of all "material" submittals listed in SR -06, "Itemized list of Submittals". All material submittals or re -submittals shall be accompanied by a RAM form. The location of the specification for each of these items in the Standard Specifications or Special Provisions is indicated in SR -06. If the item description for the material submittal is not the exact brand or model specified in the Contract, then 3 copies of the manufacturer's descriptive literature, catalog cut -sheets, etc., must also be included. The Contractor shall clearly indicate on all material submittals and copies, the submittal review package number (starting with "1" for the first submittal review package), submittal item number (from SR -06) and the exact item selected. In all cases, the Contractor shall enter the exact brand and model on the "Submittal Review Form" for the selected item. All materials submittals shall be submitted within 28 days after award of the Contract. The Contractor should allow 14 calendar days from date of receipt by the Engineer for review and approval or rejection. For each material re -submittal required, the Contractor should allow an additional 7 calendar days from the date of receipt by the Engineer for review and approval or rejection. Except as provided herein, all requirements of the Section 1-05.3, "Plans and Working Drawings", of the Standard Specifications shall apply. NOTE: NO CONSTRUCTION SHALL BE PERFORMED ON ANY PORTION OF THE CONTRACT THAT DOES NOT HAVE APPROVED SUBMITTALS. NO PAYMENT SHALL BE MADE FOR DESIGNS INSTALLED WITHOUT APPROVAL AS REQUIRED BY THIS SECTION. SR -02 Design Submittals The Contractor shall furnish to the Engineer 3 copies of all "design" submittals and related shop drawings listed in SR -06, "Itemized list of Submittals". Shop drawings and electrical schematic details shall be of size 22"x 34". 11 " x 17" may be used in lieu of 22"04" if approved by the Project Engineer. Each design submittal or re -submittal and related shop drawings shall be listed on the "Submittal Review Form" by the Contractor with an appropriate reference to the attachments submitted. All design submittals shall be stamped by a Professional Engineer registered in the state of Washington. Waterfront Development Project - Phase 1 111-163 All design submittals are required within 28 days following award of Contract. The Contractor should allow 14 calendar days from the date of receipt by the Engineer for review and approval or rejection. For each design re -submittal required, the Contractor should allow an additional 14 calendar days from the date of receipt by the Engineer for review and approval and rejection. SR -03 Progress Schedule See Section 1-08.3 as modified by the Special Provisions, for the Submittal requirements for a Progress Schedule and regular updates. SR -04 As -Built Drawings Requirements for maintaining as -built drawings for the work completed under this Contract are specified in Section 1-05.5 of the Special Provisions. Final As-Builts shall be submitted to the Engineer at or before the final inspection for review and approval. As -built drawings must be approved by the City Engineer before the final payment will be made. SR -05 Other Post -Construction Submittals The Contractor shall furnish the Engineer with all other post -construction submittals required by the specifications, whether or not they are listed on the "Itemized List of Submittals". All results of tests the Contractor performs as required by the Contract for quality assurance such as compaction tests, pressure tests, or bacteriological analyses shall be submitted to the Engineer whether or not the test meets the performance standards as required by the specifications. Waterfront Development Project - Phase 1 111-164 SR -06 Itemized List of Submittals Below is a summarized list of submittals required under this contract. ITEM NO. DESCRIPTION APPLICABLE SECTION Design Submittals D-1 Traffic Control Plan(s) 1-10 D-2 Concrete Repair Plan 6-02.3(14) D-3 Precast Concrete Shop Drawings 6-02.3(28)A D-4 Steel Structure Shop Plans 6-03.3(7) D-5 Pile Driving Equipment 6-05.3(9)A D-6 Painting Plan 6-07.3(2) D-7 Hydraulic Connectivity Plan 7-10 D-8 Temporary Erosion and Sediment Control Plan 8-01.3(1)A D-9 Roadside Work Plan 8-02.3(2) Progress Schedule 1-08.3 Materials Submittals M-1 Compaction Test Results 2-03.3(14)D M-2 Soil Residual Herbicide 5.04.3(5)D M-3 Hot Mix Asphalt 5-04.2 M-4 Joint Sealant 5-04.3(12) M-5 Concrete 5-05.3(l) 6-02.3(2)A M-6 Tidal Gate 7-04 M-7 Grate Inlet Type 2 7-05 M-8 Catch Basin Type 1 7-05 M-9 Catch Basin Type 2 7-05 M-10 Manhole Cover 7-05 M-11 Light Duty Dome Grate 7-06 M-12 Underdrain Pipe 7-06 M-13 Area Drains 7-06 M-14 Light Duty Dome Grate 7-06 M-15 Sanitary/Storm Sewer Cleanout 7-19 M-16 Plant Procurement Documentation 8-02 M-17 Subgrade Percolation Test 8-02.3(4) M-18 Soil Analysis Report 8-02.3(6) M-19 Sub rade Analysis and Report 8-02.3(6) M-20 Camera Pole 8-20 Waterfront Development Project - Phase 1 111-165 ITEM NO. DESCRIPTION APPLICABLE SECTION M-21 Electric aI/Lighting Materials 8-20.2(l) M-22 Thermoplastic Pavement Marking Materials 8-22.2 M-23 Concrete Unit Pavers 8-26.2 M-24 Stainless Steel Bench Skateboard Deterrents 8-28 M-25 Site Furnishings 8-30 M-26 Bedding and Backfill Materials 9-03.(9-12) M-27 Sewer Pipe, PVC Solid Wall 9-05.12(l) M-28 Sewer Pipe, Ductile Iron 9-05.13 M-29 Railing Systems 9-06.19 M-30 Reinforcing Steel 9-07 M-31 Corrosion Resistant Dowel Bar 9-07.5(2) M-32 Paint and Protective Coatings 9-08 M-33 Steel Pile Tips or Shoes 9-10.4 M-34 Steel Piles 9-10.5 M-35 Glazed Concrete Masonry Unit 9-12.4 M-36 Tactile Warning Pavers 9-12.5 M-37 Tree Anchor 9-14.7 M-38 Root Barrier 9-14.8 M-39 Irrigation Materials 9-15 M-40 Raised Pavement Markers 9-21.1,2 M-41 Water Main Pipe and Fittings 9-30.1,2 M-42 Hydrant Assembly 9-30.5 M-43 Construction Geotextile 9-33.2(l) M-44 Silt Fence 9-33.2(l) M-45 Inlet Protection 9-33.2(l) M-46 Art Work 9-37 Post Construction Submittals P-1 Final As-Builts 1-05.5 P-2 Cross Connection Control Device Inspection and Test Results 8-03 Waterfront Development Project Phase 111-166 �..♦ � ��i�M.1 M° ,..�. A1111111111111111, CWashilington State AP Department of Transportation Contract 1SR i Date Section County Contractor Subcontractor This form shall be completed prior to submittal. If this form is not complete at time of For WSDOT Use Only submittal it may be returned for information that was omitted. For assistance in completing, see Instructions and Example RAM # Bid hist-i,W or p,0%,Iirl Mame and Location of Fabricaior, PE,'QPL i Hdqtr.;QPL Item Na. product Type hianufachirer or Pit Number Reference Code Code --- ----- - - -------------- --------------- — ............. ------- --- - - - ---------- ------ - - ------ - ----------- --- Project Engineer _TDake State Materials Engineer Date Acceptance Action Codes for use by Project Engineer and State Materials Laboratory 1, Acceptance Criteria: Acceptance based upon 'Satisfactory' Test Report for samples of materials to be Incorporated into project 2. Acceptance Criteria: M(g. Cert. of Compliance for 'Acceplance'lpirior to Use of material. 3. Acceptance Criteria: Catalog Cuts for 'Acceptance' prior to use of material. 0 Y C, ONO 4. Acceptance Criteria: Submit Shop Drawings for'Approval' prior to fabrication or naterlal. 5 Acceptance Criteria: Only'Approved for Shipment', WSDOT Inspected' or'Fab ricallon Approved Deco.!' material shall be used. 6. Acceptance Criteria: Submit Certificate of &JateriajS Origin to Project Engineer Office. 7. Acceptance Criteria: Request Transmitted to State Materials Laboratory for Approval Action. S. Source Approveri, — --------- — — ------- 9. Approval V/ithl)eld: Submit samples for preliminary evaluation. 10. Approval VVilhhold: 11, Miscellaneous Acceptance Criteria. Remarks: Project Engineer Distribution State Materials Engineer Distribution ❑ Contractor ❑ Region Materials General File Signing Inspection ❑ Region Operations Engineer ❑ State Materials Lab ❑ Other Fabrication Inspection M/S 47365 [)Q1- Form350071 EF Revised 12; f _ ` ° �; PROJECT NAME: PROJECT/CONTRACT NUMBER: ORIGINATOR: ITEM: REFERENCE DRAWING 0R3PEC|F|CATIDN: DESCR|PT|OW0FCLAR|F|CAT|ON8REQUEBT: DATE REPLY REQUESTED: ORIGINATOR SIGNATURE: COMMENTS: LOwner L,Contractor CRITICAL TO SCHEDULE::. YES �NO RB0umber:_____ Project Name Contractor Date Project No. 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: -CORIGINAL ONTRACT CONTRACT EST. NET THIS CHANGE CHANGE ORDERS G THIS ONE TRACT AFTER THIS CHANGE ORDER CITY ENGINEER CONTRACTOR PUBLIC RKS & UTILITIES DIRECTOR DAYS: XX DAYS: YY DAYS: ZZ DAYS. XX+ZZ-YY DAYS: YY+ZZ * Amount with applicable sales tax 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. SIGNATURE:. DATE: PROJECT ENGINEER CITY ENGINEER CONTRACTOR PUBLIC RKS & UTILITIES DIRECTOR CITY MANAGER CITY COUNCIL APPROVAL. DATE: Contractor's Application for Payment Form and Certification of Work Completion Form PO Ft7 S A140 CONTRACTOR'S APPLICATION FOR PAYMENT page 1 of 2 TO: City of Port Angeles FROM: Public Works & Utilities Department $ P.O, Box 1150 Work Completed to Date [per attached continuation sheets] Port Angeles, WA 98362 $ DATE: PROJECT NAME: PAYMENT REQUEST NO, PROJECT NUMBER: PERIOD From: to [end of period]: I Contract Amount Thru Approved Change Order No.— [Excluding Sales Tax] E* $ 2 Work Completed to Date [per attached continuation sheets] J* $ 3 Sales Tax (Port Angeles is 8,4% of [2]) $ 4 Amount Retained (5% of [2])** $ 5 Subtotal ([2]+[3]-[4]) $ 6 Total Previously Paid [Deduction] G* $ 7 1 AMOUNT DUE THIS REQUEST ([5]-[6]) $ *correspond to column letters shown on the continuation sheet. "Enter zero if a retainage bond has been approved 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 represents 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. CONTRACTOR'S APPLICATION FOR PAYMENT page 2 of 2 | also certify that all lower -tier payments, less applicable retention, have been made bvthe Applicant for the periods covered by previous payment received by the Applicant to (1) all lower- tiresubcontractors/auppUere,mnd(2)hzraUOlatoria|a.equipmentgnd|abo/uaedori/ coDnoCUOA with the performance ofthis contract, | further certify that / have compiled 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 Vfthe performance ofthe work. I further certify that, to the best of my knowledge, information and belief,all work for which previous payment(s) have been received uheU be free and clear cfliens, c|ainns, 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. VVbhiO seven (7) days of receipt of the paynlmr8 requested hemein, 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 lower -tier work, SIGNATURE: SUBSCRIBED AND SWORN tnbefore 0e this day nf Project Manager City Engineer Notary Public in and for the State reU|diOg at My appointment expires. MW Lem I PROJECT NO.: All work on the above referenced project has been completed in accordance with the contract documents and the final inspection and the warranty provision included therein or relating thereto. The final estimate in the amount of $ , including any applicable taxes, has been reviewed and is in agreement with our records. I further certify that the final estimate amount shown above is a true and correct statement showing all the monies due me from the City of Port Angeles for work performed and material furnished under this contract, City Council acceptance and final payment, including retained percentages, is hereby respectfully requested. , Contractor, hereby releases the City of Port Angeles, Washington, from any and all liens arising out of this Contract or is, herewith, providing a bond covering all unpaid obligations for work, materials, equipment or any other liens outstanding on this Contract. CONTRACTOR: F.1l0101O1*M AUTHORIZED OFFICIAL: DATE: Contractor and Subcontractor Certification Form, and Request to Sublet Work Form pOR7AyCF Contractor and Subcontractor or Lower Tier Subcontractor (SAt"6 Certification for Ciq, of Port Angeles Projects (Required for each Subcontractor or Lower Tier Subcontractor on all projects) Project Number Project Name ,Subcontractor or Lower Tier Subcontractor To be signed by proposed subcontractor or lower tier subcontractor The contract documents for this subcontract include the minimum prevailing wage rates. I certify the above statement to be true and correct, Company By Date Title Contractor Certification To be completed and signed by the contractor 1. A written agreement has been executed between my firm and the above subcontractor. 2. A written agreement has been executed between (the subcontractor) and the above lower tier subcontractor. The contract documents for (1) or (2) marked above include the minimum prevailing wage rates. I certify the above statements under Contractor Certification to be true and correct. Company By Date Affilh, Washington State Department of Transportation El Subcontractor (:1 Lov.ler Tier Subcontractor El DBE Prime Contractor Federal Employer I.D. Number ' State Contract Number Job Description (Title) Request Number Approval is Requested to Sublet the Following Described Work to: Subcontractor or Lo,..,er Tier Subcontractor Unifed Business Identifier (USI) !Federal Employer I.D. Number ,Telephone Number City State IZip Code Estimated Starting Date T—L,3�111er —Tier Su�c'cint-r. act-c—r'. -1, ED of -C --- o-rr'e's—ponding Subcontractor - - ----- ' ger i Nombe?, I OiMPr`43 SOCW Secura.v Number Item No Partial 1Iem Description --------------- - — ----- — - ------------ Amount --------- - iv'Uilis(np Yla, Vie subtowfoc"oe IvIii Prime Contractor Signature Date conlp,y� oath the picas "?10 00dol wh:(:/) tins work it" b9ing 'performed. Department of Transportation Use Only Percent of Total Con tract DBE Siiiiu-s- "/-e rif'i ca,lion - --------- This Request ............ % Previous Requests - ------ Sublet to Date Project Engineer's Signature Date Approved - Region Conslriicfio-n"-tn' gineOrDate Approved (When Required) UVI Ustribullon, VvIlItc (Criginal) - Region Canary (COPY) - Project Engineer Pink (Copy) - Contractor Re,,ed 1 v2009 ,mwml am Ilia00 IWINN111 * , 3 The following Amendments and Special Provisions shall be used in conjunction with the 4 2012 Standard Specifications for Road, Bridge, and Municipal Construction. 5 6 AMENDMENTS TO THE STANDARD SPECIFICATIONS 7 8 The following Amendments to the Standard Specifications are made a part of this contract 9 and supersede any conflicting provisions of the Standard Specifications. For informational 10 purposes, the date following each Amendment title indicates the implementation date of the 11 Amendment or the latest date of revision. 12 13 Each Amendment contains all current revisions to the applicable section of the Standard 14 Specifications and may include references which do not apply to this particular project, 15 16 1-01.AP1 17 Section 1-01, Definition and Terms 18 January 2, 2012 19 1-01.3 Definitions 20 The definition for "Bid Documents" is revised to read: 21 22 The component parts of the proposed Contract which may include, but are not limited 23 to, the Proposal Form, the proposed Contract Provisions, the proposed Contract Plans, 24 Addenda, and, for projects with Contracting Agency subsurface investigations, the 25 Summary of Geotechnical Conditions and subsurface boring logs (if any). 26 27 1-02.AP1 28 Section 1.02, Bid Procedures and Conditions 29 January 2, 2012 30 1-02.4(2) Subsurface Information 31 The first two sentences in the first paragraph are revised to read: 32 33 If the Contracting Agency has made subsurface investigation of the site of the proposed 34 work, the boring log data, soil sample test data, and geotechnical recommendations 35 reports obtained by the Contracting Agency will be made available for inspection by the 36 Bidders at the location specified in the Special Provisions. The Summary of 37 Geotechnical Conditions, as an appendix to the Special Provisions, and the boring logs 38 shall be considered as part of the Contract, 39 40 1-03.AP1 41 Section 1-03, Award and Execution of Contract 42 April 2, 2012 43 1-03.1(1) Tied Bids 44 This section's title is revised to read: 45 46 1-03.1(1) Identical Bid Totals 47 AMENDMENTS TO THE 2012 STANDARD SPECIFICATIONS 1300K Revised: 6/112012 1 1 1-07-AP1 2 Section 1-07, Legal Relations and Responsibilities to the Public 3 June 4, 2012 4 1.071 Laws to be Observed 5 The following two sentences are inserted after the first sentence in the third paragraph: 6 7 In particular the Contractor's attention is drawn to the requirements of WAC 296.800 8 which requires employers to provide a safe workplace. More specifically WAC 9 296,800.11025 prohibits alcohol and narcotics from the workplace. 10 11 1-08.AP1 12 Section 108, Prosecution and Progress 13 April 2, 2012 14 1-08.1 Subcontracting 15 In the eighth paragraph, "Contracting Agency" is revised to read "WSDOT". 16 17 1-08.3(1) General Requirements 18 The following new paragraph is inserted after the first paragraph: 19 20 Total float belongs to the project and shall not be for the exclusive benefit of any party. 21 22 108.7 Maintenance During Suspension 23 The second paragraph is revised to read: 24 25 At no expense to the Contracting Agency, the Contractor shall provide through the 26 construction area safe, smooth, and unobstructed roadways and pedestrian access 27 routes for public use during the suspension (as required in Section 1-07,23 or the 28 Special Provisions.) This may include a temporary road, alternative pedestrian access 29 route or detour. 30 31 1-09,API 32 Section 1.09, Measurement and Payment 33 April 2, 2012 34 1-09.2(5) Measurement 35 The second sentence in the first paragraph is revised to read, 36 37 The frequency of verification checks will be such that at least one test weekly is 38 performed for each scale used in weighing contract items of Work. 39 40 3-04,AP3 41 Section 3-04, Acceptance of Aggregate 42 April 2, 2012 43 3-04.3(7)D4 An Entire Lot 44 The last sentence is deleted, 45 AMENDMENTS TO THE 2012 STANDARD SPECIFICATIONS BOOK Revised: 611/2012 2 1 3-04.5 Payment 2 In the second paragraph, the reference "Section 3-04.3(6)C " is revised to read "Section 3- 3 04.3(8)". 4 5 In Table 1, the row containing the item "Gravel Borrow for Geosynthetic Retaining Wall" is 6 revised to read: 7 d- -vl-t, 0 3 14-(4- r, r� 41 Borrow for Geosynthetic 4000 -0-0-0 S30U 10 ..... — - ------------ - ----- 8 9 10 11 5-01.AP5 12 Section 5.01, Cement Concrete Pavement Rehabilitation 13 April 2, 2012 14 5-01.3(2)B Portland Cement Concrete 15 The fifth sentence in the third paragraph is revised to read: 16 17 The lower Specification limit for compressive strength shall be 4,000 -psi. 18 19 The last two sentences in the third paragraph are deleted. 20 21 5-01.3(11) Concrete Slurry 22 This section including title is revised to read: 23 24 5-01.3(11) Concrete Slurry and Grinding Residue 25 All concrete slurry and grinding residue shall be removed from the pavement surface on 26 a continual basis immediately behind the grinding or cutting operations. Slurry shall not 27 be allowed to drain into an area open to traffic, off of the paved surface or into any 28 drainage structure. 29 30 The Contractor shall collect the concrete slurry and grinding residue from the pavement 31 surface and dispose of it in accordance with Section 2-03.3(7)C, 32 33 Opening to traffic shall meet the requirements of Section 5-05,3(17). 34 35 5-04.AP5 36 Section 5-04, Hot Mix Asphalt 37 April 2, 2012 38 5-04.3(10)B3 Longitudinal Joint Density 39 The section including title is revised to read: 40 41 5-04.3(10)B3 Vacant 42 AMENDMENTS TO THE 2012 STANDARD SPECIFICATIONS BOOK Revised: 61112012 3 1 6-02.AP6 2 Section 6-02, Concrete Structures 3 April 2, 2012 4 6-02.3(16) Plans for Falsework and Formwork 5 Item No, 4 in the seventh paragraph is revised to read: 6 7 4. Conditions required by other Sections of 6-02.3(17), Falsework and Formwork. 8 9 Item's No, 5, 6, 7, and 8 in the seventh paragraph are deleted. 10 11 The following paragraph is inserted after the seventh paragraph: 12 13 Plan approval can be done by the Project Engineer for footings and walls 4 to 8 feet high 14 (excluding pedestal height) provided: 15 16 1, Concrete placement rate is 4 feet per hour or less. 17 18 2. Facing is Y4 -inch plywood with grades as specified per Section 6-02.3(17)1. 19 20 3. Studs, with plywood face grain perpendicular, are 2 by 4's spaced at 12 inches. 21 22 4. Walers with 3,000 pound safe working load ties spaced at 24 inches are two 2 by 23 4's spaced at 24 inches. 24 25 6-02.3(17)F Bracing 26 In the first paragraph, the phrase "per Section 6-02,3(17)1" is revised to read "in accordance 27 with Section 6-02.3(17)1", 28 29 This section is supplemented with the following new sub -section: 30 31 6-02.3(17)F5 Temporary Bracing for Bridge Girders During Diaphragm and 32 Bridge Deck Concrete Placement 33 Prestressed concrete girders shall be braced to resist forces that would cause rotation 34 or torsion in the girders caused by the placing of precast concrete deck panels and 35 concrete for the bridge deck, 36 37 Bracing shall be designed and detailed by the Contractor and shall be shown in the 38 falsework/formwork plans submitted to the Engineer for approval, These braces shall be 39 furnished, installed, and removed by the Contractor at no additional cost to the 40 Contracting Agency, The Contractor may consider the bracing effects of the 41 diaphragms in developing the falsework/formwork plans. The Contractor shall account 42 for the added load from concrete finishing machines and other construction loadings in 43 the design of the bracing. 44 45 Falsework support brackets and braces shall not be welded to structural steel bridge 46 members or to steel reinforcing bars, 47 48 6-02.3(17)F4 Temporary Bracing for Bridge Girders 49 This section including title is revised to read: 50 AMENDMENTS TO THE 2012 STANDARD SPECIFICATIONS BOOK Revised; 61112012 4 1 6-02.3(17)F4 Temporary Bracing for Bridge Girders During Erection 2 Steel girders shall be braced in accordance with Section 6-03.3(7)A, 3 4 Prestressed concrete girders shall be braced sequentially during girder erection. The 5 bracing shall be designed and detailed by the Contractor and shall be shown in the 6 falsework/formwork plans submitted to the Engineer for approval. The Contractor shall 7 furnish, install, and remove the bracing at no additional cost to the Contracting Agency, 8 9 At a minimum, the Contractor shall brace girders at each end and at midspan to prevent 10 lateral movement or rotation. This bracing shall be placed prior to the release of each 11 girder from the erection equipment. If the bridge is constructed with cast -in-place 12 concrete diaphragms, the bracing may be removed once the concrete in the 13 diaphragms has been placed and cured for a minimum of 24 hours. 14 15 6-02.3(25)N Prestressed Concrete Girder Erection 16 The third sentence in the fifth paragraph is revised to read: 17 18 The girders shall be braced in accordance with Sections 6-02.3(17)F4 and 6- 19 02.3(17)F5. 20 21 6-02.3(26)ES Leak Tightness Testing 22 The first sentence in the first paragraph is revised to read: 23 24 The Contractor shall test each completed duct assembly for leak tightness after placing 25 concrete but prior to placing post tensioning reinforcement. 26 27 The second paragraph is revised to read: 28 29 Prior to testing, all grout caps shall be installed and all vents, grout injection ports, and 30 drains shall either be capped or have their shut-off valves closed. The Contractor shall 31 pressurize the completed duct assembly to an initial air pressure of 50 psi. This 32 pressure shall be held for five minutes to allow for internal adjustments within the 33 assembly. After five minutes, the air supply valve shall be closed, The Contractor shall 34 monitor and measure the pressure maintained within the closed assembly, and any 35 subsequent loss of pressure, over a period of one minute following the closure of the air 36 supply valve, The maximum pressure loss for duct assemblies equal to or less than 37 150 feet in length shall be 25 prig, The maximum pressure loss for duct assemblies 38 greater than 150 feet in length shall be 15 psig. If the pressure loss exceeds the 39 allowable, locations of leakage shall be identified, repaired or reconstructed using 40 methods approved by the Engineer, The repaired system shall then be retested, The 41 cycle of testing, repair and retesting of each completed duct assembly shall continue 42 until the completed duct assembly completes a test with pressure loss within the 43 specified amount, 44 45 6-03.AP6 46 Section 6-03, Steel Structures 47 April 2, 2012 48 6-03.3(28)A Method of Shop Assembly 49 The first sentence in Item 2.C, is revised to read: 50 AMENDMENTS TO THE 2012 STANDARD SPECIFICATIONS BOOK Revised: 6/1/2012 5 1 For Trusses and Girders — After the first stage has been completed, each subsequent 2 stage shall be assembled to include: at least one truss panel or girder shop section of 3 the previous stage and two or more truss panels or girder shop sections added at the 4 advancing end, 5 6 6-07.AP6 7 Section 6-07, Painting 8 April 2, 2012 9 6-07,3(9)A Paint System 10 The first sentence in the second paragraph is revised to read: 11 12 All paint coating components of the selected paint system shall be produced by the 13 same manufacturer. 14 15 6-07.3(10)H Faint System 16 The first and second sentences in the second paragraph are revised to read: 17 18 All paint coating components of the selected paint system shall be produced by the 19 same manufacturer, 20 21 6-1 O.AP6 22 Section 6-10, Concrete Barrier 23 April 2, 2012 24 6-10.5 Payment 25 In the second paragraph, the bid item "Cone, Class 4000" is revised to read: 26 27 "Cone. Class 4000 28 29 6-12.AP6 30 Section 6-12, Noise Barrier Walls 31 January 2, 2012 32 6-12.3(3) Shaft Construction 33 The third sentence in the fifth paragraph is revised to read: 34 35 When efforts to advance past the obstruction to the design shaft tip elevation result in 36 the rate of advance of the shaft drilling equipment being significantly reduced relative to 37 the rate of advance for the rest of the shaft excavation, then the Contractor shall remove 38 the obstruction under the provisions of Section 6-12.5. 39 40 6-12.5 Payment 41 This section is supplemented with the following: 42 43 "Removing Noise Barrier Wall Shaft Obstructions", estimated. 44 45 Payment for removing obstructions, as defined in Section 6-12.3(3), will be made for the 46 changes in shaft construction methods necessary to remove the obstruction, The 47 Contractor and the Engineer shall evaluate the effort made and reach agreement on the 48 equipment and employees utilized, and the number of hours involved for each. Once AMENDMENTS TO THE 2012 STANDARD SPECIFICATIONS BOOK Revised: 611/2012 6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 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. For the purpose of providing a common proposal for all bidders, the Contracting Agency has entered an amount for the item "Removing Noise Barrier Wall Shaft Obstructions" in the bid proposal to become a part of the total bid by the Contractor. If the shaft construction equipment is idled as a result of the obstruction removal work and cannot be reasonably reassigned within 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 all labor costs resulting from Contractor labor agreements and established Contractor policies will be added to the payment calculations. The Contractor shall perform the amount of obstruction work estimated by the Contracting Agency within the original time of the contract, The Engineer will consider a time adjustment and additional compensation for costs related to the extended duration of the shaft construction operations, provided: the dollar amount estimated by the Contracting Agency has been exceeded, and; 2. the Contractor shows that the obstruction removal work represents a delay to the completion of the project based on the current progress schedule provided in accordance with Section 1-08.3. 6-14.AP6 Section 6-14, Geosynthetic Retaining Walls January 2, 2012 6-14.2 Materials The referenced section for the following item is revised to read: 9-20.3(4) In the first paragraph, the following items are inserted after the item "Gravel Borrow For Geosynthetic Retaining Wall": Polyurethane Sealant 9-04,2(3) Closed Cell Foam Backer Rod 9-04,2(3)A 6-15.AP6 Section 6-15, Soil Nail Walls January 2, 2012 6-15.2 Materials The referenced section for the following item is revised to read: Grout 9-20.3(4) 6-15.3(3) Submittals Item f beneath item number 3 is revised to read: AMENDMENTS 70 THE 2012 STANDARD SPECIFICATIONS BOOK Revised: 6/112012 7 1 [ Mix design and procedures for placing the grout. 3 8^15.3/6\ Soil Nailing 4 This section is supplemented with the following: S The Contractor shall make and cure grout cubes once per day inaccordance with 7 VVSDOTTest Method T813. These samples shall beretained bythe Contractor until all 8 associated verification and proof testing of the soil nails has been successfully B completed. Kthe Contractor elects totest the grout cubes for compressive strength. 10 testing shall be conducted by an independent laboratory and shall be in accordance 11 with the VVS[>OTFOP for AASHT(JT106. 12 13 6-16.AP6 14 Section 6~16, Soldier Pile and Soldier Pile Tieback Walls 15 January 2`2012 16 6-10.3(3) Shaft Excavation 17 The third sentence inthe seventh paragraph isrevised toread: 18 19 When efforts to advance past the obstruction to the design shaft tip elevation result in 20 the rate of advance of the shaft drilling equipment being significantly reduced relative to 21 the rate of advance for the rest of the shaft excavation, then the Contractor shall remove 22 the obstruction under the provisions UfSection G'16.5. 23 24 8^18.5 Payment 25 This section issupplemented with the following: 28 27 "Removing Soldier Pile Shaft OhstruoUonG"'estimated. 28 29 Payment for removing obstructions, asdefined in Section 0'18.3(3)'will bmmade for the 30 changes in shaft construction methods necessary to remove the obstruction. The 31 Contractor and the Engineer shall evaluate the effort made and reach agreement on the 32 equipment and employees utilized, and the number of hours involved for each. Once 33 these cost items and their duration have been agreed upon, the payment amount will be 34 determined using the rate and markup methods specified in Section 1'09.8. For the 35 purpose of providing a common proposal for all bidders, the Contracting Agency has 38 entered an amount for the item "Removing Soldier Pile Shaft Obstructions" in the bid 37 proposal tobecome apart Vfthe total bid bythe Con1ract0r 38 39 |fthe shaft construction equipment iSidled as aresult nfthe obstruction removal work 40 and cannot bereasonably reassigned within the project, then standby payment for the 41 idled equipment will beadded k]the payment calculations. |flabor isidled Gsaresult of 42 the obstruction removal work and cannot be reasonably reassigned within the project, 43 then all labor costs resulting from Contractor labor agreements and established 44 Contractor policies will b8added h)the payment calculations. 45 46 The Contractor shall perform the amount of obstruction work estimated by the 47 Contracting Agency within the original time ofthe contract. The Engineer will consider o 48 time adjustment and additional compensation for costs related (othe extended duration 49 of the shaft construction operations, provided: 50 AMENDMENTS ToTHE uomSTANDARD SPECIFICATIONS BOOK 1 1, the dollar amount estimated by the Contracting Agency has been exceeded, 2 and; 3 4 2. the Contractor shows that the obstruction removal work represents a delay to 5 the completion of the project based on the current progress schedule provided 6 in accordance with Section 1-08.3. 7 8 6-17.AP6 9 Section 6-17, Permanent Ground Anchors 11 6-17.3(3) Submittals 12 The first sentence in the sixth paragraph is revised to read: 13 14 The Contractor shall submit the mix design for the grout conforming to Section 9-20.3(4) 15 and the procedures for placing the grout to the Engineer for approval. 16 17 6-17.3(7) Installing Permanent Ground Anchors 18 The following new paragraph is inserted after the sixth paragraph: 19 20 The Contractor shall make and cure grout cubes once per day in accordance with 21 WSDOT Test Method T 813, These samples shall be retained by the Contractor until all 22 associated verification, performance and proof testing of the permanent ground anchors 23 has been successfully completed. If the Contractor elects to test the grout cubes for 24 compressive strength, testing shall be conducted by an independent laboratory and 25 shall be in accordance with the WSIDOT FOP for AASHTO T106. 26 27 7-02.AP7 28 Section 7-02, Culverts 29 April 2, 2012 31 The bid item "Steel Rib Reinforced Polyethylene Culvert Pipe In, Diam.", per linear 32 foot is revised to read: 33 34 "St. Rib Reinf Polyethylene CuIv. Pipe _ In. Diam.", per linear foot 35 36 7-04,AP7 37 Section 7-04, Storm Sewers 38 April 2, 2012 39 7-04.3(1)8 EViltration Test —Storm Sewers 40 The fifth column title "PE 4,, is revised to read ,pp4,, from the table titled, "Storm Sewer Pipe 41 Schedules". 42 43 7-04.5 44 The bid item "Steel Rib Reinforced Polyethylene Storm Sewer Pipe _ In Diam", per 45 linear foot Is revised to read: 46 47 "St. Rib Reinf Polyethylene Storm Sewer Pipe _,, In. Diam", per linear foot 48 AMENDMENTS TO THE 2012 STANDARD SPECIFICATIONS BOOK Revised: 6/112012 9 7-O5.AP7 Section 7~05, Manholes, Inlets, Catch Basins, and DyyvVeUs April 2,2O12 4 7~05.3 Construction Requirements 5 The third paragraph i8supplemented with the following: 7 Leveling and adjustment devices that do not modify the structural integrity of the metal 8 frame, grate or cover, and do not void the originating foundry's compliance to these 0 specifications and warranty ieallowed. Approved leveling devices are listed inthe 10 Qualified Products List. Leveling and adjusting devices that interfere with the 11 backfilling, backfill density, grouting and asphalt density will not be allowed, The 12 hardware for leveling and adjusting devices shall be completely removed when 13 specified bythe Project EnQinoer. 14 15 8'01.AP8 10 Section 8.01, Erosion Control and Water Pollution Control 17 April 2, 2012 18 8-01.3(2)D Mulching 19 The following two now paragraphs are inserted after the fourth paragraph: 20 21 Short -Term 01U|ch ahGU be hydraulically applied at the rehy of 2500 pounds per acre and 22 may beapplied inone lift. 23 24 Moderate -Term Mulch and Long -Term Mulch shall be hydraulically applied at the rate of 25 3500 pounds per acre with numore than 2000 pounds applied in any single lift, 28 27 8~01.3/2\E Soil Binders and Tacking Agents 28 The first paragraph is revised to road: 29 30 Tacking agents or soil binders applied using o hvdroaeedernhmU have o nnU1ch tracer 31 added to visibly aid uniform application. This tracer shall not be harmful to plant, 32 aquatic, U[animal life. Aminimum of125pounds per acre and amaximum 0f25O 33 pounds per acre of Short -Term K4u|oh ohm|| UG used as e tracer. 34 35 The last two paragraphs are deleted. 36 37 8~01.3(2)F Dates for Application of Final Seed, Fertilizer, and A8u|uh 38 |nthe first paragraph, ''Engineer' is revised to namd "Project EnQiDe8�. 39 40 Note 1 of the table in the first paragraph is revised to read: 41 42 'Where Contract Vnl|nQ is appn]phabs, seeding, fertilizing, and mulching shall be 43 accomplished during the fall period listed above 44 45 The third paragraph |sdeleted. 46 47 8-01.3/5\ Placing Plastic Covering 48 The second and third paragraphs are revised toread: 49 AMENDMENTS TnTHE 20nuSTANDARD SPECIFICATIONS BOOK 1 Clear plastic covering shall be used to promote seed germination when seeding is 2 performed outside of the Dates for Application UfFinal Seed mSection O -01.3(2)F. 3 Black plastic covering shall be used for stockpiles or other areas where vegetative 4 growth in unwanted. 5 S The plastic cover shall be installed and maintained in a way that prevents water from 7 cutting under the plastic and prevents the plastic cover from blowing open in the wind, 8 9 8`01.3(0) Check Dams 10 This section isrevised ioread: 11 12 Check dams shall beinstalled easoon as construction will allow, Qrwhen designated by 13 the Engineer. The Contractor may substitute a different check dam, in lieu ofwhat is 14 specified inthe contract, with approval $fthe Engineer. The check dam isGtemporary 15 or permanent structure, built across a minor channel. Water shall not flow through the 16 check dam structure. Check dams shall be constructed in a manner that creates a 17 ponding area upstream of the donn to allow pollutants tosettle, with water from 18 increased flows channeled over 8spillway |nthe check dam, The check dam shall be 18 constructed |oprevent erosion |n the area below the spillway. Check dams shall be 20 placed perpendicular to the flow of water and installed in accordance with the Standard 21 Plans. The outer edges shall extend up the sides of the conveyance to prevent water 22 from going around the check dam, Check dams shall beofsufficient height iomaximize 23 detention, without causing water toleave the ditch. Check dams shall meet the 24 requirements in Seob0M 9-14.5(4). 25 26 8^01.3(7) Stabilized Construction Entrance 27 The first paragraph iarevised k)r$ad� 28 29 Temporary stabilized construction entrance shall be constructed in accordance with the 30 Standard p|ams, prior to beginning any clearing, grubbing, embankment or excavation, 31 All quarry opoUmaterial used for stabilized construction entrance shall be free of 32 extraneous materials that may cause o,contribute totrack out, 33 34 8-01 .3(9)B Gravel Filter, Wood Chip. orCompost Berm 35 The first paragraph |srevised t0read: 36 37 Filter berms shall retain sediment and direct flows. The gravel filter berm shall beo 38 m|Dirnunl of 1 foot in height and shall be maintained at this height for the entire time 39 they are inuse. Rock material used for filter berms shall meet the grading requirements 40 iDSection B'O3.3(2).but shall not include any recycled materials 3aoutlined inSection 41 9-03.21, 42 43 8-01'3(9)C Straw Bale Barrier 44 This section including title isrevised toread: 45 46 0^01'3(9)C Vacant 47 48 8-01.3(11) Vacant 49 This section including title is revised to read: 50 AMENDMENTS TmTHE 201aSTANDARD SPECIFICATIONS BOOK 1 8-01.3(11) Outlet Protection 2 Outlet protection shall prevent scour at the outlets of ponds, pipes, ditches or other 3 conveyances, All quarry spall material used for outlet protection shall be free of 4 extraneous material and meet the gradation requirements in Section 9-13.6, 5 6 8-01.3(13) Temporary Curb 7 This section is revised to read: 8 9 Temporary curbs shall divert or redirect water around erodible soils. 10 11 Temporary curbs shall be installed along pavement edges to prevent runoff from flowing 12 onto erodible slopes. Water shall be directed to areas where erosion can be controlled, 13 The temporary curbs shall be a minimum of 4 inches in height. Ponding shall not be in 14 roadways. 15 16 8-01.4 Measurement 17 The third paragraph is revised to read: 18 19 Check dams will be measured per linear foot one time only along the completed check 20 dam. No additional measurement will be made for check dams that are required to be 21 rehabilitated or replaced due to wear, 22 23 This section is supplemented with the following: 24 25 Outlet Protection will be measured per each initial installation at an outlet location. 26 27 8-01.5 Payment 28 This section is supplemented with the following: 29 30 "Outlet Protection", per each. 31 32 8-02.AP8 33 Section 8-02, Roadside Restoration 34 April 2, 2012 35 8-02.5 Payment 36 The paragraph following bid item "Coarse Compost", per cubic yard" is revised to read: 37 38 The unit Contract price per cubic yard for "Fine Compost", Medium Compost" or 39 "Coarse Compost" shall be full pay for furnishing and spreading the compost onto the 40 existing soil. 41 42 8-03.AP8 43 Section 8-03, Irrigation Systems 44 April 2, 2012 45 8-03.3(7) Flushing and Testing 46 The fifth paragraph is deleted. 47 AMENDMENTS TO THE 2012 STANDARD SPECIFICATIONS BOOK Revised: 611/2012 12 1 8-O4.APG 2 Section 8`U4`Curbs, Gutters, and Spillways 3 April 2'2O12 4 8-04.3(1) Cement Concrete Curbs, Gutters, and Spillways 5 This section insupplemented with the following new sub-oeotion: 8 7 8~04.3M\6S Roundabout Cement Concrete Curb and Gutter 8 Roundabout cement concrete curb and gutter and roundabout splitter island nosing curb Q shall boshaped and finished k)match the shape ofthe adjoining curb eoshown inthe 10 Plans, All other requirements for cement concrete curb and cement concrete CU[b and 11 gutter shall apply toroundabout cement concrete curb and gutter. 12 13 8~04.4 Measurement 14 This section issupplemented with the following: 15 18 Roundabout splitter island nosing curb will bemeasured per each, 17 18 8~04.5 Payment 19 The bid |tern. "Roundabout Truck Apron Cement Concrete Curb", per linear foot is deleted. 20 21 This section is supplemented with the following: 22 23 "Roundabout Cement Concrete Curb and GUUor',per linear foot 24 25 TheunitCon1maoipricoparUne@rfOOtfor''RmundaboutCementConmnete(|urband 26 Gutter" shall be full payment for all costs for the Work including transitioning the 27 roundabout cement concrete curb and gutter t0the adjoining curb shape. 28 29 "Roundabout Splitter Island Nosing CV[b''.per each. 30 31 The unit Contract price per each for "Roundabout Splitter Island Nosing Curb" shall be 32 full payment for all costs for the Work including transitioning the roundabout splitter 33 island nosing curb tothe adjoining curb shape. 34 35 8-12.AP8 36 Section 8~12, Chain Link Fence and Wire Fence 37 April 2, 2012 38 In this Section "Engineer" isrevised toread "Project Engineer". 30 40 8-12.1 Materials 41 This section imsupplemented with the following: 42 43 Paint 9-08.1(2)B 44 45 8~12'3(1)A Posts 48 The words "for Type 3 and Type 4 fences" and "on Type 3 and Type 4 fences" are deleted 47 from this section. 48 40 The first sentence of the fifth paragraph in revised in read: AMENDMENTS T0THE umeSTANDARD SPECIFICATIONS BOOK 1 2 After the post isset and plumbed, the hole shall befilled with Grout Type 4. 4 The third sentence inthe. sixth paragraph is replaced with the following two eenhanoma: 8 After the post i»set and plumbed, the hole inthe portion cf the post insolid rock shall 7 befilled with Grout Type 4. The grout shall bothoroughly worked into the hole S0aSto 8 leave novoids. Q 10 The seventh paragraph |sdeleted. 11 12 The ninth paragraph iorevised t0read: 13 14 Steep slopes orabrupt topography may require changes invarious elements ofthe 15 fence. It shall be the responsibility of the Contractor to provide all posts of sufficient 18 length 10accommodate the chain link fabric. 17 18 The tenth paragraph isrevised t0read: 19 20 All round pO8io shall have approved top caps fastened securely (uthe posts. The base 21 Ofthe top cap fitting for round posts shall feature anapron around the outside ofthe 22 posts. 23 24 8^12.3M\B Top Rail 25 This section's content including title is deleted and replaced with: 20 27 842.3(1)B Vacant 28 29 8-12.3/1\C Tension Wire and Tension Cable 30 This section's content including ||Ue is revised to read: 31 33 8~12.3(1)C Tension Wire 33 Tension Wires shall be attached to the posts as detailed in the Plans or as approved by 34 the Engineer. 35 38 37 8-12.3(1)D Chain Link Fabric 38 The first three paragraphs are revised to read: 30 40 Chain link fabric ohmU be attached after the cables and vviram have been properly 41 tensioned, 42 43 Chain link fabric shall be placed an the [aC8 of the post away from the Highway, except 44 on horizontal curves where it shall be placed on the face on the outside of the curve 45 unless otherwise directed by the Project Engineer, 46 47 Chain link fehr|o shall be placed approximately 1-|nnh above the ground and on a 48 straight grade between posts by excavating high points of ground. Filling of depressions 49 will be permitted only upon approval of the Project Engineer. 50 51 The fourth B8O1enoe in the fourth paragraph is revised to read: 52 AMENDMENTS n}THE un10STANDARD SPECIFICATIONS BOOK 1 The top and bottom edge ofthe fabric shall hefastened with hog rings \othe top and 2 bottom tension wires as may be appUceb|e, spaced at 24 -inch intervals. 3 4 8^12.3(1)E Chain Link Gates 5 The third paragraph is deleted. O 7 8~12.3(2)A Posts 8 In the second paragraph, ^comrnercia|" is deleted. Q 10 The first sentence 0fthe fifth paragraph |srevised tDread: 11 12 After the post isset and plumbed, the hole shall be filled with Grout Type 4. 13 14 The fourth sentence inthe sixth paragraph /oreplaced with the following two sentences: 15 18 After the post isset and plumbed, the hole inthe portion ofthe pnn iAsolid rock shall 17 be filled with Grout Type 4. The grout shall be thoroughly worked into the hole w08s(o 18 leave novoids, 19 20 The tenth paragraph isrevised horead: 21 22 Where the new fence joins aDexisting fence, the 3shall beattached inamanner 23 satisfactory tothe Project Engi0eer.aDd end orcorner posts shall beset os necessary, 24 25 The eleventh paragraph is deleted. 20 27 8-12.5 Payment 28 The paragraph following the item "Chain Link Fence Typo ____^. per linear foot is revised to 29 read: 30 31 The unit Contract price per linear foot for "Chain Link Fence Type _" shall be full 32 payment for all costs for the specified Work including brace post installation and all 33 other requirements of Section 8-12 for Chain Link Fenne, unless covered in o a8p@[8te 34 Bid Item in this Section. 35 36 The following paragraph is inserted after the item "End. Gate. {|onnmr. and Pull Post for 37 Chain Link Fence^.per each: 38 39 The unit Contract price per each for "End,Gate, Corner, and Pull Post for Chain Link 40 Fence" shall befull payment for all costs for the specified Work, 41 42 The following paragraph is inserted after the item "Single 8 FL Chain Link Gate", per each: 43 44 The unit Contract price per each for "Double 14 Ft. Chain Link Gate", "Double 20 Fl. 45 Chain Link Gate", and "Single 6 Ft. Chain Link Gate", shall be full payment for all costs 46 for the specified Work, 47 48 ThgparaQnephfuUovvingtheiVem"VVireFenoeType____".porUDearfootiarev|sedtoread 49 50 The unit Contract price per each for "Wire Fence Type ''shall bofull payment for all 51 costs for the specified Work including payment for clearing of the fence line, 52 AMENDMENTS ToTHE uo10STANDARD SPECIFICATIONS BOOK 1 The following paragraph is inserted after the item "Double Wire Gate 20 rt. Wide", per each: 2 3 The unit contract price per each for "Single Wire Gate 14 FL Wide" and "Double Wire 4 Gate 20 R Wide" shall be full payment for all costs for the specified Work. 5 6 The paragraph following the item "Access Control Gate", per each is revised to read: 7 8 The unit contract price per each for "Access Control Gate" shall be full payment for all 9 costs to perform the specified Work. 10 11 8-15,AP8 12 Section 8.15, Riprap 13 April 2, 2012 14 8-15.1 Description 15 The second paragraph is revised to read: 16 17 Riprap will be classified as heavy loose riprap, light loose riprap, and hand placed 18 riprap, 19 20 8-20.AP8 21 Section 8-20, Illumination, Traffic Signal Systems, And Electrical 22 January 2, 2012 23 8-20.3(9) Bonding, Grounding 24 The first sentence in the second paragraph is replaced with the following two sentences: 25 26 All conduit installed shall have an equipment ground conductor installed in addition to 27 the conductors noted in the Contract. Conduit with innerclucts shall have an equipment 28 ground conductor installed in each innercluct that has an electrical conductor. 29 30 8-21,AP8 31 Section 8.21, Permanent Signing 32 April 2, 2012 33 8-21.2 Materials 34 The third sentence is revised to read: 35 36 Materials for sign mounting shall conform to Section 9-28.11. 37 38 8-21.3(9)A Fabrication of Steel Structures 39 The first sentence in the first paragraph is revised to read: 40 41 Fabrication shall conform to the applicable requirements of Section 6-03 and 9-06. 42 43 This section is supplemented with the following: 44 45 All fabrication, including repairs, adjustments or modifications of previously fabricated 46 sign structure members and connection elements, shall be performed in the shop, under 47 an Engineer approved shop drawing prepared and submitted by the Contractor for the 48 original fabrication or the specific repair, adjustment or modification. Sign structure AMENDMENTS TO THE 2012 STANDARD SPECIFICATIONS BOOK Revised-, 6/112012 16 1 fabrication repair, adjustment or modification of any kind in the field is not permitted, If 2 fabrication repair, adjustment ormodification occurs after sign structure member or 3 connection element has been galvanized, the entire member or element shall be re - 4 galvanized in eoconjaMCe with /\4SHTO M 111. 5 0 8~21.3/9\B Vacant 7 This section including title |srevised toread: Q 8~21.3/9\B Erection of Steel Structures 10 Erection shall conform to the applicable requirements ofSections 8-O3and 8'21.3(S)F. 11 Section 8-213/Q\Fnotwithstanding, the Contractor may erect asign bridge prior h] 12 completion of the shaft cap portion of one foundation for one post provided the following 13 conditions are satisfied: 14 15 1. The Contractor shall submit design calculations and working drawings of the 10 temporary supports and te|sevvorhsupporting the sign bridge near the location 17 of the incomplete foundation to the Engineer for approval in accordance with 18 Section 6-01.9. The submittal shall include the method ofreleasing and 19 removing the temporary Supports and ha|sevvorkwithout inducing loads and 20 stress into the sign bridge. 21 22 2. The Contractor shall submit the method used tosecure the anchor bolt array in 23 proper position with the sign bridge while casting the shaft cap concrete to 24 complete the foundation. 25 28 3, The Contractor shall erect the sign bridge and temporary supports and 27 fa|8ovvork, complete the remaining portion of the incomplete foundation, and 28 remove the temporary supports and ha|nevvo/k,|naccordance with the working 29 drawing submittals as approved by the Engineer. 30 31 8~21'3(9)F Foundations 32 The eighth paragraph is replaced with the following three new paragraphs: 33 34 After construction 0fconcrete foundations for sign bridge and cantilever sign structures, 35 the Contractor shall survey the foundation locations and elevations, the anchor bolt 36 array locations and lengths ofexposed threads. The Contractor shall confirm that the 37 survey conforms to the Sign structure post, beam, span and foundation design geometry 30 shown in the Plans, and shall identify any deviations from the design geometry shown in 30 the Plans. When deviations are identified, the Contractor shall notify the Engineer, and 40 such notice shall be accompanied bythe Contractor's proposed Dleih0d/e\of 41 addressing the deviations, including removal and reconstruction ofthe shaft cap portion 42 of the affected concrete foundation as outlined in this 8eotiVn, or fabrication repair, 43 mcbustnn8Dt or modification, with associated shop drawings, in accordance with Section 44 8-21.3(9)A. 45 46 If the Contractor's survey indicates that a concrete foundation has been constructed 47 incorrectly for a sign structure that has already been fabricated, the Contractor may 48 vennoVg and reconstruct the shaft cap pOFUOD Ofthe foundation, in accordance with 49 Section 1'07.13' provided the following conditions are satisfied: 50 51 1. The Contractor shall submit the method and equipment fnbaused toremove 52 the portion of the concrete foundation to be removed and reconstructed to the AMENDMENTS ToTHE onoSTANDARD SPECIFICATIONS BOOK 1 Engineer for approval in accordance with Section 1-05.3. The submittal shall 2 include confirmation that the equipment and the method ofoperation io 3 appropriate toensure that the existing anchor bolt array and primary shaft 4 vertical e(ea| reinforcing bars will not be damaged. 5 8 2. All steel reinforcing bars, except for steel reinforcing bars extending from the 7 bottom portion o/the foundation h7remain, shall horemoved and disposed nf 8 iDaccordance with Sections 2-013and 2-O3.3(7)C.and shall bereplaced with 8 new steel reinforcing bars conforming tothe size, dimensions and geometry 10 shown inthe Plans. All concrete 0fthe removed portion cf the foundation shall 11 beremoved and disposed o[inaccordance with Sections 2'O2.3and 2- 12 83.3(7)C. 13 14 3. The Contractor shall adjust the primary shaft vertical steel reinforcing bars as 15 necessary in accordance with Section 6-02.3(24)C to provide clearance for the 10 anchor bolt array. 17 18 Sign structures shall riot be erected on concrete foundations until the Contractor 19 confirms that the foundations and the fabricated sign structures are either compatible 20 with each other and the design geometry shown in the Plans, or have been modified in 21 accordance with this Section and as approved by the Engineer to be compatible with 22 each other, and the foundations have attained a compressive strength of 2,400 -psi. 23 24 8-21.5 Payment 25 This section iasupplemented with the following: 20 27 All costs in connection with surveying completed concrete foundations for sign bridges 28 and cantilever sign structures oheU be included in the lump sum contract price for 29 "Structure SurwayinQ''.except that when noBid item ioincluded inthe Proposal for 30 "Structure Surveying" then such costs shall be included in the lump sum contract 31 price<s\for "Sign Bridge No. ^and "Cantilever Sign Structure No. ___" 32 33 34 0-25.AP8 35 Section 8-25/ Glare Screen 30 April 9,2O12 37 |nthis section, "tension cable" and ^o8hO"are deleted. 38 39 8-25'3(3) Posts 40 The first sentence inthe first paragraph iarevised hJread: 41 42 Posts nhGU be constructed in accordance with the Standard Plans and applicable 43 provisions of Section 8-12.3/1V\. 44 45 The last paragraph isrevised kzread: 46 47 All round posts for Type 1 Design Band Type 2glare screen shall befitted with a 48 watertight top securely fastened to the post. Line posts shall have tops designed to 49 Carry the top tension wire. 50 AMENDMENTS ToTHE z0/zSTANDARD SPECIFICATIONS BOOK I*, 10 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 I 31 32 33 34 35 36 37 8-25.3(5) Tension Cables This sections content including title is deleted: 8-25.3(6) Fittings, Attachments, and Hardware This sections content including title is deleted, 9-03.AP9 Section 9-03, Aggregates April 2, 2012 9-03.14(1) Gravel Borrow Note' is deleted, including the reference in the table, 9-03.14(2) Select Borrow Note' is deleted. Note 2 is re -numbered Note', including the reference in the table. 903.14(4) Gravel Borrow for Geosynthetic Retaining Wall This section is revised to read: All backfill material for geosynthetic retaining walls shall consist of granular material, either naturally occurring or processed, and shall be free draining, free from organic or otherwise deleterious material, The material shall be substantially free of shale or other soft, poor durability particles, and shall not contain recycled materials, such as glass, shredded tires, portland cement concrete rubble, or asphaltic concrete rubble. The backfill material shall meet the following requirements for grading and quality: sieve-slze Percent Passin 99-100 90-100 No. 4 50-80 No. 40 30 max. No. 200 7.0 max. San(] Equivalent --j— 50 rain. All percentages are by weight Property Test Method Allowable Test Value Los Angeles Wear 500 rev, AASHTO T 96 35 percent max. De-raciation Factor WSDOT'Fest Method 113 15 min. p1l, permanent walls AASHT0 T 289 4.5-9 1-1, temporary walls AASHTO T 289 3-10 Wall backfill material satisfying these grading and property requirements shall be classified as nonaggressive. 903.21(1) General Requirements The first sentence in the first paragraph is revised to read: AMENDMENTS TO THE 2012 STANDARD SPECIFICATIONS BOOK Revised; 6/112012 19 1 Hot Mix Asphalt, Concrete Rubble, Recycled Glass (glass cullet), and Steel Furnace 2 Slag may be used as, or blended uniformly with naturally occurring materials for 3 aggregates. 4 5 9-03.21(1)C Vacant 6 This section including title is revised to read: 8 9-03.21(1)C Recycled Glass (Glass Cullet) 9 Glass Cullet shall meet the requirements of AASHTO M 318 with the additional 10 requirement that the glass cullet is limited to the maximum amounts set in Section 9- 11 03.21(1)E for recycled glass. Prior to use the Contractor shall provide certification to 12 the Project Engineer that the recycled glass meets the physical properties and 13 deleterious substances requirements in AASHTO M-318, 14 15 9-03.21(1) E Table on Maximum Allowable Percent (By Weight) of Recycled 16 Material 17 The column heading "Recycled Glass" is revised to read "Recycled Glass (Glass Cullet) in 18 the table, 19 20 In the column "Recycled Glass (Glass Cullet)" all amounts are revised to read "20" beginning 21 with the item "Ballast" and continuing down until the last item in the table. 22 23 9-04.AP9 24 Section 9-04, Joint And Crack Sealing Materials 25 January 2, 2012 26 9-04.2 Joint Sealants 27 This section is supplemented with the following new sub -sections: 28 29 9-04.2(3) Polyurethane Sealant 30 Polyurethane sealant shall conform to ASTM C 920 Type S Grade NS Class 25 Use M, 31 32 Polyurethane sealant shall be compatible with the closed cell foam backer rod. When 33 required, compatibility characteristics of sealants in contact with backer rods shall be 34 determined by Test Method ASTM C 1087. 35 36 9-04.2(3)A Closed Cell Foam Backer Rod 37 Closed cell foam backer rod for use with polyurethane sealant shall conform to ASTM C 38 1330 Type C. 39 40 9-06.AP9 41 Section 9-06, Structural Steel and Related Materials 42 April 2, 2012 43 9-06.5(3) High Strength Bolts 44 In this section, "AASHTO M 291" is revised to read "ASTM A 563" 45 AMENDMENTS TO THE 2012 STANDARD SPECIFICATIONS BOOK Revised: 61112012 20 1 9-1 O.Al 2 Section 9-10, Piling 3 April 2, 2012 4 9-10A Steel Pile Tips and Shoes 5 In the first paragraph "ASTIVIA A 148 Grade 60-90" is revised to read "ASTMA A 148 Grade 6 90-60". 8 9-14,AP9 9 Section 9-14, Erosion Control and Roadside Planting 10 April 2, 2012 11 9-14.3 Fertilizer 12 The second sentence in the first paragraph is revised to read: 13 14 It may be separate or in a mixture containing the percentage of total nitrogen, available 15 phosphoric acid, and water-soluble potash or sulfur in the amounts specified. 16 17 9-14.4(2) Hydraulically Applied Erosion Control Products (HECPs 18 The fourth row in Table 1 is revised to read: 19 Heavy Metals EPA 6020A Total Metals Antimony -- < 4 mg/kc, Arsenic - 6 mg/kg Barium - < 80 mg/ko Boron --< 160 mg/kg Cadmium - < 2 nigikg TOW C111-0miUm - < 4 mg/kg Copper --- < 10 mg/kg Lead - < 5 mg/kg Mercury - < 2 mg/kg, Nickel - < 2 mg/kg leri�iulri < 10 Ing/kc, Strontium < 30 mg/kgnc - Zinc 30 to k 20 21 9-14.4(2)A Long Term Mulch 22 In the first paragraph, the phrase "within 2 hours of application" is deleted. 23 24 9-14.4(4) Wood Strand Mulch 25 The last sentence in the second paragraph is deleted. 26 27 This section is supplemented with the following new paragraph: 28 29 The Contractor shall provide Material Safety Data Sheet (MSDS) that demonstrates that 30 the product is not harmful to plant life and a test report performed in accordance with 31 WSDOT Test Method 125 demonstrating compliance to this specification prior to 32 acceptance. 33 34 9-14.4(8) Compost 35 The second paragraph is revised to read: 36 AMENDMENTS TO THE 2012 STANDARD SPECIFICATIONS BOOK Revised: 6/1/2012 21 1 2 3 4 5 5 7 8 Q 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 20 27 20 29 30 31 32 33 34 Compoetprodurdonandqua|hyahaUoo0p|vvvhhVVAC173-3�50aUdforbioou|ido composts, WAC 173'3O& The third paragraph is to read: Compost products shall meet the following physical criteria: Compost material shall be tested in accordance with U8. Composting Council Testing Methods for the Examination of Compost and Composting (TK8ECC) 02.OZ-D."Sample Sieving for Aggregate Size C|a88ificaUon" Fine compost shall meet the following gradation: Sieve Size 11'ei-cent Passina Mininiurn Maximum 100 90 100 Note Maximum particle length of4inches. Medium compost shall meet the following gradation: Sieve Si 2" 100 90 85 100 70 85 Note Maximum particle length of inches. Medium compost shall have a carbon to nitrogen ration (C:N) between 181 and 361 The carbon to nitrogen ration shall be calculated using dry weight of"Organic Carbon" using TMECC 04.01A divided by the dry weight of "Total N" using TMECC O4-O2D, Coarse compost shall meet the following gradation: Sieve Size Percent pas,�I�n 2" 100 90 100 V4 40 60 Note Maximum particle length ofOinches, Coarse compost shall have a carbon k>nitrogen ratio (C:N)between 25:1 and 351.The carbon tnnitrogen ratio shall becalculated using the dry weight of^[koank:Carb0n"USing TMECCO4.O1Adivided bythe dry weight of"Total N^using TMEC{| 04.U2D. AMENDMENTS roTHE smzSTANDARD SPECIFICATIONS BOOK Revised: 6/1/2012 22 1 2, The pH shall be between 6.0 and 8.5 when tested in accordance with U.S. 2 Composting Council TMECC 04,11 -A, 1:5 Slurry pH". 3 4 3, Manufactured inert material (plastic, concrete, ceramics, metal, etc.) shall be 5 less than 1 percent by weight as determined by U,S, Composting Council 6 TMECC 03.08-A "Classification of Inerts by Sieve Size". 7 8 4, Minimum organic matter shall be 40 percent by dry weight basis as determined 9 by U.S. Composting Council TMECC 05.07A "Loss -On -Ignition Organic Matter 10 Method (1-01)", 11 12 5. Soluble salt contents shall be less than 4.0 mmhos/crTi when tested in 13 accordance with U,S. Composting Council TMECC 04.10 "Electrical 14 Conductivity." 15 16 6, Maturity shall be greater than 80 percent in accordance with U,S. Composting 17 Council TMECC 05.05-A, "Germination and Root Elongation". 18 19 7. Stability shall be 7 -mg CO2—C/g OM/day or below in accordance with U.S. 20 Composting Council TMECC 05.08-13 "Carbon Dioxide Evolution Rate". 21 22 8. The compost product shall originate from organic waste as defined in WAC 23 173 350 as "Type 1 Feedstocks", "Type 2 Feedstocks", and/or "Type 3 24 Feedstocks". The Contractor shall provide a list of feedstock sources by 25 percentage in the final compost product. 26 27 9. The Engineer may also evaluate compost for maturity using U.S, Composting 28 Council TMECC 05.08-E "Solvita@ Maturity Index". Fine compost shall score a 29 number 6 or above on the Solvita@ Compost Maturity Test. Medium and 30 coarse compost shall score a 5 or above on the Solvita@ Compost Maturity 31 Test. 32 33 9-14.4(8)A Compost Approval 34 This section's title is revised to read: 35 36 9-14.4(8)A Compost Submittal Requirements 37 38 The first sentence in this section up until the colon is revised to read: 39 40 The Contractor shall submit the following information to the Engineer for approval: 41 42 Item No. 2 in the first paragraph is revised to read: 43 44 2. A copy of the Solid Waste Handling Permit issued to the manufacturer by the 46 Jurisdictional Health Department in accordance with WAC 173350 (Minimum 46 Functional Standards for Solid Waste Handling) or for biosolid composts a copy of 47 the Coverage Under the General Permit for Biosolids Management issued to the 48 manufacturer by the Department of Ecology in accordance with WAC 173-308 49 (Biosolids Management). 50 51 9-14.5(2) Erosion Control Blanket 52 The second sentence in the first paragraph is revised to read: AMENDMENTS TO THE 2012 STANDARD SPECIFICATIONS BOOK Revised: 611/2012 23 1 2 The Contractor shall Supply independent test results from the National Transportation 3 Product Evaluation Program (NTPEP) meeting the following requirements in Tables 6 4 and 7: 5 6 9-14.5(4) Geotextile Encased Check Dam 7 This section including title is revised to read: a 9 9-14.5(4) Check Dams 10 All materials used for check dams shall be non-toxic and not pose a threat to wildlife 11 when installed. 12 13 This section is supplemented with the following new sub -sections: 14 15 9-14.5(4)A Biodegradable Check Dams 16 Biodegradable check darns shall meet the following requirements: 17 18 Biodegradable Check Dams Materials 19 Wattle Check Dam 9-14,5(5) 20 Compost Sock Check Dam 9-14.5(6) 21 Coir Log Check Dam 9-14.5(7) 22 23 The Contractor may substitute a different biodegradable check dam as long as it 24 complies with the following and is approved by the Engineer: 25 26 1. Made of natural plant fiber, 27 28 2. Netting if present shall be biodegradable. 29 30 9-14.5(4)B Non -biodegradable Check Dams 31 Non -biodegradable check dams shall meet the following requirements: 32 33 1. Geotextile materials shall conform to section 9-33 for silt fence. 34 35 2. Other such devices that fulfill the requirements of section 9-14.5(4) and shall 36 be approved by the Engineer prior to installation. 37 38 9-14.6(1) Description 39 In item No. C in the fourth paragraph, "22 -inch" is revised to read "2 -inch". 40 41 9-16.AP9 42 Section 9-16, Fence and Guardrail 43 April 2, 2012 44 9-16.1(1)A Post Material for Chain Link Fence 45 The last sentence in the last paragraph is deleted. 46 47 9-16.1(1)C Tension Wire and Tension Cable 48 This section including title is revised to read: 49 AMENDMENTS TO THE 2012 STANDARD SPECIFICATIONS BOOK Revised: 6/1/2012 24 1 9`10.1(1}C Tension Wire 2 Tension wive shall meet the requirements ofAASHTO M181 Tension wire galvanizing 3 shall beClass 1. 4 5 9~16.1/1\Q Fittings and Hardware 6 The last paragraph is de|Obad. 7 8 9~18.1(2) AuopnJV@| 9 This section kadeleted. 10 11 9^16.6(3) Posts 12 This section isrevised tnread: 13 14 Line posts for Types 1 and 2g|Gre screens ahoU be 2 inch inside diameter galvanized 15 ahse| pipe with e norn|MG| weight of 3.05 pounds per |inam[ foot. End, corner, b[8om, and 16 pull posts for Type 1 Design Aand Band Type 2shall he21/;..inch inside diameter 17 galvanized steel pipe with a nominal weight of 5.79 pounds per linear foot, Intermediate 18 pull posts (braced line posts) shall beaSspecified for line posts. 19 20 The bone material for the manufacture of steel pipes used for posts shall conform to the 21 requirements of ASTM A 53, except the weight tolerance on tubular posts shall be 22 applied aeprovided below. 23 24 Posts provided for glare screen will have an acceptance tolerance on the weight per 25 linear foot, asspecified, equal toplus Vrminus 5percent, This tolerance will apply to 28 each individual post. 27 28 All posts shall be galvanized in accordance with /A3HTO k4 181 Section 32, The 29 minimum average zinc coating isper square foot ofsurface area, This area is defined 30 as the total area inside and outside. A sample for computing the average of mass of 31 coating iadefined as a 12-inohpiece cut from each end ofthe galvanized member, 32 33 9~16.6(5) Cable 34 This section including title |srevised toroad: 35 36 9~16.6(5) Vacant 37 38 9~M6(6) Cable and Tension Wire Attachments 39 This section including title isrevised toread: 40 41 0-16'6/6\ Tension Wire Attachments 42 All tension wire attachments shall be galvanized steel conforming to the requirements of 45 /V\SHT[) M 232 un|aon otherwise specified, Eye bolts shall have either shoulder oro 44 back-up nut on the eye end and be provided with an eye nut where needed or standard 45 hex nut and lock washer %-inch diameter for tension wire and of sufficient length to 48 fasten tnthe type ofposts used. Turnbuckles shall be0fthe shackle end type, |&inch 47 diametg[, with standard take-up 0f6 inches and provided with f6 inch diameter pins. 48 49 9'16.6(8) Fabric Bands and Stretcher Bars 50 The first paragraph |srevised \oread: 51 AMENDMENTS rOTHE umoSTANDARD SPECIFICATIONS BOOK 1 Fabric bands shall be Va inch by 'I inch nominal. Stretcher bars shall be inch by 3/4 2 inch nominal or 116 inch diameter round bar nominal. A 5/16 inch diameter round 3 stretcher bar shall be used with Type 1. Nominal shall be construed to be the area of 4 the cross section of the shape obtained by multiplying the specified width by thickness. 5 A variation of minus 5 -percent from this theoretical area shall be construed as "nominal" 6 size. All shall be galvanized to meet the requirements of ASTM F 626, 7 8 9-20.AP9 9 Section 9-20, Concrete Patching Material, Grout, and Mortar 10 January 2, 2012 11 9-20,3(3) Grout Type 3 for Unconfined Bearing Pad Applications 12 This section is revised to read: 13 14 Grout Type 3 shall be a prepackaged material meeting the requirements of ASTM C 15 928 — Table 1, R2 Concrete or Mortar, 16 17 9-20.3(4) Grout Type 4 for Multipurpose Applications 18 In the third sentence of the first paragraph, the reference "0.40" is revised to read `0,45", 19 20 9-23.AP9 21 Section 9-23, Concrete Curing Materials and Admixtures 22 April 2, 2012 23 9-23.2 Liquid Membrane -Forming Concrete Curing Compounds 24 In the first paragraph, "moisture loss" is revised to read "water retention". 25 26 9-29,AP9 27 Section 9-29, Illumination, Signal, Electrical 28 April 2, 2012 29 9-29.10(2) Decorative Luminaries 30 The second sentence in the third paragraph is deleted. 31 32 9-29.25 Amplifier, Transformer, and Terminal Cabinets 33 In item No, 2.C., "Transformer 23.1 to 12.5 KVA" is revised to read "Transformer 3.1 to 12.5 34 KVX. 35 36 9-34.AP9 37 Section 9-34, Permanent Marking Material 38 April 2, 2012 39 9-34.2 Paint 40 The second paragraph is revised to read: 41 42 Blue and black paint shall comply with the requirements for yellow paint in Section 9- 43 34.2(4) and Section 9-34.2(5), with the exception that blue and black paints do not need 44 to meet the requirements for titanium dioxide, directional reflectance, and contrast 45 ration. 46 47 AMENDMENTS TO THE 2012 STANDARD SPECIFICATIONS BOOK Revised: 61112012 26 �: ? t ...... .W � µ ....�' .. N Waterfront and Transportation Improvement Plan (WTIP) \\2423#d Angeles Port Angeles, Washington Prepared for Zenovic & Associates, Inc. December 15, 2011 17804-00 Geotechnical Engineering Services Waterfront and Transportation improvement Plan (WTIP) City of Port Angeles Port Angeles, Washington Prepared for Zenovic & Associates, Inc 17804-00 Pi-el-.)ared by Hail Crows r, Inc. /'CC Madan Karkee, PhD, PE Geotechnical Engine -ger Associate Garry Horvitz, PE, LEG Geotechnical Engineer Senioi� Pi-incipal CONTENTS Emt INTRODUCTION I PURPOSE, SCOPE, AND USE OF THIS REPORT 1 Purpose 2 Scope 2 Use of This Report 3 Subsutface Conditions 4 Geotechnical Engineering Conclusions and Recommendations 5 SUBSURFACE CONDITIONS 5 Soil Conditions 6 Groundwater 7 General Considerations 7 Deep Foundations 8 Vertical Pile Spring Stiffness 14 Lateral Load Response 15 Shallow Foundations 17 Slabs -on -Grade 19 Retaining Structures 20 Slope Stability 22 Seismic Considerations 24 Seismically Induced Geotechnical Hazards 26 Pavement Structure 27 Earthwork 29 Utilities 32 Drainage Considerations 33 Hart Crowser Page i 17804-00 December 15, 2011 CONTENTS (Continued) Design Services Construction Services 35 35 35 36 1 Final Set (Blows per Foot) Based on 5,, Equation for 1 8 -inch Diameter Steel Pipe Pile 12 2 WILE Parameters for Soil (Neglecting Liquefaction) lS ] Lateral Pile Capacity Reduction Factors 15 4 Retaining Structures Soil Design Parameters 19 5 Results of Slope Stability Analyses 22 1 Vicinity Map 2 Site and Exploration Plan 3 Generalized Subsurface Cross Section AW 4 Generalized Subsurface Cross Section B -B' S Generalized Subsurface Cross Section ['C' 6 Results of Slope Stability Analysis: 6hhc Case, Section 0-B' 7 Results of Slope Stability Analysis: Seismic (Poeudouiudc), Section 8-8' 8 Results of Slope Stability Analysis: Post -Liquefaction Static, Section B -B' 9 Results of Slope Stability Analysis: Static Case, Section [-[' lO Results of Slope Stability Analysis: Seismic /Pseudp*|udc\, Section C'[' 11 Results ofSlope Stability Analysis: Post-Uqun[ chon51adcSechun[-C' 12 CascadiaEarthquake Sources FIELD EXPLORATION METHODS AND ANALYSIS Hart Crowser Page ii GEOTECHNICAL ENGINEERING SERVICES WATERFRONT AND TRANSPORTATION IMPROVEMENT PLA14 (WTIP., CITY OF PORT ANGELES, WASHINGTON I This report presents the results of our Subsurface explorations and geotechnical engineering design study for the Design Segments /\2 to /\6 of the proposed Waterfront and Transportation Improvement Plan yWT|P\ of the City of Port Angeles, Washington (Figure 1). We understand that the respective design segments will consist ofdevelopment and construction described as follows. • A2: West End Park West. This portion o(the project consists ofgrading tile new park and beaches, and constructing rock steps. • A3: West End Park East. This portion ofthe project consists ofconstructing one small building with public toilets, landscaping, and paving. e A4:North Oak Street This portion ofthe project consists o(improving the pedestrian crossing and the intersection with Railroad Avenue. • /k5: Esplanade. This portion ofthe project consists ofconstructing anew esplanade over the beach. |tisanticipated that this esplanade will be supported onpiles and will consist ofbulkhead beams and riprapsystem. • /k6:Railroad Avenue Far West. This portion nfthe project consists of constructing new roadway and associated intersections. VVehave organized this report into several sections. The first several pages describe the purpose, scope, and understanding o(the project, aswell as summarize our key conclusions and recommendations. The main body nfthe report presents our geotechnical engineering findings and recommendations in Tables are presented inthe text following their introduction. The figures following the text illustrate the site, the exploration locations, and construction recommendation details. Field data collected byHart Crovvserare presented in Appendix /\ and the geotechnical laboratory data hnmHart Crovvsorsamp|es are presented inAppendix 0. The Waterfront and Transportation Improvement Plan (WTIP) consists of a multi- phase, multi-year development that will enable the City of Port Angeles to make improvmmentuover time. The WT|Pisenvisioned iocreate memorable Hart Crowser Page 1 gathering places for residents and visitors, and to address parking and multi -use traffic flow issues. This report addresses the geotechnical services for the first Design Scenario for VVT|P,consisting o(the five design segments described The purpose ofour work i»ioprovide Zmnovc&Associates, Inc. with geotechnical recommendations related to design and cost estimates for the proposed development inthese five design segments. For this study, vvopresent descriptions, recommendations, and conclusions regarding: • Subsurface conditions; • Geotechnical engineering conclusions and recommendations; * General considerations; w Deep foundations; ° Vertical pile spring stiffness; • Lateral load response; • Shallow foundations; • Slabs -on -grade; ° Retaining structures; ° Slope stability; ~ Seismic considerations; ° Seismically induced geotechnical hazards; w Pavement structure; " Earthwork; " Utilities; ° Drainage considerations; and 0 Additional geotechnical services. � Drilling six exploration borings; � Digging aseries oftest pits near the West End Park; � Laboratory testing ofselected soil samples; � Completing geotechnical engineering analyses; and m Producing this geotechnical engineering design report. Hart Crowser Page Hort Crovvser'swork was conducted inaccordance with our proposal dated June 2J,201l. This report has been prepared for the exclusive use o(Zenovic& Associates, Inc. and their design consultants for specific application to the subject project and site. This study has been performed in accordance with generally accepted geotechnical engineering practices in the oameorsimilar localities, related to the nature of the work accomplished at the time the services are performed. Woother warranty, express orimplied, iomade. The project site is located at the waterfront side of the City of Port Angeles, to the west of North Lincoln Street (Figure 1). The project area extends over two city blocks west of Laurel Street along Railroad Avenue and the waterfront, and continues beyond North Oak Street to the Valley Creek Estuary Park at the west. West ufNorth Oak Street, the project area includes the pedestrian trail easement aithe waterfront, and about half ofthe block north ofFront Street. The general topography of the project area is within elevations of 15 to 16 feet mean lower low water (k4LLN/). Based on the available topographic information, the slope down to the shoreline along the waterfront within the project arca is on the order of 2H: IV. As part of the mutually agreed scope of subsurface geotechnical investigation for the project, our field work included excavating test pits onJuly 1l,20l1,and advancing six exploration borings on July 18 and 19, 2011. The Port Angeles waterfront area underwent massive regrading starting around 1914 that involved filling and raising the city street elevations in order to control coastal flooding of downtown corridors (We#mann et al. 2010). Before that, waterfront development had occurred along the beach area, which at that time was upland to the south from the project area. In the project area under consideration, the historical shoreline before around l9OOisestimated iobe about 600 feet behind the current shoreline, and the historical beach area is estimated to extend about S00feet inland hnmthe historical shoreline. Records and archeological studies indicate that near -surface soil within about 1000 feet inland from the current shoreline along the project area consists of imported fill Most of the fill is believed to consist of hydraulically placed Pleistocene glacial sediment from adjoining bluffs and hills. Documents indicate that the fill depth may beofthe order o(14k/lRfeet. Considering general trends and practices of the era, it is possible that parts of preexisting infrastructure and other debris Hart Crowser Page vemainburied under the old fill. Wedid not encounter substantial n*nnan|sof former buried structures in any of the six test pits and six borings we completed. However, the discrete nature of the borings and test pits does not preclude the presence of remnants frorn historical construction in the area. We understand that the construction in West End Park West will consist of significant grading and removal of old fill material to create beaches, drift sills, and walkways, while construction in West End Park East will consist of small building, landscaping, and paving. North Oak Street and Railroad Avenue will undergo roadway reconstruction and intersection improvement. Avvatediont esplanade is planned along Railroad Avenue, which will be supported on piles and integrated alongside the sidewalk. We understand that the esplanade will beabout 4OOfeet long, and will have five grating segments atabout 6O -foot spacing inthe middle portion. The existing riprapwill borekeyedasnecessary, but nosignificant import ofnew riprupisexpected. The following iaasummary ofthe principal conclusions and recommendations contained within this report. The subsequent sections ofthe report should be consulted for further discussion ofeach point uswell asfor additional Subsurface Conditions 0 Site explorations typically encountered medium dense iodense, slightly gravelly to gravelly, silty to very silty sand Fill estimated to range horn 8 to 18 feet below ground surface (bgs). Only two borings were drilled through the road pavementsurface. Boring HC-4was drilled through a6-inchconcrete panel, while boring HC'Gencountered about 7inches ofasphalt over gravelly tovery gravelly, silty sand fill. m The fill layer was underlain Lwgenerally loose, silty |overy silty fine Sand of Holocene origin, which extends /o up to about 38 feet bgs. Deposits of glacial origin, consisting ofdense tovery dense gravelly, silty Sand, and extending to the full depth of our deeper borings, were encountered below the Holocene deposits. m Groundwater levels aithe dmeofdrilling (ATD)typically ranged between 9.5 to 16 feet bgs corresponding to elevations ranging from O to 6 feet MLLVV. Groundwater levels may vary substantially depending ontidal fluctuations. Hart Crowser Page m |nour opinion, driven piles bearing inthe dense \uvery dense glacial deposits are suitable for Support ofthe esplanade. VVevecommmndthat the driven piles betipped aileast 18feet into the dense sand bearing layer (glacial deposits), and have tip elevations of -40 6soi (k4LLVV) or deeper in all cases. m We recommend that amaximum allowable bmhngpvessun,of2Npsper square foot /ksHbeused for footings that bear onthe existing dense Fill in undisturbed condition following recommended construction procedures. m S| may beconstructed onthe mediunndense iodense Fill following recommended construction procedures, M For structures with fundamental periods m[vibration equal toorless than 0.5 seconds, the design response specinummay bmcalculated according kzIBC 2OO9based onSite Class [Sm=067g,and 6n,=O7Sg. Our understanding ofthe subsurface conditions isbased onmaterials encountered insix borings (HCl through H[46)completed aspart nfthis study (Figures 2 to S). Our explorations ranged in depth from 15 to 60 feet (Figures A-2 through A-7). In addition, we excavated six test pits in the western part of the project area to evaluate the existing SUrficial soil for reuse as fill material. Subsurface soil conditions interpreted from explorations accomplished at the site, in conjunction with soil properties inferred hnm field and laboratory tests, formed the basis for developing the conclusions and recommendations contained within this report. Note that subsurface soil conditions were interpreted from explorations completed aidiscrete locations. The nature and extent ofvariations between explorations may not become evident until construction begins. If variations then appear evident, itmay bc necessary to re-evaluate the recommendations of this report. The exploration logs for the borings shown on Figure 2 are located inAppendix /\ and should beconsulted for amore detailed presentation of subsurface conditions. The results of moisture content are presented at their respective depth on the logs and groin size laboratory tests performed on select soil samples are presented inAppendix B. Hart Crowser Page WOMMOTIVKHOTM Two (HC~4and HC-6)ofthe six borings were drilled through paved road surfaces. Boring H[~4located onNorth Oak Street was drilled through u6'inch concrete panel over medium dense, very gravelly sand. Boring HC{6drilled oil Railroad Avenue midway between North Oak Street and North Laurel Street went through about 7inches ofasphalt over dense |omedium dense, fine to mediumsand. Crushed stone was not identifiable aspart ofthe pavement structure ateither boring locations. Overall, our six exploration borings encountered the following Soil Units in descending order frorn below existing ground surface orthe pavement: M Dense h^medium dense, gravelly 1mslightly gravelly, silty toslightly silty Sand (Fill). The near -surface soil unit, underlying the pavement ill two borings (6inchconcrete panel atHC~4and 7-inchasphalt utH(-6)and from the surface in others, was identified axgravelly |oslightly gravelly, silty to slightly silty Sand fill, except inboring H[-3where soft nonplastic silt was identified inthe upper few feet ofthe Fill. Scattered wood and shell fragments were encountered insome ofthe boring samples and inall the test pits. Consisting of imported OU material placed ovortime, our borings indicate that this soil unit is in uwidely variable state ofconnpachon and constitution laterally over the area, as well auvertically ay i\interfaces with the underlying native historical beach material. Based on the results of our boring at discrete locations, the depth of this soil unit is estimated to be in the range u(8tol8feet. Boulders and large cobbles were encountered in our borings and test pits, and apetroleum-like odor was identified insome o( the samples from within or toward the bottom of the Fill layer. m Loose, silty to very silty fine Sand. Generally silty fine sand, and underlying the existing imported fill material, this Soil unit isinferred usconsisting nf Holocene beach deposits and the estuary alluvium deposited as SUbaerial-to- tidal delta, and is found in generally loose condition. Scattered shell fragments, rounded pebbles and traces oforganic material were identified in samples from this soil unit. Three ofthe borings (H[-4toH[-6)terminated inthis soil unit, while Borings HC -1 to H[-3 indicate iiextends |oabout 3O feelbgs. Estimated to be about 20 to 25 feet thick and in loose condition below the groundwater table, this soil unit is considered highly susceptible to liquefaction under design level earthquake shaking. m Dense imvery dense, gravelly tovery gravelly, silty tmvery silty, Sand (Glacial Depma@A, Pleistocene deposits of glacial origin underlie the loose Holocene silty fine sand deposits, apparently interfacing inatransition zone consisting of recessional outwash, underlain by a highly compacted mixture Hart Crowser Page n(silt, sand, gravel, and boulders directly deposited bvglacial ice. |iislikely that the less compacted recessional material also in0erfingenlaterally with the direct glacial deposits. Estimated Wlie about 3Ofeet below existing grades, this soil unit extends iothe full depth ofour deeper borings. III our opinion, the soil of glacial origin which is in a dense to very dense state, and particularly the glacial ice deposited (likely overridden) very dense deposits below about SOfeet from existing grades, would becapable ofproviding support for deep foundations. Although not specifically encountered inthe borings, cobbles and/or boulders may beencountered within the glacial deposits. Groundwater levels were estimated u1the time nfdrilling (\TO)ateach boring location, and typically ranged between 9.5 to 16feet b#s, corresponding to elevations ranging komOto6feet. It is important to note that groundwater levels may fluctuate because of seasonal changes, rainfall, temperature, and tidal influences. |tislikely that the fluctuation of ATE) levels observed in our borings was, in part, the result of the groundwater table responding ioshort-term tidal fluctuations. This section of the report presents our conclusions and recommendations for the geotechnical aspects ofdesign and construction o[the Waterfront and Transportation Improvement Plan for the City ofPort Angeles. We have developed Our Conclusions and recommendations based onour current understanding ofthe project. |fthe nature orlocation oftile development is different than vvehave assumed, Hart Cn/vvsershould benotified sovvecan confirm ormodify our recommendations. General Considerations VVounderstand that the esplanade over the beach along Railroad Avenue will be supported onsteel pipe piles, and the small building that iapart o(the West End Park East will boSupported oil shallow footings. VVmhave included recommendations accordingly. ||isimportant NnNetha}Uemmaybnlocaticmonnihesite where the bearing soil isactually deeper than was encountered inthe explorations. |fsuch a Hart Crowser Page condition isencountered during construction, i(may benecessary |m overexcavate at the footing locations to reach the bearing soil. |fovenexcavahonisnecessary, structural fill should beused toreplace tile ovevexcavatedmaheriui The overexcavaUon,ataminimum, should extend outward and downward from the outer edges of the footing to the bearing layer at all angle no steeper than 1 horizontal to l vertical (111-1:1 V). For example, a 4- hv4-fooifooting with 2feet ofoverexcavahonwill require all 8-by8-foo( bearing area uithe base ofthe overcxcavohon. Note that our explorations were also not able to preclude the possibility of old infrastructure prother elements ofprevious construction buried within tile existing fill. Such elements could beencountered infooting excavations orwhile driving piles. We understand that driven piles consisting of I 8-inch-diarneter steel pipe piles with a8.5-inch{hiukwall will beused for support ofthe proposed esplanade structure. Two rows of piles are planned to support the esplanade, with pile spacing ranging from 10 to 21 feet On the average, the pile spacing will be about 2Ofeet onthe waterside row, and about 1Sfeet inthe |anddderow. Distance between the two rows ofpiles will beabout 7feet ineast and west regions, and about 16 feet in the middle portion. We recommend that the driven piles betipped aileast 1Ofeet into the dense iovery dense sand (g|acia|) deposit. Working capacity ofabout lOUkips icdesired for the steel pipe piles. For planning purposes we have assumed abctor ofsafety for axial compressive capacity of 2.5, which implies a required ultimate soil/pile capacity o/25O kips. Uasedonour explorations and the proposed compressive loads, vveanticipate that the l&inch steel pipe piles should have tip elevations of approximately —40 to —45 feet MLLW. Assuming the pile hop elevation of 10 feet this would correspond h»pile lengths ofabout SOto55feet. |tisimportant tonote that, based on the geology of this part of the City of Port Angeles, it is possible that there could besignificant dips inthe elevation ofthe top ofthe dense tovery dense gravelly to silty Sand layer, which may result in variable depths to which the piles need to be embedded to provide adequate resistance to loaded piles. VVorecommend that pile tip elevations of-4Ufeet (MLLVV)ordeeper be maintained inall cases. Hart Crowser Page Based on the small nurnber of piles that will be installed, an indicator pile testing program does not appear iohmeconomically viable. Indicator pile progomy involve mobilizing a full pile driving operation to the site to install a number of production piles |obetter determine pile order lengths. |nthis case, there will only bealimited number o[one pile size, making this approach uneconomical. We recommend ordering the piles with additional length to allow some flexibility intip elevation. Also, vverecommend that the contract dmcunoen$include provisions for adding length to the piles, if necessary, and to allow for greater than typical cutoffs of the piles. Dwvvndna&Load due toLiquefaction. /\sdiscussed herein, the loose |nvery loose silty sand from about 2Ofeet bgstoabout 4Ofeet bgsissusceptible k/ liquefaction. VVeestimate aliquefaction-induced dovvndmgload ofabout O0 kips for the I 8-inch-diarneter steel pipe pile. Comments wnthe Meaning of"Oldmzte"Capacity and0ecwrnmmenWed Factors of Safety. It is important to note that the capacity estimates are generoUy"u||imate," rather than "allowable" capacities. Typically we recommend using factor of safety of 2.0 to 2.5 on the pile capacity under static loading conditions and comparing the reduced allowable capacity |othe expected working loads. Allowable capacity may be increased by up to one-third for loads of short duration (e.g., wind or seismic loads). Pile Installation and Construction Considerations This section of the report contains installation and construction considerations regarding pile driving. General Considerations. VVemake the following general pile installation and construction recommendations: m Pile spacing within groups ofdriven piles oradjacent ioexisting piles should be no |mo than three pile diameters on center. m VVeunderstand that there are several timber piles adjacent tnthe shoreline and within the proposed construction area. Wevecomnnendthat these timber piles becut off below the ground surface and embedded portions be left inground, uythey are expected tobebeneficial toslope stability along the proposed esplanade and for preservation ofin-place soil density. m All piles should bedriven tothe minimum embedment into the bearing annum. Hart Crowser Page 0 VVeanh6apiethat existing hpmpwill need k/beremoved humake way for installation o(the five piles |oacahedaithe eandofcantilevered (gmhng) segments. VV*undegandthat the riprapinthese five areas will bu replaced/repaired following pile installation. m |fpiles are initially installed using aheavy vibrator hammerand then driven \orequired embedment into the bearing stratum, itispossible tha1pnamdcd refusal will not beachieved atthe planned tip elevation. |ngeneral, restrike following awaiting period will berequired inSuch cases. |iisimportant toembedthe piles firmly into the bearing layer below any soft layers iominimize the potential for pile settlement. Werecommend that ageotechnical engineer wrengineering geologist hnmOur hnn observe the pile installations. Our observer will evaluate the mon(mcko/o operation and collect and interpret the iny|uUohon data. By careful observation of pile driving operations, we believe it will be possible in confirm the predetermined penetration depth, monitor variations in subsurface conditions, and determine the required penetration depths. |nour opinion, such field decisions regarding installation could result in an economical and satisfactory pile foundation syoteno. Driven Pile Field Capacity VeriOcatwu There has been atendency inthe construction industry tovibrate piles in to a point close to tip elevation followed byimpact driving the last few feet toverify capacity. VVmhave found, oil other projects, that there is a tendency for vibratory driving to weaken the soil formation. Therefore, we recommend that installation of piles using a vibratory hammeron|y be allowed for the upper 20 to 3Ofeet ofinstallation. Werecommend that the pile capacity beverified inthe field based ona dynamic pile driving fonnu|aused inconjunction with the data kommonitoring vvhi|o driving the final 6evv 6emi of pile. The 5,, equation (Danish Formula) presented below provides a method of estimating capucityfrom the hammer energy and blow count. |tisasimplification nfthe rational pile formula and is based on the impulse-rnornentum principles of the hamrner/pile system. The 5,,equation is: U=��— — \SfS,) uE { or m«=|---�--| \2AE / Hart Crowser Page 10 And: (} = Ultimate pile capacity in pounds; E,= Rated hammerenergy in foot-pounds; L Length of pile in feet; /\ Cross sectional area n[pile insquare inches; n=n""""�,= delivered energy Avnirx|k/�kom08\7 ~ '--'~' efficiency—-/ rated energy ----'--'' E = Modulus of elasticity of pile material in [mi; and 5=Final set, penetration per blow infeet. Both theoretical considerations and pile installation experience indicate that the pile capacity estimated hnm resistance to driving is |exp than the static pile capacity. This occurs because: M In granular soil (sand), the vibrations frorn driving tend to induce liquefaction in the nearby soil, reducing the shear strength. m |ncohesive soil (duy),the soil isremolded during driving. Remolded soil strengths are generally less than undisturbed soil strengths. These strength losses during driving are usually regained following installation, rapidly (within several days) for granular soil, but more slowly (weeks to months) and less significantly for cohesive soil. Because of this effect, pile resistance derived from criteria based on initial driving isconsidered tounderestimate the long-term capacity o(the driven piles. We recornmend a rninimurn safety factor of 2.0 be applied to the ultimate capacity as determined by the dynamic pile driving criteria during initial driving of the final frvv feet of pile. If safety factor of 2.0 is not achieved at the mininnum pile hp elevation during initial driving, the pile should be vestruck to drive for a short distance following a waiting period. Dynamic pile capacity m[nodrivenpiles should beevaluated using safety factor of 2.5. Keo\ruckpiles need be driven less than 2 feet, with the blow Counts inthe first 3inches (normalized loblows per foot) used ho estimate the restrike capacity (so asnot |ounderestimate capacity). VVmrecommend allowing for oileast 1Orestrikes onthis project aspart of the base bid. The contractor should also beasked toprovide unit prices for any restrikes over 10 to be used at the discretion of the (}vvncr. nancmwoer Page 11 1/oo4-vnDecember 1o.2o11 Wehave performed analyses toassess, oil apreliminary basis, the approximate energy needed toinstall the piles tothe design loads. The Contractor should be made responsible for the selection o[the appropriate hammer. Weanticipate that piles can beadequately driven with the equivalent ofa Qe|magQ-25single-acting diesel hammer with mmmximumrated energy of 66,38Ofoot-pounJoper blow. Adouble-acting diesel hammerisacceptable; however, ill Our experience, contractors inthe local area use single -acting hammers. The contract dncumenlsshould bewritten such that the Contractor is responsible for achieving capacity (including dovvndrag) using the 5" formula and is also responsible for achieving design hp elevation without damaging the The allowable axial bearing capacity considerations presented above for the steel pipe pile iobased oil the allowable frictional resistance and bearing capacity nfthe soil. The structural engineer should verify that the piling is structurally designed to support anticipated structural design loads, including the dovvndmgload due tmliquefaction. Stresses During Pile Driving. Piles should bedriven with apile hammercapable of delivering sufficient driving energy to achieve capacity while not overstressing the pile material. This should be evaluated as discussed later in this section. We anticipate that there maybe significantly different penetration depths to refusal from one pile location ioanother. Material order lengths should reflect possibility o[such variability insubsurface conditions. Possible development of closed-encled conditions in steel pipe piles may result in ahigh resistance todriving while attempting hopenetrate through dense deposits. Typical construction methods used toinstall piling through dense soil includes using a larger hummeror predrilling. Use of larger hammer is generally more coyt-eKecUvo. Larger hammers call cause damagmtuapile during pile driving. Toreduce the potential for damage, the pile driving stresses should be kept Sufficiently below the yield stresses ofthe pile material. Based oil our experience with similar pile - driving projects, we anticipate that pile damage due to pile driving stresses is not likely to occur if the driving stress is kept below about 80 to 90 percent of the yield strength ufthe pile material. Depending onactual field conditions, hammer size, duration of driving, and pile size, driving stresses higher than this may beallowed without pile damage. Pile driving stresses call bemeasured indirectly in the field using a dynamic pile driving analyzer (PDA) or estimated using a wave equation computer prograrn (WEAP). Hart Crowser Page 12 Based onthe preliminary analysis using the S"equation given above, Table shows typical ranges of final set in blows per foot that may be required to achieve capacity when S[) to 55 -foot -long piles with l8 -inch diameters and 0.5 - inch wall thicknesses are driven with rated harnmer energies of 50,000 and 70,000fomFpounds. VVoestimate that about l2kz14blows per foot will be necessary kzachieve 45Okips ultimate capacity (including dovvndraCfrom liquefaction) when 50 to 5Sfooilong piles are driven with rated hammer energy ofabout 7O,OOOfoot-Vounds. Our previous pile driving experience suggests that it is often difficult to drive thin-walled steel pipe piles. Based oil this and our experience with VVB\P analyses, we typically recommended a minimum wall thickness of 1/2 inch and recommend that selected steel pipe piles be of at least 45 kd yield stress (or Table 1—Final Set (Blows per Foot) Based onSo Equation for 18-|nmh- 0mrn*terSteel Pipe Pile The contractor should berequired tosubmit awork plan, including aVVEAP analysis that demonstrates that adequate depth and capacity call be achieved without overstressing the pile. Note that the elevations ofthe bearing layer incorporated in our design are approximations based oil limited subsurface exploration conducted 10date. Depth toanadequate bearing layer call vary depending oil the actual locations where the piles will bedriven. Actual pile lengths will depend upon driving resistance and other factors, and may need to beadjusted inthe field depending ondriving conditions encountered. Vibrations Due tmPile Driving. Pile driving can cause measurable vibrations for up to several hundred feet from the pile. Minor architectural or cosmetic damage (i.e., small cracks in walls) at moderate distances and structural damage in close proximity to pile driving operations can occur. If settlement -sensitive structures and/or utilities exist within such short distances of the proposed pile driving locations, additional consideration should be given \nthis matter 6ythe contractor toensure that settlement -sensitive facilities are not damaged. Hart Crowser Page 13 Ultimate Axial Approximate Range of Rated Hammer Energy Pile Length Compressive Final Set in Blows per in Foot -Pounds in Feet Capacity in Kips Foot 50,000 450 50 to 55 18 to 20 70,000 450 50 to 55 12 to 14 The contractor should berequired tosubmit awork plan, including aVVEAP analysis that demonstrates that adequate depth and capacity call be achieved without overstressing the pile. Note that the elevations ofthe bearing layer incorporated in our design are approximations based oil limited subsurface exploration conducted 10date. Depth toanadequate bearing layer call vary depending oil the actual locations where the piles will bedriven. Actual pile lengths will depend upon driving resistance and other factors, and may need to beadjusted inthe field depending ondriving conditions encountered. Vibrations Due tmPile Driving. Pile driving can cause measurable vibrations for up to several hundred feet from the pile. Minor architectural or cosmetic damage (i.e., small cracks in walls) at moderate distances and structural damage in close proximity to pile driving operations can occur. If settlement -sensitive structures and/or utilities exist within such short distances of the proposed pile driving locations, additional consideration should be given \nthis matter 6ythe contractor toensure that settlement -sensitive facilities are not damaged. Hart Crowser Page 13 Possible C]umud End Conditions. We have ou umed that the piles will be installed open ended. Closed-end piles may beinstalled iotake nnaximum advantage of end -bearing capacity as a displacement -type pile. A flat plate or conical hp is typically used for dosed -end piles. If closed-end piles are considered, vvmvecommendusing aconical tip orwelding aflat plate about 5 feet above the pile tip such that the pile could bedriven through minurupper gravel layers iobeembedded into the bearing soil. Formation ofasoil plug inside an open-end pile may create closed-end conditions during driving. However, uncertainty about adequacy of the soil plug may preclude considering the pile aoclosed-ended for estimating the end -bearing capacity. Vertical Pile Spring Stiffness The vertical pile spring stiffness isaaoil-skuckunainteraction issue. Factors that govern the spring stiffness include the total and embedded length of a pile, the pile material type, and the type(x)ofsoil the pile isembedded within. Pile Settlement Pile group settlernent typically results from a combination of: m Elastic compression of granular soil; and m Consolidation of fine-grained soil. The soil uiand below the recommended tip elevations are anticipated tobe dense granular sands and gravels. Assuming that the piles are tipped inthe dense bearing layer, vveestimate elastic settlement pnthe order o(1 inch orless. This seU|ennmntwiU occur essentially as the loads are applied. Long-term, consolidation -type settlement is expected to be minimal for the wharf piles due to the stiff nature of the cohesive soil, their limited extent, and the limited amount ofpile load transfer that will occur within these soil layers. /\ spring constant can boused lmmodel elastic compression ofthe pile/soil system, for both concrete piles and steel pipe piles. The spring constant is generally represented bythe equation: =�� ~�__ C Where: A = Pile cross sectional area in square inches; nvnomwom Page 14 E = Pile modulus ofelasticity inpounds per square inch; { = Pile effective length ininches; and X = Value dependent on soil -pile interaction. Reviewing other waterfront jobs inthe Puget Sound area, and based on theoretical calculations using different methods, the value of X typically ranges from OS to 2.0. In our opinion, ava|ue ofXequal to 1.5 to 2.0 would be appropriate homode|conditions a\the site. |ishould berecognized that analytical methods to estimate spring constants are basically empirical and generally have not had the benefit ufrigorous field verification. |ngeneral, the portion ofthe pile length embedded into the ground is considered as constituting the effective length (1) for estimating the vertical pile spring constant. Lateral loads are resisted primarily by the horizontal bearing support of soil adjacent hothe pile shafts and pile caps. However, the lateral geotechnical resistance o(pile caps cannot heincluded when the pile caps are above the existing ground surface. The lateral capacity ofapile depends oil its length, stiffness in the direction of loading, proximity to other piles, and degree of fixity at the head, as well as the engineering properties of the soil supporting the pile. The design lateral capacity o(the vertical piles will depend largely onthe allowable lateral deflections of the piles. Development ofcriteria for lateral pile capacity requires anassumption ufthe degree nffixity uithe pile head bythe structural engineer. /\ pile isconsidered free -headed ifthe top isfree (orotate. |fthe top ofthe pile isfixed against rotation hyembedment inopile cap that issufficient todevelop afixed-end moment, the pile iyconsidered restrained and fixed'hmzdod. VVeexpect that the pilings structurally connected toopile cap would befixed toagreat degree against rotation. The soil unit depths observed in our borings advanced for this study (designated HC -1 toH[-3),located around the middle part and either end ofthe proposed esplanade, are somewhat variable but generally consistent. Table 2summarizes our veconnmendedLP|LEparameters toheused when neglecting soil liquefaction. It should be noted that soil input parameters are assumed to be Hart Crowser Page 15 samefor all boring locations. VVenecmmmmndthat the downslope condition be considered in the modeling of lateral loading of piles, i.e., the piles should be displaced to the north to observe the resulting lateral pile resistance. The clownslope direction will result in less soil resistance. Table 2 — LPILE Parameters for Soil (Neglecting Liquefaction) Elevation Range in Feet (MLLW) Effective Unit Weight in pcV Friction Angle in Degrees Initial Modulus of Horizontal Subgrade Reaction in pci 16 to 2 125 30 25 -24 and deeper 66 31 125 a. Note that LPILE uses units of pci rather than pcf. Ourrecommendations for compressive capacity, amwell usany results oflateral pile capacity that may becalculated by LMLE refer to single piles without group interactions. Toreduce oreliminate group effects, vvmrecommend that the pile spacing should bmnoless than three pile diume0eo(center tocenter). We understand that the piles for the esplanade will be spaced more than three pile diameters apart, and group effects can be neglected for compressive, uplift, and perpendicularly applied lateral loads. For in-line lateral loads (ie., trailing piles in line with direction of lateral load application), however, group effects reduce the lateral load capacity utapile spacing less than eight -pile diameters. The capacity reduction factors presented in Table 3 should be applied to in-line laterally loaded piles depending oil the cen|er-tocen\erspacing asapplicable. Table 3 — Lateral Pile Capacity Reduction Factors Pile Spacing Reduction Factors (Multipliers) First Row Second Row Third and Greater Rows Hart Crowser Page 16 Shallow Foundations VVounderstand that the proposed small building inthe West End Park East will consist ofa single -story structure supported on shallow spread and/or continuous footings. Assuming that the bottom ofthe finished floor elevation is approximately 16 feet, and the footings are about 3 feet below that, we expect that the building foundation will bear ondense Fill material. However, this should beconfirmed during actual construction. VVemake the following recommendations for design ufshallow footings: m Footings for the building should bear directly onundisturbed dense gravelly sand Fill. m Shallow footings can also be used to resist the uplift loads on the building up to the weight of the footing and any soil above it. m Design footings supported onexisting dense Fill inundisturbed condition for a maximum allowable bearing pressure of 2 kips per square foot (ksf). m Allowable bearing pressure may beincreased 6vuptoone-third for loads of short duration (m.g,wind orseismic |oads). m Use an allowable coefficient of friction against sliding equal to 0.3 for footings poured neat against the dense granular soil. m Use anallowable passive equivalent fluid unit weight (for the embedded portion of footings, neglecting the upper 2 feet for possible disturbance) of JOOpc[ The sliding coefficient and passive value are allowable values and include a factor of safety of at least 1.5. n Isolated and strip footings should have a minimum width of 24 and 18 inches, respectively. Recommended minimum depth below final grade is] feet. N All exposed sukeroJesshould becompacted toafirm non -yielding condition. m |floose orsoft material isencountered during footing excavation, i\should be overexcavated to at least 2 feet depth and backfilled with compacted structural fill. nartcmwvm Page 17 m Depth offootings should also ensure that they are founded outside ofan imaginary lH:lVplane projected upward hnmthe nearest boUumedge of adjacent footings orutility trenches that may beexisting. N /\ qualified geotechnical representative should beonsite toassess and documnntthe suitability ofthe subgnadeduring construction, prior ho placernent of footings or concrete. Settlement Estimates For foundations designed and constructed usdescribed above, vveestimate that the total static settlement of individual footings will be less than approximately I inch. We estimate that differential settlement between adjacent footings will be about one-half ofthe total settlement. Considering the noncohmoivenature of neapsurfucesoil encountered inour borings, weanticipate that the static smK|ementwill essentially occur asloads are applied. The foundation settlement estimated herein as umeythutcarofu| preparation and protection ofthe exposed eubgradewill occur before concrete placement. Any loosening ofthe materials during construction orthe presence o(loose material beneath footings could result in larger se8|emen|than those estimated herein. |tievery important that all foundation excavations becleaned ofloose or disturbed soil prior to placing any concrete and that there be no standing water in any foundation excavation. 117-Mroy M, Modulus ofoubenadereaction (k,)based onal-foot 6v1 -foot square plate of 2OOpounds per cubic inch (pd)may beused for foundations supported oil existing dense material orcompacted structural fill. Note that this k,value must beadjusted depending onthe size o(the footings and the nature ofthe foundation soil. For asquare footing ofsize Byupportedonthe sandy soil identified atthe site, the modulus o(yub&radmreaction A -~.~ may beadjusted per the following equation: (B+1)2 �~.=� For urectangular footing ofdimension 8xIng, where xn�! 1, k~~.may be modified to obtain the modulus Of SUbgrade reaction k, as: (. ) ^x= l.5/o Hart Crowser Page 18 Weexpect the floor ofthe small building tmbeconstructed asadzb-onumJe. Wealso understand that the sidewalk along Railroad Avenue adjacent |nthe esplanade will be constructed as slab -on -grade. The s| deshouNbearondheprerm|bdmjghnguubgmdemoi[andany soft spots, ifencountered during preparation ofthe subDmde,should be overexcuvu|edand replaced with structural fill. NAerecommend the following steps inpreparing thesubgnsde. 0 Support slabs on proof -rolled existing soil, or on well -compacted structural fill material. The structural fill may consist of: 0 Imported material that is placed and compacted per structural fill criteria presented herein; or 0 Approved on-site soil that is either compacted in place or removed and then placed as structural fill. Use of the on-site soil as dn/ctund N| is best determined by Hod Cnowmer in the field at the time of construction. m Remove any soft, organic, or otherwise unsuitable ad| and replace them with structural fill. m Provide acapillary break layer beneath the slab-on-gcadeasdescribed inthe Drainage Considerations section. E Any soil that btobeconsidered for this capillary break material should be submitted to Hart Crowser for gradational analysis prior to placement. m For design ofthe floor slab, use umodulus o(uubgcu]ereaction pf15Opci asmeasured ona1400t*quaneplate. This assumes that the construction is accomplished usdescribed above and that the capillary break layer is underlain bywell-prepared subgradmordensely compacted structural fill. � Slabs-on-gTadeshould not bestructurally connected /othe column/wall support elements (foohngs). This will allow for potential differential settlement between the slabs and foundation support. These recommendations are based mnanticipated conditions and should be confirmed inthe field. |tshould benoted that many variables, including weather Hart Crowser Page 19 conditions and construction techniques could affect the suitability of in sittl soil asslab support. Retaining Structures This section addresses geotechnical recommendations for retaining structures us part ofthe proposed esplanade construction. Weunderstand that these structures include bulkhead beams, and ripmpsystems. The lateral pressures acting against a bulkhead depend primarily on: • Fill material used behind the beam and the degree ofconnpacdwn immediately adjacent to it • Flexibility ofthe beam and the degree oflateral movement the beam undergoes; • Drainage provisions; and • Seismic loading considerations. Weunderstand that backfill behind the beam will consist ofcompacted granular material. Lateral loading onthe bulkhead beam can 6eexpected hnmthe soil both statically and seismically. Static Loading. |lisour understanding that at -rest conditions will develop behind the beam, i.e., the bulkhead beam between the pile caps is anticipated to behave asa rigid wall. Earth pressures may kecomputed assuming atriangular pressure distribution applied frorn the top to the soffit of the bulkhead beam. VVmrecomonendyou use the parameters provided inTable 4. Hart Crowser Page 20 Parameter Design Value Groundwater Elevation (GWT) in Feet 4-9a Effective Unit Weight above GWT in pcf 125 Effective Unit Weight below GWT in pcf 63 Effective Friction Angle (6) in degrees 32 Cohesion (c) in psf 0 KA — active pressure coefficient 0.31 Ko — at -rest pressure coefficient 0.47 Kp — upland passive pressure coefficient 2.5 ^ Note that agroundwater elevation m+4Feet mnoted based on measurements at the time mdrilling. A more typical groundwater level would »oaround +vfeet MLLW back some distance from the shoreline. Groundwater levels will be tidally influenced and will fluctuate substantially near the shoreline. ' Apply a factor of safety to the passive pressure coefficient of at least 1.5. |naddition, werecommend that the passive resistance inthe upper 1 foot be neglected to account for the soil disturbance. The groundwater table elevation immediately behind the bulkhead/retaining vvaU will tend to fluctuate tidally but will lag behind the tide and will be buffered by the permeability ofthe soil. VVewould recommend evaluating the system assu/ning a five-foot difference between water levels seaward of the vvuU and landward of the vvaU (i.e., groundwater level Ave feet higher behind the wall). VVmrecommend looking uialow tide case and uhigh tide case iosee which case governs the deoign. Seismic Loading. Lateral load due to seismic pressure can becomputed by applying a rectangular pressure distribution over the height of the bulkhead beam, orany earth retaining wall where required. For two-thirds ofMCE, the seismic load may be computed using a lateral pressure equal to 1OH po[ where H is the height in feet. Werecommend backfilling behind the bulkhead bmmnwith structural fill. We make the following recommendations regarding structural fill: Hart crows , Page 21 1rem*unDecember 1n.un11 Slope Stability � Place all fill inlifts (maximum 1Oinchloose thickness) undcompactithna minimumof95percent ofthe modified Proctor maximumdry density (as determined byASTM Ul5S7test procedures). 0 The moisture content of the fill should be controlled within 2 percent of the optimum moisture. ()phmummoisture isthe moisture content corresponding to the maximum Proctor dry density. a 0emmmmondcompaction with asmall vibratory plate mself-propelled walk -behind equipment within 2 feet of the wall to Millinlize potential for If small, hand -operated cornpaction equipment is used to compact structural backfill, N| lifts should not exceed 8 -inch loose thickness. Basis for Slope Stability Study The submerged lower slopes k/the north ofproposed esplanade are generally in loose condition, but atuflatter slope ofabout 5H]V. This material iainherently suscepdNetua|opeinytubi|ityduetoseismic6orcesundthepo\enha|eKectsof liquefaction. The upper slopes are atabout 2H:lVand consist offill material in generally medium dense condition. VVeassessed the global stability o(the slope bymodeling the effect ofthe piles usproviding reinforcement. We analyzed Section C -C' (Figures 2 and 5) for 15 -foot and 20 -foot pile spacing for landward and seaward rows of piles respectively, in view of the average spacing in the middle portion ofthe esplanade. For Section B-8'(Figures 2and 4),vve considered u 15-fpo! pile spacing for both |undvvun] and seavvon| rows of piles, as proposed for this area. Groundwater elevation assumed for the stability analysis was bused on the observations while drilling nearby borings. For our analysis, we considered a typical slope profile consisting of the riprap and piles based nnthe schemahcplans and sections n(the esplanade made available io us. |naddition Wstatic stability analysis, we performed seismic (pseudostatic) and post -liquefaction stability analysis. For the seismic case, wesubjected the slope tonsustained horizontal loading komthe design earthquake corresponding to the Maximum Considered Earthquake (k4[8Event (see Seismic Considerations section for further ink/rmuUon). This loading represents the average ground acceleration expected from the earthquake ofinterest. Typical data for agiven magnitude event provide all estimate o(pmakacceleration. Thus the pseudostatic slope stability analysis requires a reduction factor of one - Hart Crowser Page 22 huh[ to represent the estimated average acceleration within the slope throughout the earthquake. With this reduction factor, the horizontal coefficient for seismic loading isO13Sfor the design earthquake corresponding \othe M[EEvent. Figures 6 to 11 provide the cross-section profile considered for the stability analysis for various cases, showing the locations of corresponding slip surfaces. We considered the beneficial reinforcing effects of the piles through additional shear resistance along pile sections parallel iothe slip surface. However, vvedid not consider possible densification of granular soil surrounding the piles that may rnsu|t6om pile driving. The results ufthe three design stability cases b| hc,kwu{hinbmfMCE pseudostVic, and post -liquefaction static) for the section analyzed are summarized in Table 5. For the post -liquefaction case, we considered the liquefied soil deposit as having the residual shear strength estimated from our liquefaction analysis. Table 5 - Results of Slope Stability Analyses The analysis of slope stability results indicate that the slope factors of safety are satisfactory for static conditions. For seismic and post -liquefaction conditions, the factors of safety are typically about 1.3 or marginally lower. When the reinforcing effects ofthe piles supporting the esplanade are incorporated, the results of the slope stability analysis indicate that the potential performance ofthe slope during the design seismic event would begenerally satisfactory. However, our stability analyses did not include the seismically induced geotechnical hazards, which may result in the need for significant repair of the slope following a major seismic event. Potential geotechnical hazards that may beinduced byseismic events are discussed subsequently. nartCmwoer Page 23 Horizontal Factor of Safety Factor of Safety Condition Seismic (Section B-13') (Section C -C') Coefficient Static N/A 2.64 2.51 Pseudostatic 0.135 1.32 1.26 Two -Thirds of MCE Post -Liquefaction Static - 1.16 1.25 The analysis of slope stability results indicate that the slope factors of safety are satisfactory for static conditions. For seismic and post -liquefaction conditions, the factors of safety are typically about 1.3 or marginally lower. When the reinforcing effects ofthe piles supporting the esplanade are incorporated, the results of the slope stability analysis indicate that the potential performance ofthe slope during the design seismic event would begenerally satisfactory. However, our stability analyses did not include the seismically induced geotechnical hazards, which may result in the need for significant repair of the slope following a major seismic event. Potential geotechnical hazards that may beinduced byseismic events are discussed subsequently. nartCmwoer Page 23 Backfill soil should consist of a well -graded structural fill, placed in 8- to I 0 -inch loose lifts, and compacted toa1least 95percent ofmodified Proctor moximum dry density asdetermined bythe American Society for Testing and Materials (/\STk4)Ul557test procedure. Compaction within 2feet ofthe walls should bm performed with small, hand -operated equipment toavoid imparting excess horizontal stresses onthe wall due tocompaction. Within this zone, compaction criteria may be reduced to 92 percent. Lateral earth pressures recommended in this section do not consider hydrostatic conditions. Assuch, vvenecommendthat drainage beprovided asdescribed in the Drainage Considerations section to prevent lateral water pressure buildup against retaining structures. /\ free -draining granular material should be used within an lO-inch-wide zone immediately behind retaining structures. Where applicable, drainage should also be provided at the base of footings supporting the wall. This should incorporate a minimum 4 -inch -diameter perforated drain pipe surrounded by at least 6 inches of free -draining material. Seismic Considerations The site islocated inxseismically active area. |nthis section, vvedescribe the seismic setting atthe project site, provide seismic design parameters, and discuss earthquake -induced geotechnical hazards. Seismic Setting The seismicity of western Washington is dominated by the Cascadia Subduction Zone ([5Z),where the offshore Juan doFuca Plate issubducting beneath the continental North American Plate. Three main types of earthquakes are typically associated with subducdnnzone environments: crustal, intrap|a|m,and interplate earthquakes (Figure 12). The subducting Juan de Fuca Plate is known toproduce in|rup|atoearthquakes utdepths of4Oto7Okmbeneath the Puget Sound region (e.g., the 1949, l964,and 2O0l earthquakes) and in|erp|oie earthquakes at shallow depths near the Washington coast (e.&, the 1700 earthquake with anapproximate magnitude of8io9). Seismic Design Parameters Weunderstand that the Seismic design ofthe structures will beperformed in accordance with the requirernents of the 2009 International Building Code (IBC). Hart Crowser Page 24 The basis ofdesign for this code iytwo-thirds ofthe hazard associated with all earthquake with a 2 percent probability ofexccedance in SO years, which corresponds ioanaverage return period of2,475years. VVeobtained the seismic hazard from the United States Geological Survey National Seismic Hazard Maps (USG5 2003) for Latitude 48" 07' 16.77" and Longitude -123° 25' 59.18" Below, we provide parameters for seismic design in accordance with |0C. The mapped parameters consist ofpeak ground acceleration and 5 percent damped spectral acceleration at periods of 0.2 second and 1.0 second (designated msS, and S,) based on aprobabilistic seismic hazard analysis (PH5A) that the USGS performed across the United States. The parameters obtained hnnn the PHS/\ are for a generic location with a shear wave velocity of 2,500 feeks (76Om/s),corresponding ho Site Class in Q/[ boundary. n Five percent darnped spectral acceleration at 0.2 second, Ss = 1. 12 g. m Five percent damped spectral acceleration at 1.0 second, S, = 0.47 g. These parameters should beadjusted kzcorrespond hothe site class under consideration. Wmdetermined the soil site class using information about the supporting foundation soil inaccordance with IBC 2OO9. The soil site class isbased oil the soil characteristic and aweighted average "fthe blow Counts observed toa depth of lOO feet bgs. For explorations advanced less than lOO feet bgy, we assumed the material density below the deepest sample as remaining constant iol8Ofeet for our determination o(the Site Class. Based onthese assumptions, seismic Site Class E would be assigned to the site. However, our evaluation based on Boring HC -1 to H['3 indicates that the loose silty tovery silty fine sand under the groundwater table is highly susceptible to liquefaction under a design - level seismic event corresponding to two-thirds of the M[E. Liquefiable soil conditions constitute one o(the site conditions requiring Site Class Fdesignation. |ngeneral, asite-specific response analysis should bo performed inaccordance hoIBC 2OO9for Site Class F. However, when the Site Class F designation is due to liquefiable soil, the code permits structures with fundamental periods ofvibration equal toorless than O.Sseconds \obe analyzed and designed without site-specific ground motion procedures. Accordingly, Site Class E designation is applicable for the proposed development provided the fundamental period of vibration of the structures to be constructed ieO.5seconds orless. Hart Crowser Page 25 The design parameters adjusted for Site Class Lcorrespond Wtwo-thirds of MC[and applicable only Wstructures with fundamental periods v(vibration equal ioorless than 0.5seconds are ayfollows: m Five percent damped spectral acceleration at 0.2 second, S,, = 0.67 g. m Five percent damped spectral acceleration at 1.0 second, S,, = 0.75 g. Seismically Induced Geotechnical Hazards Potential seismically induced geotechnical hazards along the esplanade alignment that we considered include surface rupture, liquefaction, lateral spreading, and landslides. Our review of these hazards is bused on the soil encountered in our explorations, regional experience, and Our knowledge of local seismicity. Surface Rupture We are not aware of any known faults that intersect the project location. Therefore, the risk for surface rupture is considered low. Liquefaction Susceptibility When cyclic loading occurs during anearthquake, the shaking can increase the pore pressure in loose tomcdium dense saturated sand and nonp|uxhcsilt and cause liquefaction, or temporary |wse of soil strength. This can lead to surface oeK|emmn|and slope displacements among other potential effects. For this study, we conducted an analysis of liquefaction potential using the SPT data and laboratory test results frorn our two borings. Saturated soil ingenerally loose condition was encountered inthe boring advanced within the proposed development. VVeanalyzed liquefaction potential using the Standard Penetration Test (SPT) resistance and laboratory test results, using the procedures Outlined by|drioaand Boulanger (2UO8). The analyses were performed for the design earthquake corresponding tothe MCE (2,475 -year return period.) The analysis indicated that the factor ofsafety against liquefaction of the loose to very loose silty sand was less than 12 from about 20 feeibgs to about 4Ofeet bDs. The results indicate high Susceptibility to liquefaction of soil approximately below the groundwater elevation to the top of the dense \nvery dense gravelly tosilty sand, while the existing dense to mediumdense ourAcia|imported material above liquefiable Soil may act asu crust of limited thickness, which may crack, subside, or displace laterally. Hart Crowser Page 26 Vertical ground compression due Voliquefaction isestimated tobeabout 6 inches ornoone,but the actual ground seU]emenicall besubstantially more i( ucconnpaniedbvlateral spreading. Slabs ongrade and shallow footings could be su6iected to differential settlement and piles may be subjected to severe bending and shear. These structures may require repair orreconstruction following a major earthquake shaking resulting in liquefaction of loose to mediunndense sand and nonplastic silt below the groundwater table. Lateral spreading and flow failure are typically associated with slope movement or failure of earth retaining structures caused by the liquefaction of underlying soil. Considering the proximity \othe waterfront ofthe proposed development and the underlying liquefiable soil, we expect some irripact on the esplanade and other structures due to lateral spreading and Uovv failure. Lu|ecs| spreading at this site could cause substantial darnage to the esplanade Such that it would be rendered inoperable and irvepairab|e. VVmnote that the owner may decide ioconsider the life safety approach lo design for possible geotechnical hazards. This approach isbased oil prevention ofcatastrophic failure, while accepting the possibility of having to repair or replace (if not repairable) the structures after amajor earthquake. Acceptability mfthis approach should beconfirmed with the City o(Port Angeles. Additional evaluations and veconmendodonswill berequired Kall planned construction needs iobedesigned |oaccount for the effects o(seismically induced geotechnical hazards, including liquefaction, lateral spreading, and Uovv failure. VVealso note that the project area lies within the designated Tyunami Evacuation Map developed 6vDNR (2011). Pavement Structure Weunderstand that the reconstructed portions ofRailroad Avenue and North Oak Street will have flexible pavement, while the intersection isplanned lobe topped with scored concrete. Based unthe two borings vveadvanced inthese areas, we expect that the existing fill material will provide adequate SUbgrade for the pavement sections. VVerecomnnendthat all pavement sections be constructed over asubgradesurface consisting o(utleast 2-footthick nonyie|dingconnpacted granular fill soil. Any fill material orother soft spots, if encountered, should booverexcavutedand replaced bystructural fill. If deeper fills are encountered locally, vverecommendthat a\least 2feet ofitbe Hart Crowser Page 27 ovenexcavahedand replaced bvstructural fill. Aaaguideline, the upper 2feet of material beneath the pavernent section, consisting of the hot-rnix asphalt (1 --IMA) over crushed surfacing base course ([68Q,should becompacted iou\least 9S percent of the modified Proctor maximum dry density (ASTM 0 1557). This 2 -foot thickness of dense material may consist of: m In-place dense, existing soil; or m Loose tomedium dense in-place soil that iscompacted todense condition; or m New structural fill that is placed and compacted to a dense condition; or m A combination of the above VVmrecommend that Hart [rowserobserve proof rolling ofthe pavement suhgcadesk,confirm that afirm and non -yielding surface exists for povement Based onthe uubgmdepreparation described above, and considering the E5AL and other information available, the following possible options may be adopted as minimum pavement section: M HMA 5 inches thick over 9.5 inches of CSBC over prepared SUbgrade; or 0 HMA 5.5 inches thick over 8 inches of CSBC over prepared SUbgrade; or m HMA 6 inches thick over 6.5 inches of CSBC over prepared subgrade. Proposed scored concrete topping aithe intersection ofNorth Oak Street and Railroad Avenue iuexpected tobesuch that trucks will require the entire intersection while turning. The minimum pavement section for the intersection ixrmcnnnmendodasfollows. 0 Panels 9 inches thick over 9.5 inches of CSBC over prepared subgrade. |\isimportant \onote that the above pavement section recommendadon assumes that the oubgradematerial surface isproperly prepared. Hart Crowser Page 28 W, MR�1170 Site preparation should provide ufirm and non -yielding yubgcx]ebeneath footings, slabs -on -grade, concrete fill, and pavernent sections. Initial site preparation will involve removal o(existing pavement and vegetation, demolition o(the existing riprapand structure asapplicable, removal ofthe existing foundation elements, and abandoning, realigning, orremoving any existing underground utilities within the proposed construction area. We make the following recornmendations: m Remove all asphalt pavement and any vegetation from the proposed construction area. 0 Remove any existing buried concrete elements, boulders, orthe like Kwithin 2feet vertically nfthe new foundations, x|abson'Qmde,orpavemeni sections. The purpose of this is to avoid an uneven or inconsistent hard spot or ridges beneath these new structural elements. m Remove orcompletely grout abandoned underground utilities. Ends of remaining abandoned utility lines should besealed ioprevent piping wfsoil or water into the pipe. m Remove soft or loose materials frorn beneath structural elements and replace with compacted structural fill beneath foundations, slabs -on -grade, and pavement sections. Different soil and material types will be suitable for different filling requirements. From a geotechnical standpoint, the on-site soil/material may be used as follows: M Select Structural FU[ Use of excavated soil at the site for structural N| is based onthe gradation and moisture content ofthe soil a\the time of placement. Soil with more than about 5percent fines cannot beconsistently compacted to a dense and non -yielding condition when the moioiure content issignificantly above orbelow the optimum. Structural fill must also 6efree oforganic matter and other debris urdeleterious material. nartcmwoer Page 29 w General Site Fill. General site fill includes fill inlandscape areas and inareas that call tolerate somesettlement (ie,iidoes not generally underlie structures). Most any soil can buused asgeneral site fill provided itcall be compacted sufficiently for earthwork equipmeni|wdrive onit. Most ofthe material not Suitable as structural fill is expected to fulfill this requirement. m Planting Soil. This soil will have tomeet the requirements ofthe landscape architect to sustain plant growth. [on -She Select Structural FD[ Except for the very silty sand and silt, the on-site soil is expected to be suitable for reuse as structural fill provided any debris or organic material that may bepresent imselectively removed, and moisture content iscontrolled for Optimum compaction. VVerecommend that all excavated native soil intended for reuse be stockpiled separately and reviewed by the on-site geotechnical engineer or geologist for suitability, and that these stockpiles be protected with plastic sheeting to prevent them from becoming overly wet ifthey are reused during the wet season. The reuse of on-site soil as structural fill should only be attempted if the work will bmperformed during extended periods o(dry weather swthat these materials can beproperly moistun-condihonodand vecompacked. The material must be near opbmunnwater content a!the dmeofplacement. On -Site General She Fill. |nareas not requiring select structural fill, existing fill soil that may be excavated for planned construction is considered appropriate for general site fill. General site fill should befree ofdebris, and should not be significantly above the optirnurn water content (within 5 percent of the optimum water content). It may be necessary to cover stockpiles of general site AU to protect them from rain. Placement ofgeneral site DU will likely be best suited to periods o(dry weather. Note that if general site fill is used, and the intended use of the area changes so that heavier loads must besupported, itmay benecessary tovegmdeand improve the soil locally. This could include overexcavahonand replacement with structural fill, the use ofugeotexh|e,orsome combination ofthese Placement and Compaction of Structural Fill Structural fill is recommended beneath footings, slabs -on -grade, and pavement sections where applicable. VVegenerally recommend using aclean, well -graded sand and gravel with less than S percent byweight passing the No. 200 sieve, based on the minus 3/4 -inch fraction, or Suitable on-site soil as described in this naurmwner Page 30 section. Soil containing aemuch as30percent fines may besuitable for use os structural 0| provided that it is near or within 2 percent of the optimum moisture a(the hmeo[placement. Fill that is to serve as a leveling Course and drainage layer beneath floor slabs or behind walls should consist offree-draining sand orsand and gravel with less than 3 percent byweight passing the No. 200 nnesh sieve based on the minus 3/4 -inch fraction. Structural fill should beplaced in lOinch loose lifts and compacted to a minimum density equal to9Spercent ofthe modified Proctor maximum dry density (ASTM Ol5S7). For the most part, general site fill should bocompacted using the samemethods asfor select structural fill. Wevecommmndthat general backfill becompacted lo a target p(92 percent of modified Proctor maximum density (ASTM D 1557). However, ulower compac|ionmay boacceptable depending onthe material type. Each material will need to be evaluated on an individual basis. For this reason, itiocritical iohave aqualified geotechnical engineer oversee fill p|acnnoeni. The material should have its Moisture content within about 3 percent ofthe optimum atthe time ofplacement. Substantial surplus on-site material iyexpected tobegenerated, specially from carving out the beaches in West End Park West. We understand that the surplus material will be used to create park features, including embankments and sloped areas, aspart mfthe overall park landscape planning. VVealso understand that specific details such as elevation, slope gradient, and location of these features are evolving and will bcdetermined later. VVerecommend that Hart [rovvserbm retained to evaluate the design and construction of these landscape features involving reuse of surplus material. The stability and safety of cut slopes depends on a number of factors, including: • The type and density ofthe soil; • The presence and amount ofany seepage; • Depth ofcut; Hart Crowser Page 31 Utilities • Proximity ofthe cut toany surcharge loads near the top ofthe Cut, Such am stockpiled material, traffic loads, structures, etc. and the magnitude of these surcnargex; • Duration ofthe open excavation; and • Care and methods used bythe contractor. Occupational Safety and Health Administration (()SHA) classifies the fill and native subsurface materials atthe site asType L VVemake the following recommendations regarding open cuts: m For Type C soil, the maximum allowable slope for excavations less than 20 feet deep is 1.5H: IV unless approved by a registered professional engineer. m For excavations that may be adjacenthexisting footings orother structural elements, donot excavate below the bearing elevation ofthe existing footings. Consult with the geotechnical engineer during construction \olimit the size ofthese excavations and the amount oftime that they remainopen. m Protect the slope frorn erosion by using plastic sheeting. m Limit the maximum duration ofthe open excavation iothe shortest time period possible. m Place nosurcharge loads /oquipmcntmaterials, eic\within lOfeet ofthe top ofthe slope. Because of the variables involved, actual slope angles required for stability in temporary cut areas can only boestimated prior Voconstruction. We recommend that stability of the ternporary slopes used for construction be the responsibility mfthe contractor, since the contractor isincontrol nfthe construction operation and is continuously at the site to observe tile nature and condition ofthe subsurface. All excavations should bemade inaccordance with all local, state, and federal safety requirements. Any proposed utilities that are \obeplaced within the mediumdense tovery dunsenatura|soi|maybesupportedon'grude,providedlha\re|ahvek'minor utility trench subgradeimprovements are performed. VVerecommend the m Provide u\least 2feet ofdense granular soil beneath all utilities. This densely compacted soil should not include organic material, and may consist of: Hart Crowser Page 32 * In-place granular soil that isnaturally dense; ° In-place granular natural or OU soil that is initially loose to medium dense, but is then compacted in-place to a dense condition; ° Imported structural fill that isplaced and compacted toadense condition; or ° /\ combination ofthese. m |( there iostanding water inthe trench, use clean gravel iobackfill the excavation until the top ofthe backfill isabove the standing water. The water may be purnped to facilitate this. m Bedding and pipe zone backfill should beconsistent with the type and class ofpipe used, and method o(installation. Backfill the remainder ofthe trench in amanner simi|ar\othat described herein for structural fill. 0 Refer to the Temporary Open Cuts section recommendations for utility trenches and excavations. Drainage Considerations Groundwater was encountered inall n(the six borings included inthis study, with levels typically ranging between 10 to 16feet bgs, corresponding to an elevation ranging fromOto6feet. However, considering only relatively shallow excavation envisaged in general, we expect that the need for dewatering at the site will be minimal. For permanent drainage offoundations around the structure, vverecommend that perimeter drains beinstalled near the base mfthe perimeter. The perimeter drains should beaminimum 4inch-diumeierperforated pipe, and also should be surrounded 6v6inches ofdrainage material. All drainage pipes should be sloped to drain. n Provide subs|ubdrainage bvusing acombination o{perimeter and cross drains beneath s|ab*on-grade. This layer serves usucapillary break and drainage layer, and isintended hoeliminate the potential buildup of hydrostatic pressures beneath the slab and to provide permanent control of groundwater beneath the floor slab and behind the perimeter walls. Hart Crowser Page 33 m The capillary break/drainage layer should consist ofa1least 6inches of drainage material, with perforated drainage pipe embedded atthe base o( this layer. Note that a minimum of inches of drainage material should surround cross drain pipes. Thus, this layer could either be 6 inches thick between cross drains and 8inches thick u|cross drains orthe entire layer could be 8 inches thick. 0 A layer of polyethylene sheeting should be placed over the drainage layer to protect it from concrete as the floor slab is poured. m Drainage material should consist ofwell-graded sand and gravel with afine- grained 6acdonof|essthan3percentbvdryweight(pencentsgnofmaieha| passing the USNo. 2OOsieve based onthe minus 3/4inchhaction). m Any soil that isconsidered for capillary break ordrainage material should be submitted to Hart Crowser for gradational analysis and approval. m Drainage material should becompacted (othe criteria ofstructural fill ao discussed herein. All drainage pipes should bm directed housuitable discharge point located well away from underground structures. Walls with soil backfilled ononly one side will require drainage, ormust be designed for full hydrostatic pressure. We recommend the following: m Backfill with a minimum 18 -inch thick well graded, free -draining sand or sand and gravel. m Install drains (with deanoub)behind any backfilled subemJewalls. The drains should consist o(minimum 4inchdiarneherperforahed pipe and placed onubed of, and surrounded by, 6inches offree-draining (less than ] percent fines based onminus 3/4inch kucdon),well-graded sand orsand and gravel. The drains should bosloped tocarry the water \oasunnpor other suitable discharge. The backfill should be continuous and envelop the drainage behind the wall. Final grades should besloped Ncarry surface water runoff away from adjacent structures to prevent water frorn infiltrating near the foundation walls. Roof nuncmwoer Page 34 drainage and new pavement drainage should not betied into the yubdnJn systern or discharge onto the site. Throughout this report vveprovide recommendations where vvoconsider h would be appropriate for Hart Crowser to provide additional geotechnical input tothe design and construction processes. These recomnoendadonsare generally summarized inthis section. Design Services Werecommend the following: n Consult with Hart [novvserduring remainder ofthe design phase ofthe project oothat p/ecan refine orconfirm our recommendations asmore information about the project requirements beconnosavailable, orinthe event that project elements differ from the assumptions presented herein. This may be particularly important for creating sloped park land features by using surplus rnateria|s6nm beaches and designing stable drift sills on the beaches with on-site material. 0 Retain Hurt Cr/weer to review geotechnical aspects of the final design plans and specifications hoconfirm that our geotechnical engineering recornmendations were properly interpreted and implemented in the design contract documents. Design ofspecific elements ofthis project isevolving. The above r:comnoendahonswill also enable Hart Cnopmer\ocontinue towork closely with the designers torefine our recommendations and adjust construction requirements as required. Construction Services During the construction phase ofthe project, vverecommend that Hart Cnzvvsmr review contractor submittals and provide our representative toobserve the • Foobnguubgmdes; • Driven pile installations; • Excavation activities; • Installation o(drainage e|ennmnts; nartCrowaer Page 35 • Utility installation; • Pbcemantand compaction o[structural fill including field testing uf compacted fill and assessment ofsuhgradeaprior hop|aoennentofthe fill; • S|ab-on-gradmsubgrades;and • Other geotechnical engineering considerations that may arise during the course ofconstruction. The purpose o(these observations is|odetermine compliance with the design concepts, specifications, orrecommendations and toallow design changes in the event that subsurface conditions differ from those anticipated before construction starts. American Society o(Civil Engineers 208S. Minimum Design Loads for Buildings and Other Structures, ASCE/SEI 7-05. Das 2004. Principles ofFoundation Engineering. ThomsonBnooks/Coke, DNR, Washington State 2011.DNR Division of Geology and Earth Resources - Washington's Geological Survey, Tsunami Evacuation Map from DNR Web Site: |dhssand Boulanger 2OO8. Soil Liquefaction During Earthquakes. EEK| Publication MN[-lZ International Code Council, 2009. 2009 International Building Code. Wegnann, K!W.,)J� Homburg, D.R. Bohnensdmh[).V. 8ovvmau).D. VVindingstad, and E.K. Huber 2010. Geomorphology of the City of Port Angeles Waterfront, Technical Report 1O -8l Prepared for Derek Beery, City Archaeologist, City of Port Angeles Department of Commercial and Economic Development, October 2O1O. US Coo|ogjoJ Survey 2002. USG6 National Seismic Hazard Maps 6nm UBGS Web Site: httr):,//eartliquake.usgs.gov,/research/hazmaps/- L:Vvbs\ 780400ywnrx,»ox\nnuno*ma\Finuwmpoep^rt(n,wseu.doc Hart Crowser Page 36 - --------- --- . ..... . . .. . . ..... 4- FIC 0 HC -2 0 HC�3 0 -1 HC -fl iu rf'.2 *HC -4 0 HC -5 P,3 U 41 CD 4J tP-6 P�n Anal. W FfP Proposed Exploration Lorallori and Nurnber tIC-1 * B.rhg A A' C_ Sseflon L—tion SH, and E�ploratlon Plan t --J ar'd Desig",ni- W�l N TeM Pit 0 ti, S-1. 1� Feet ANVOWMW AM 25 0 -25 -50 -75 -100 -125 HCA HC -2 11C.6 HC.3 SILT (FILL) (17 K) s) (24' Nt G—lly SAND (FILL) U 7— LT end Sandy SILT and Sandy S MIly SAND silly SAND G,.,.Ily SAND GmMly SAND Sandy SILT Not.: CoMaca between sell units are based upw on iopolation bst—e�, b.dngs andpspmsnt our intome.td.a at subsurface r-digops basad - currently available data. HC -1 Exploration Nurnbsr (1-0 (Off.t Dlstrp— and Dirssti.p) Exploration Losaflon Wet., L. -I Sl.nd.,d P.-t,pticle Resistance; in Blows per Feet H.,i—W Scs4s In Feet 0 50 0 11 Vert -1 SuaVo In F. Vertical Erx.gqvalloo . 2 100 50 M HC -1 Exploration Number (52- W) (Offset Distance and Direction) Exploration Location Water Level Standard Penetration Resistance in n Blows per Foot Horizontal Scale in Fee( O 50 100 0 25 50 Vertical Scale in Feet Vertical Exaggeration x2 Note: Contacts between soil units are based upon interpolation between borings and represent our interpretation ofsubsurface conditions based on currently available data. Mi Mai Imf -125/ AT HC -2 Exploration Number (57'W) (Offset Distance and Direction) Exploration Location Water Level Standard Penetration Resistance in y Blows per Foot Horizontal Scale inFeet O SU 100 O 25 50 Vertical Scale in Feet Vertical Exaggeration x2 ' Silty SAND R-1 0o&x Contacts between soil units are based upon interpolation between borings and represent our interpretation ofsubsurface conditions based on currently available data. U'e -�Oap FIN, 40' RM PI NvIrp MvJwn6Pnse No de,se FO, Railroad Parking& @ Y5fD&' Cr' Om tie ave'age r �Qhes.m' 0 PO Avenue Walkway 41 4, 20 Ply'r. 34 . ......... 11 F n,. Nam� Vedam 0&, se &,Ty Swd cco"evim 01 10 Rl" 30 foe I LL- CONOW 0 pol 0 -20 -10 0 10 20 30 40 50 60 70 OR 90 100 110 120 130 140 It" 160 170 11W 190 200 210 220 230 240 250 260 270 280 290 300 Distance in Feet Port Angeles WTIP City of Port Angeles, Washington Results of Slope Stability Analysis: Static Case, Section B -B' 17804-00 11/11 WIN Figure ALAV Munlowwsm 6 iU _V1 0 P1 40 18,11 f2,1�1 PPP P�e 4,we Med,,,in dense w dense I'M Railroad Park.ing Itxx ct M pne aw've cohvmn 0 psf Avenue walkway 20 P$u 34 A- Nas,e. Medum Zem� EeV Swd C , 10 PSI 10 ► Ph, 30 Marnc Lfios Foe Sint LL -10 -20 iOw -30 QY GJ- -40 d -60 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 No Distance in Feet Port Angeles WTIP City of Port Angeles, Washington Results of Slope Stability Analysis: Seismic (Pseuclostatic), Section B -B' 17804-00 11/11 Arm Figure MVICNO w SM 7 20 10 Z 0 (D LL -10 0C -20 -30 -40 -50 -60 Nwre, Melum, dse z demse FIA,Railroad cves,0 V., Avenue Pm,, 34� , J. I NW,m Loose Fft Smd Onhesbc 31OPS! ft" 0" 44 Parking I11/1'x Walkway Ume F'Vap C,Ohv" 0 "'S9 Ph, 40' Flpe Ne 15 bot :'t: CO lhe B:/'99Bge ,Na,e Vedwm Dse &Avy S&%1 Cohev'.� 0 W 10 20 30 40 50 60 70 60 910 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 Distance in Feet R a'e �:... .,®� �, 5,t �� e� /� I* r� a � I lm^tliw iwt mU� '^ ` l4 v�uP �M G"fl_ 40 " 20 Rark"nO 3„ RO Nay,"' IN ma nm a, *a n nYr <_mrn FW„ r ire mw ,.: 2O -#.r,4 cfc om the av ,a^72 P6 hIA^fmirrr 4ndna�e tlP;`aWri 09 ,, , / a e 'iv i0P19a5C2^k,5"d21wMi 20 ryl '" '2r OauP -20 ��c r" w/i /�. �� ////�/�i/f ��i.,✓�� /%'ii //� -/� //w'/iii ,'�// i ii �/, > � vii, ,.r�//�/�%/��//ia�/ir��i� i��/ ./f✓%��/�i/ ��/,%, �.,.. ;i i�/// ////r„�/�, I'M 40 c,U 0 '10 20 30 40 50 0 0 70, SO 90 '100 1101 120 110 146 1e0 tram 170 180 'I2G 200 210 220 2307 240 256 260 270 2200 290 300 r n -mar 4 . Distance in Feet 15 &.coda c'c cn t'e Rve-&r e -50 m I �60I'll "I I'll 11 11 11 0 10 20 30 40 50 60 y 80 90 100 110 120 IHI 196...150 160 170 1F;0 190 200 210 220 210 240 2�0 H;o 270 2,so 290 300 F",e Pl(, Distance in Feet ro 0 9 Pill 90 a ll 20 F— RO 1W VY wa D Jell ktr- 1 P,,;e PR -50 m I �60I'll "I I'll 11 11 11 0 10 20 30 40 50 60 y 80 90 100 110 120 IHI 196...150 160 170 1F;0 190 200 210 220 210 240 2�0 H;o 270 2,so 290 300 F",e Pl(, Distance in Feet ro 0 9 20 *Ro 0111-14.111a nx Name, 6 "04w !c CA ft avmg� 10 V amw toom Filse Bad - - - - - - LLpe -10 WMM61'55111 I c4WWA, 337✓44fl -20 30 -40 / .. . ri - i i a i/i ii � � /i /i ri �ia�,, iii ai 0 10 20 30 40 50 60 70 80 DD 100 110 120 130 140 150 160 170 100 190 20 210 220 230 240 250 260 270 200 230 300 mi.+.— li� 1;:..+ — 18-hXV2- ch Ppe Ne 0- 1 &A'"v cIc w tdzt average Note: Base reap prepared from drawing provided by USGS and the University of Washington, 2001. 0 Cascadia Subduction Zone - Interplate 0 Cascadia Subduction Zone - Intraplate 0 Crustal Faults Subduction zone earthquakes (1700) Maximum Magnitude 9.0 7.5 7.5 elb ttl a a Vt'o crustal 4" ,u., earthquakes j(.900A D, 187') Note: Base reap prepared from drawing provided by USGS and the University of Washington, 2001. 0 Cascadia Subduction Zone - Interplate 0 Cascadia Subduction Zone - Intraplate 0 Crustal Faults Subduction zone earthquakes (1700) Maximum Magnitude 9.0 7.5 7.5 Hart Crowser 17804-00 December 15. 2011 APPENDIX A FIELD EXPLORATION METHODS AND ANALYSIS This appendix documents the processes Hart [rovvyerused twdetermine the nature of the site soil. The discussion includes information on the following m The Use o(Hollow Stem Auger Borings; and Standard Penetration Test (SPT) Procedures. Explorations and Their Location The subsurface explorations for this project included six hollow -stern auger borings. The exploration logs within this appendix show our interpretation of the drilling, sampling, and testing data. |tindicates the depth where the soil changes. Note that the change may bogradual. |nthe field, vveclassified the samples taken hnnnthe exploration according \othe methods presented oil Figure A-1 Key to Exploration Logs. This figure also provides olegend explaining the symbols and abbreviations used inthe log. Location *fExplorations. Figure 2shows the locations ofthe explorations located by measuring from existing physical features. Elevations nhuvvn on the logs have been inherpm|atedkom topographic information presented on asite plan provided byZenovic&Associates, Inc. The method used determines the accuracy of the location and elevation of the exploration. The Use of Hollow -Stem Auger Borings Six hollow -stem auger borings, designated HC -1 \oH[-6iwere drilled onJuly 1O, and l9,2O11,tudepths ranging from 15to6Ofeet below ground surface. The borings used a 4 -1/4 -inch inside diameter hollow -stem auger and were advanced with atruck-mounieddrill rig subcontracted byHart [rowser. /\ geologist from Hart [rovvsercontinuously observed the drilling. Detailed field logs were prepared o(the borings. Using the Standard Penetration Test (6PT),vvcobtained samples at5-foot-depthintervals. The boring logs are presented on Figures A-2 to A-7 at the end of this appendix. Standard Penetration Test (SPT)Procedures This test ioanapproximate measure ofsoil density and consistency. Tobe useful, the results must be used with engineering judgment in conjunction with Hart Crowser Page A-1 other tests. The SPT (as described inASTM Dl586)was used hoobtain disturbed samples. This test employs astandard 2 -inch outside diameter split - spoon samp|er. Using m14Of/oundhammer,free-falling 30inches, the sampler isdriven into the soil for l8inches. The number ofblows required iodrive the sampler the last 12 inches only iathe Standard Penetration Resistance. This resistance, nrblow count, measures the relative density ofgranular soil and the consistency ofcohesive soil. The blow counts are plotted wnthe boring logs a\ their respective sample depths. Soil samples are recovered hnmthe split -barrel sampler, field classified, and placed into watertight jars. They are then taken 10Hart Cnnwser'slaboratory for further testing asdescribed inAppendix B. In the Event of Hard Driving Occasionally very dense materials preclude driving the total 18 -inch sample. When this happens, the penetration resistance is entered on logs as follows: Penetration less than 6inches. The log indicates the total number ofblows over the number of inches of penetration. Penetration greater than 6inches. The blow count noted onthe log isthe SLIM ofthe total number ufblows completed after the first 6inches ofpenetration. This surn is expressed over the number of inches driven that exceed the first 6 inches. The number ufblows needed iodrive the first 6inches are not reported. For example, a Nov/ count series of 12 blows for 6 inches, 30 blows for 6 inches, and 5O(the maximumnumber ufblows counted within a6 -inch increment for SPT) for 3 inches would be recorded as 80/9. Excavation of Test Pits Six test pits, designa|edTP'1 through TP{iwere excavated in Wes( End Park West, West End Park East areas of the site with a tractor -mounted backhoe Subcontracted byour firm. The sides ofthese excavated pits offer direct observation ofthe subXrudesoil. The test pits were located byand excavated under the direction of an engineering geo|o&ist6om Hart [rnvvser. The Hart [rovveerrepresentative observed the soil exposed in the test pits and reported the findings onafield log. Representative samples ofsoil types were taken for testing at Hart[rovvse/s laboratory. Groundwater levels orseepage were not observed during excavation. The relative density/consistency ofthe soil (as presented parenthetically on the test pit logs to indicate their having been estimated) isbased onvisual observation only audisturbed soil cannot 6e measured for in-place density in the laboratory. Hartcrowser Page A-2 The test pit logs are presented on Figures A-8 through A-10. L:\Jobs\1780400\WTIP Repo rt\Fi nal\Fin A Vv'TIP Report.doc Hart Crowser Page A-3 17804-00 December 15, 2011 Sample Description Classification of soils in this report is based on visual field and laboratory observations which include density/consistency, moisture condition, grain size, and plasticity estimates and should not be construed to imply field nor laboratory testing unless presented herein. Visual -manual classification methods of ASTM D 2488 were used as an identification guide. Soil descriptions consist of the following: Density/consistency, moisture, color, minor constituents, MAJOR CONSTITUENT, additional remarks. Dens ity/Consistency SYMBOLS TYPICAL Soil density/consistency in borings is related primarily to the Standard Penetration Resistance. Soil density/consistency in test pits and probes is estimated based on visual observation and is presented parenthetically on the los. Standard SAND GRAVEL SILT CLAY Standard Approximate or Penetration or Penetration Shear Strength Density Resistance (N) Consistency Resistance (N) in TSF in Blows/Foot in Blows/Foot Very loose 0 to 4 Very soft 0 to 2 <0.125 Loose 4 toll) Soft 2 to 4 0.125 to 0.25 Medium dense 10 to30 Medium stiff 4 to 8 0.25 to 0.5 Dense 30 to 50 stiff 8 to 15 0.5 to 1,0 Very dense >50 Very stiff 15 to 30 1.0 to 2.0 Hard >30 >2.0 Sampling Test Symbols 1.5" I.D. Split Spoon 0 Grab (jar) Lj 3.0" I.D. Split Spoon Shelby Tube (Pushed) Z Bag Cuttings H Core Run SOIL CLASSIFICATION CHART NOTE DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS Moisture Dry Little perceptible moisture Damp Some perceptible moisture, likely below optimum Moist Likely near optimum moisture content Wet Much perceptible moisture, likely above optimum Minor Constituents Estimated Percentage Trace <5 Slightly (clayey, silty, etc.) 5 - 12 Clayey, silty, sandy, gravelly 12 30 Very (clayey, silty, etc.) 30 50 Laboratory Test Symbols GS Grain Size Classification CN Consolidation UU Unconsolidated Undrained Triaxial CU Consolidated Undrained Triaxial CD Consolidated Drained Triaxial QU Unconfined Compression DS Direct Shear K Permeability PIP Pocket Penetrometer Approximate Compressive Strength in TSF TV Torvane Approximate Shear Strength in TSF CBR California Bearing Ratio MD Moisture Density Relationship AL Atterberg Limits •i Water Content in Percent Liquid Limit Natural Plastic Limit PID Photoionization Detector Reading CA Chemical Analysis DT In Situ Density in PCF OT Tests by Others Groundwater Indicators V Groundwater Level on Date or (ATD) At Time of Drilling Groundwater Seepage (Test Pits) Sample Key Sample TypeS --- ample Recovery 12 S-1 (231 X 50 31, Sample J Blows per Number 6 inches �H HM.TCROWSD- ? 17804-00 7/11 Figure A-1 SYMBOLS TYPICAL MAJOR DIVISIONS GRAPH LETTER DESCRIPTIONS CLEAN 01M Jim GW WELL -GRADED GRAVELS, GRAVEL SAND MIXTURES, LITTLE OR NO GRAVEL GRAVELS a & FINES AND I— GRAVELLY SOILS (LITTLE OR NO FINES) GP POORLY -GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES COARSE GRAINED GRAVELS WITHS�LLTY GRAVELS, GRAVEL - -11. - SOILS MORE THAN 50% OF COARSE FINES GM MIXTURES FRACTION G CLAYEY GRAVELS, GRAVEL - SAND RETAINED ON NO.4 SIEVE (APPRECIABLE AMOUNT OF FINES) -CLAY MIXTURES CLEAN SANDS SW WELL -GRADED SANDS, GRAVELLY MORE THAN 50% SAND SANDS, LITTLE OR NO FINES OF MATERIAL IS AND LARGER THAN SANDY NO, 200 SIEVE SIZE SOILS (LITTLE OR NO FINES) Sp POORLY -GRADED SANDS, GRAVELLY SAND, LITTLE OR NO FINES SANDS WITH :j SM SILTY SANDS, SAND - SILT MORE THAN BEN, FINES MIXTURES OF COARSE FRACTION 00 CLAYEY SANDS, SAND - CLAY PASSING ON NO. 4 SIEVE PPRECIABLESC AMOUNT OF FINES) 1 MIXTURES I INORGANIC SILTS AND VERY FINE ML A IN S DS, ROCK FLOUR, SILTY OR CLAYEY FINE SA14DS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO SILTS FINE LIQUID T AND LIMIT 1 CL MEDIUM PLASTICITY, GRAVELLY GRA NED LESST�IA 50 CLAYS CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS SOILS OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MORE THAN SO% INORGANIC SILTS,MICACEOUS OR OF MATERIAL IS MH DIATOMACEOUS F1 NE SAND OR SMALLER THAN SILTY SOILS NO 200 SIEVE SIZE SILTS r AND LIQUID LIMITvzz CH INORGANIC CLAYS OF HIGH GREATER THAN 50 CLAYS PLASTICITY OH ORGANICYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS)A I TH : 'I' HIGH ORGANIC CONTENTS NOTE DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS Moisture Dry Little perceptible moisture Damp Some perceptible moisture, likely below optimum Moist Likely near optimum moisture content Wet Much perceptible moisture, likely above optimum Minor Constituents Estimated Percentage Trace <5 Slightly (clayey, silty, etc.) 5 - 12 Clayey, silty, sandy, gravelly 12 30 Very (clayey, silty, etc.) 30 50 Laboratory Test Symbols GS Grain Size Classification CN Consolidation UU Unconsolidated Undrained Triaxial CU Consolidated Undrained Triaxial CD Consolidated Drained Triaxial QU Unconfined Compression DS Direct Shear K Permeability PIP Pocket Penetrometer Approximate Compressive Strength in TSF TV Torvane Approximate Shear Strength in TSF CBR California Bearing Ratio MD Moisture Density Relationship AL Atterberg Limits •i Water Content in Percent Liquid Limit Natural Plastic Limit PID Photoionization Detector Reading CA Chemical Analysis DT In Situ Density in PCF OT Tests by Others Groundwater Indicators V Groundwater Level on Date or (ATD) At Time of Drilling Groundwater Seepage (Test Pits) Sample Key Sample TypeS --- ample Recovery 12 S-1 (231 X 50 31, Sample J Blows per Number 6 inches �H HM.TCROWSD- ? 17804-00 7/11 Figure A-1 Location: See Figure 2. Approximate Ground Surface Elevation: 16 Feet Horizontal Datum: NAD83, Washington State Plane, North Vertical Datum: MLLW USCS Graphic Depth Class Log Soil Descriptions in Feet SP 20 Dense to medium dense, damp to moist, 0 50+ brown, silty, gravelly SAND with scattered wood fragments. (FILL) "Slight creosote -like odor. —5 `*,Rock in sampler. —10 "`Scattered shell and wood fragments. ATD —15 SM — — — — — — — — — — — — — Loose, moist o wet, light gray and dark gray, silty to very silty, fine SAND with scattered t20 shell fragments. 25 Drill Equipment: Hollow Stem Auger Hammer Type: SPT Hole Diameter: 6 inches Logged By: J. Overton Reviewed By: P. Cordell STANDARD LAB PENETRATION RESISTANCE TESTS Sample A Blows per Foot M11,10 M111 EI - 1A2 S-5 4 3 112 S-6 3 3 0 10 20 30 40 50+ • MA GS GS •-MA �GS 0 20 40 60 80 100+ • Water Content in Percent ow as 1. Refer to Figure A-1 for explanation of descriptions and symbols. H). U? TCR 0 WSM ? 2. Soil descriptions and stratum lines are interpretive and actual changes may be gradual. 3. USCS designations are based on visual manual classification (ASTM D 2488) unless otherwise 17804-00 7/11 supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling (ATD) or for date specified. Level may vary Figure A-2 112 with time. I MEMIM Location: See Figure 2. Approximate Ground Surface Elevation: 16 Feet Horizontal Daturn: NAD83, Washington State Plane, North Vertical Datum: MLLW USCS Graphic Depth Class Log Soil Descriptions in Feet SM Loose, moist to wet, light gray and dark gray, 35 silty to very silty, fine SAND with scattered shell fragments. (cont'd) Scattered shell fragments. ML Medium -dense To—stiff, -wet, gray, very sandy SILT with trace gravel and scattered shell fragments. (Rock in sampler tip.) -§15- —.7 Medium —dense —to—very —dense, —wet, —gray, —very — gravelly, fine to coarse SAND with scattered shell fragments. "Becomes dense. `Becomes very dense. -— — - — — - - — — — — — — — — — — ML Stiff, moist, gray gla. 00 Bottom of Boring at E Started 07/18/11. Completed 07/18/11. 70 Drill Equipment: Hollow Stem Auger Hammer Type: SPT Hole Diameter: 6 inches Logged By: J. Overton Reviewed By: P. Cordell STANDARD LAB PENETRATION RESISTANCE TESTS Sample ® Blows per Foot 0 10 20 30 40 50+ 3 S-7 �' 4 —14 S-8 7 X 9 S-9 9 • 16 4 S-10 19 • X 26 20 S-11 35 • 43 MIA Water Content in Percent MIM as 1. Refer to Figure A-1 for explanation of descriptions and symbols. HA. MR 0 WS ME 2. Soil descriptions and stratum lines are interpretive and actual changes may be gradual. 3. USCS designations are based on visual manual classification (ASTM D 2488) unless otherwise 17804-00 7/11 supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling (ATD) or for date specified. Level may vary Figure A-2 2/2 with time. 0 0 0 Location: See Figure 2. Approximate Ground Surface Elevation: 16 Feet Horizontal Daturn: NAD83, Washington State Plane, North Vertical Datum: MLL.W USCS Graphic Depth Class Log Soil Descriptions in Feet SP Medium dense, damp, brown, gravelly, fine 0 to medium SAND with trace silt, (FILL) ---10 SP Loose, wet, gray to dark gray, slightly silty, V gravelly, fine SAND with scattered shell fragments. (FILL) AM SM- Loose, we 't, dark gray, - 'silty I o very silty, f it ie SAND with scattered shell fragments. Slight petroleum -like odor. 'Trace gravel to approximately 40 feet. Drill ECUiprnent: Hollow Stem Auger Hammer Type: SPT Hole Diameter: 6 inches Logged By: J. Overton Reviewed By: P. Cordell STANDARD LAB PENETRATION RESISTANCE TESTS 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Soil descriptions and stratum lines are interpretive and actual changes may be gradual, 3. USCS designations are based on visual manual classification (ASTM D 2488) unless otherwise Supported by laboratory testing (ASTM D 2487). 4, Groundwater level, if indicated, is at time of drilling (ATD) or for date specified. Level may vary with time. Sample A Blows per Foot S-1 V19 [A 26, S-2 10 27 S-3 S .4 2 3 S-5 4 113 4 6 1 4 • Water Content in Percent HMM"OWSM? 17804-00 7/11 Figure A-3 112 M Location: See Figure 2. Approximate Ground Surface Elevation: 16 Feet Horizontal Datum: NAD83, Washington State Plane, North Vertical Datum: IVILLW USCS Graphic Depth Class Log Soil Descriptions in Feet SM Loose, wet, dark gray, silty to very silty, fine 35 SAND with scattered shell fragments, (cont'd) - - — -- —'-- —'- ''-'-d" -,--"' il''SmMedium dese, verynoist,ark 9ray, sly, fine SAND with shell fragments. —.40 "Slightly gravelly. ---- -- - ---- — Sm Dense to very dense, damp to moist, gray, gravelly, silty to very silty SAND. Started 07/18/11, Completed 07/18/11, 50 70 Drill Equipment: Hollow Stern Auger Hammer Type: SPT Hole Diameter: 6 inches Logged By: J. Overton Reviewed By: P. Cordell STANDARD LAB PENETRATION RESISTANCE TESTS Sample A Bfows per Foot 4 0 10 20 30 40 50+ S-7 5.. S_8 J6 16 15 1. Refer to Figure A-1 for explanation of descriptions and symbols, 2. Soil descriptions and stratum lines are interpretive and actual changes may be gradual. 3. USCS designations are based on visual manual classification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487), 4. Groundwater level, if indicated, is at time of drilling (ATD) or for date specified. Level may vary with time, • Water Content in Percent MW . . . ..... . .... . .......... ..... .. . .... .... HNUCROMMUR 17804-00 7/11 Figure A-3 212 GS .......... . ...... ..... . . . ---------- ....... ... ........ ..... .... _..80___1o0+ — - ----------- - • Water Content in Percent MW . . . ..... . .... . .......... ..... .. . .... .... HNUCROMMUR 17804-00 7/11 Figure A-3 212 Location: See Figure 2. Approximate Ground Surface Elevation: 15.5 Feet Horizontal Datum: NAD83, Washington State Plane, North Vertical Datum: MLLW USCS Graphic Depth Class Log Soil Descriptions in Feet ML I I I I I Soft, moist, gray, clayey SILT. (FILL) 10 "Petroleum -like odor. GP Inferred GRAVEL zone based on drill action (FILL) a Q "No recovery. Likely driving sampler on rock. 10 0 O Q _ _ o Coo _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ SM Loos6-to medium dense, verymoist to wet, Q dark gray, gravelly, silty, fine to medium SAND with scattered shell fragments. ATD 15 SM Loose, wet, gray, silty to very silty, Tine SAND a with scattered shell fragments. Drill Equipment: Hollow Stem Auger Hammer Type: SPT Hole Diameter: 6 inches Logged By: J. Overton Reviewed By: P. Cordell STANDARD LAB PENETRATION RESISTANCE TESTS Sample a Blows per Foot S-1 S-2 S-3 S-4 6�7 S-6 0 10 20 30 40 50+ 2 2 50/51, 8 5 2 6 6 5 5 5 0 4 4 4 e . 5 0 20 40 60 80 100+ • Water Content in Percent Mill as 1. Refer to Figure A-1 for explanation of descriptions and symbols. HA " �ROS? 2. Soil descriptions and stratum lines are interpretive and actual changes may be gradual. 17804-00 7/11 3. USCS designations are based on visual manual classification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). Figure A-4 1/2 4. Groundwater level, if indicated, is at time of drilling (ATD) or for date specified. Level may vary g with time. Location: See Figure 2. Approximate Ground Surface Elevation: 15.5 Feet Horizontal Datum: NAD83, Washington State Plane, North Vertical Datum: MLLW USCS Graphic Depth Class Log Soil Descriptions in Feet SMLoose, wet, gray, silty to very silty, fine SAND 35 [[j] with scattered shell fragments. (cont'd) F SMVery dense, moist, gray, gravelly, silty to very silty, fine SAND with scattered shell fragments. SP Very dense, moist, gray, silty, gravelly to very gravelly SAND. ``Slight petroleum -like odor. `Rock in sampler tip. No recovery. Bottom of Boring at 61.5 Started 07/18/11. Completed 07/18/11. Drill Equipment: Hollow Stem Auger Hammer Type: SPT Hole Diameter: 6 inches Logged By: J. Overton Reviewed By: P. Cordell STANDARD LAB PENETRATION RESISTANCE TESTS Sample w Blows per Foot m S-7 I X 1 S-8 S-9 5-10 S-12 0 10 20 30 40 5U+ 3 3 3 50/5" 27 50/6" 50/6" 50/6" 4 15 39 • . MA GS • ' ♦ 0 2n 40 60 80 100+ • Water Content in Percent f • ■ 1. Refer to Figure A-1 for explanation of descriptions and symbols. MU M M ? 2. Soil descriptions and stratum lines are interpretive and actual changes may be gradual. 17804-00 7/11 3. USCS designations are based on visual manual classification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling (ATD) or for date specified. Level may vary Figure A-4 2/2 with time. I _J_ =1 0 Mo /' OM, Location: See Figure 2. Approximate Ground Surface Elevation: 15.5 Feet Horizontal Datum: NAD83, Washington State Plane, North Vertical Datum: MLLW USCS Graphic Class Log Soil Descriptions SID 6 -inch Concrete panel over medium dense, GP damp to moist, gray, very gravelly SAND to very sandy GRAVEL. (FILL) "Petroleum -like odor. "Slight petroleum -like odor. SM _Veiy loose loose, w _ F 6_t, dark gray, stlty, fine— SAND. "I\Petroleum-like odor. Bottom of Boring at 1 Started 07/19/11. Completed 07/19/11. Depth in Feet V o ATD 5 Drill Equipment: Hollow Stem Auger Hammer Type: SPT Hole Diameter: 6 inches Logged By: J. Overton Reviewed By: P. Cordell S-1 S-2 S-3 S-4 STANDARD LAB PENETRATION RESISTANCE TESTS Sample A Blows per Foot 0 10 20 30 40 50+ 7 Is 24 14 16 1 2 2 1 3 0 Water Content in Percent MMff Has Ifim"OWSM ? 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Soil descriptions and stratum lines are interpretive and actual changes may be gradual. 17804-00 7/11 3. USCS designations are based on visual manual classification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). Figure A-5 4. Groundwater level, if indicated, is at time of drilling (ATD) or for date specified. Level may vary with time. O 0 0 Z Ll� M M�� Location: See Figure 2. Approximate Ground Surface Elevation: 16 Feet Horizontal Datum: NAD83, Washington State Plane, North Vertical Datum: MLLW USCS Graphic Depth Class Log Soil Descriptions in Feet SP 20 Dense to very dense, moist, brown to gray, 0 50+ very gravelly, fine to medium SAND with trace silt. (FILL) "Petroleum -like odor. —5 ",Gray SAND with trace gravel. — 10 9M_ 7 Loose, very very moist_,dark gray, _silty, `fine SAND with scattered shell fragments. —15 ATD -9M Loose, very moisf,_6ar_kgray, silty too very silty, fine SAND with scattered shell fragments. Drill Equipment: Hollow Stem Auger Hammer Type: SPT Hole Diameter: 6 inches Logged By: J. Overton Reviewed By: P. Cordell STANDARD LAB PENETRATION RESISTANCE TESTS Sample A Blows per Foot S_1 [A23 36 29 JA 25 S-235 20 E1 MAN ED M 3 S-6 3 2 0 10 20 30 40 50+ MA GS GS 0 20 40 60 80 100+ 0 Water Content in Percent MW XM 1. Refer to Figure A-1 for explanation of descriptions and symbols. HA. ffr0WWS0-? 2. Soil descriptions and stratum lines are interpretive and actual changes may be gradual. 3. USCS designations are based on visual manual classification (ASTM D 2488) unless otherwise 17804-00 7/11 supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling (ATD) or for date specified. Level may vary Figure A-6 112 with time. Location: See Figure 2. Approximate Ground Surface Elevation: 16 Feet Horizontal Datum: NAD83, Washington State Plane, North Vertical Datum: MLLW USCS Graphic Depth Class Log Soil Descriptions in Feet Drill Equipment: Hollow Stem Auger Hammer Type: SPT Hole Diameter: 6 inches Logged By: J. Overton Reviewed By: P. Cordell S-7 STANDARD LAB PENETRATION RESISTANCE TESTS Sample A Blows per Foot 0 Water Content in Percent MIM AN 1. Refer to Figure A-1 for explanation of descriptions and symbols. HARTOMMER 2. Soil descriptions and stratum lines are interpretive and actual changes may be gradual. 3. USCS designations are based on visual manual classification (ASTM D 2488) unless otherwise 17804-00 7/11 supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling (ATD) or for date specified. Level may vary Figure A-6 212 with time. I EUMPIMP �L Location: See Figure 2. Approximate Ground Surface Elevation: 16 Feet Horizontal Datum: NAD83, Washington State Plane, North Vertical Datum: MLLW USCS Graphic Class Log Soil Descriptions SID 7 inches of Asphalt over dense to medium dense, damp, gray, gravelly to very gravelly, silty, fine to medium SAND. (FILL) `-Becomes very gravelly. ``Strong petroleum -like odor. SM Loose, wet, dark gray, silty, fine SAND with — — — — — scattered shell fragments. Started 07/19/11. Completed 07/19/11. Depth in Feet V 0 ATD is 35 Drill Equipment: Hollow Stem Auger Hammer Type: SPT Hole Diameter: 6 inches Logged By: J. Overton Reviewed By: P. Cordell STANDARD LAB PENETRATION RESISTANCE TESTS Sample A Blows per Foot 0 10 20 30 40 50+ 1 3 S-1 18 8 GS MA • Water Content in Percent MR as 1. Refer to Figure A-1 for explanation of descriptions and symbols. HA. RKWOWSER 2. Soil descriptions and stratum lines are interpretive and actual changes may be gradual. 3. USCS designations are based on visual manual classification (ASTM D 2488) unless otherwise 17804-00 7/11 supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling (ATD) or for date specified. Level may vary Figure A-7 with time. 7 S-2 X 15 0 12 24 S-3 22 • 15 4 S-4 2 2 GS MA • Water Content in Percent MR as 1. Refer to Figure A-1 for explanation of descriptions and symbols. HA. RKWOWSER 2. Soil descriptions and stratum lines are interpretive and actual changes may be gradual. 3. USCS designations are based on visual manual classification (ASTM D 2488) unless otherwise 17804-00 7/11 supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling (ATD) or for date specified. Level may vary Figure A-7 with time. Location: Horizontal Datum: Approximate Ground Surface Elevation: Feet Vertical Datum: Logged By: J. Overton Reviewed By: P. Cordell USCS Graphic Depth Water Content Class Log Soil Descriptions in Feet Sample in Percent PID 0 SM (Dense), damp, brown, silty SAND with gravelly, silty SAND. (FILL) — — — — X — — — — — — — — — — — — — — — — — — — — — — -- : SP (Medium dense), moist, gray, gravelly SAND with occasional shelf fragments and wood debris. (FILL) —5 —10 Started 07/01/11. Completed 07/01/11. Relative density estimated based on field observations. Test lest Pit Log TP -2 Location: Approximate Ground Surface Elevation: Feet Logged By: J. Overton Reviewed By: P. Cordell USCS Graphic Class Log Soil Descriptions SM (Dense), damp, brown, gravelly, silty SAND. (FILL) 11 'f ------------------------- _§F5_ Medium dense to dense, moist, gray, very gravelly SAND with scattered shell fragments. (FILL) cs 0 '`Large gravels and cobbles present. o Bottom of Test Pit at 10.0 Feet. Started 07/01/11. a. Completed 07/01/11. Uj Uj Z Relative density estimated based on field observations. 5 Horizontal Datum: Vertical Datum: Depth in Feet Sample 5 S-1 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Soil descriptions and stratum lines are interpretive and actual changes may be gradual. 3. USCS designations are based on visual manual classification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater conditions, if indicated, are at time of excavation. Conditions may vary with time. Water Content in Percent F4j W MUMROMM? 17804-00 7/11 Figure A-8 LAB TESTS -No LAB TESTS Location: Approximate Ground Surface Elevation: Feet Logged By: J. Overton Reviewed By: P. Cordell USCS Class GraphicLog Soil Descriptions in Horizontal Datum: Vertical Datum: th Feet Sample 0 Location: SM Approximate Ground Surface Elevation: Feet (Dense), damp, brown, gravelly, silty SAND. (FILL) SP (Medium dense), moist, dark gray, tine to mediumSAND, Depth Class Log Soil Descriptions in Feet Sample SM (Medium dense), damp, gray, silty SAND with little gravel. trace gravel, with wood debris. iFILLI . ————————————————— — — — — — SP Medium dense, moist, gray, slightly gravelly to gravelly, fine gM -' to medium SAND. ¢ILLJ _ 5 N Medium stiff, moist, gray, slightly gravelly, silty SAND with ML scattered wood debris and occasional shells. (FILL) Soft to medium stiff, moist, gray, sandy SILT with scattered S-1 S-2 a``Grades to silty sand, trace gravel. 5 organic material. (Native) i = S-3 10 Bottom of Test Pit at 10.0 Feet. Started 07/01/11. a 0 trace silt. Completed 07/01 /11. 0. Started 07/01/11. Relative density estimated based on field observations. F Completed 07/01/11. 15 z Z Test Pit Log TP - Location: Horizontal Datum: Approximate Ground Surface Elevation: Feet Vertical Datum: Logged By: J. Overton Reviewed By: P. Cordell USCS Graphic Depth Class Log Soil Descriptions in Feet Sample SM (Medium dense), damp, gray, silty SAND with little gravel. iFILLI . ————————————————— — — — — — SP Medium dense, moist, gray, slightly gravelly to gravelly, fine gM -' to medium SAND. ¢ILLJ _ N Medium stiff, moist, gray, slightly gravelly, silty SAND with scattered wood debris and occasional shells. (FILL) S-2 a``Grades to silty sand, trace gravel. 5 i = S-3 CL o Increase in shell fragments below 8 feet. 0 SP (Medium dense), damp to miost, gray, gravelly SAND, 10 S-4 a 0 trace silt. Bottom of Test Pit at 10.0 Feet. 0. Started 07/01/11. F Completed 07/01/11. z Z Relative density estimated based on field observations. 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Soil descriptions and stratum lines are interpretive and actual changes may be gradual. 3. USCS designations are based on visual manual classification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater conditions, if indicated, are at time of excavation. Conditions may vary with time. Water Content in Percent PID Water Content in Percent PID I7/.\I1 iV Yl 17804-00 7/11 Figure A-9 LAB TESTS -AL LAB TESTS Location: Horizontal Datum: Approximate Ground Surface Elevation: Feet Vertical Datum: Logged By: J. Overton Reviewed By: P. Cordell USCS Graphic Depth Water Content Class Log Soil Descriptions in Feet Sample in Percent PID SP (Dense), damp, gray, slightly silty, gravelly SAND. (FILL) JMC- I j I'l— Soft to mediumstiff, moi@t, —gray, -fine -sandy SILT. —(F-1LQ— creased moisture with depth. Started 07/01/11. Completed 07/01/11. Relative density estimated based on field observations. Test Pit Log TP -6 Location: Approximate Ground Surface Elevation: Feet Logged By: J. Overton Reviewed By: P. Cordell USCS Graphic Class Log Soil Descriptions SP (Medium dense), damp, brown, slightly silty, gravelly SAND. (FILL) ;:--gF5--"'�"':'—(Medium -dense ;t6cferFs'6), moist, gray,metoriie7dium SAND with little gravel, trace to little silt. Increased moisture with depth. �`Slow seep with minor sloughing. Bottom of Test Pit at 8.5 Feet. t- Started 07/01/11. Completed 07/01/11. Ui Relative density estimated based on field observations. Z S-1 0 15 Horizontal Datum: Vertical Datum: Depth in Feet Sample 0 15 Water Content in Percent PID HA. 91 I= WS ME 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Soil descriptions and stratum lines are interpretive and actual changes may be gradual. 17804-00 7/11 3. USCS designations are based on visual manual classification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). Figure A-10 4. Groundwater conditions, if indicated, are at time of excavation. Conditions may vary with time. LAB TESTS LAB TESTS �' 1 RR t �R 1 ilY • R �F IW ►r 4 , Hart Crowser 17804-00 December 15, 2011 /\ laboratory testing pnoAmmwas pedbnnedfor this study hoevaluate the basic index and geotechnical engineering properties ofthe site soil. Disturbed split - spoon samp|esvvmneueedfortoshng. The tests performed and the procedures followed are outlined below. Soil Classification Field Observation and Laboratory Analysis. Soil smnnolesfnxnthe explorations were visually classified in the field and then taken to our laboratory where the classifications were verified in a relatively controlled laboratory environment. Field and laboratory observations include density/conuisiencKmoisture condition, and Drain size and plasticity estimates. The classifications ofselected samples were checked by laboratory tests such as grain size analysis. Classifications were made ingeneral accordance with the Unified Soil Classification (USC) 6yyienn, ASTM D 2487, as presented on Figure B-1. Water Content Determinations Water contents were determined for representative samples recovered in the explorations ingeneral accordance with ASTM o22l6,ussoon aspossible following their arrival in our laboratory. Water contents were not determined for very small samples orsamples where large gravel contents would result in values considered unrepresentative. The results of these tests are plotted at the respective sample depth on the exploration logs. In addition, water contents are routinely determined for samples subjected to other testing. These are also presented on the exploration logs. Six samples were eu6iected to a modified grain size classification known as a 200'wauh. The samples were washed through the No. 200 mesh sieve to determine the relative percentages of coarse- and fine-grained material in the samples. The tests were performed in general accordance with ASTM [} 1140. The results of these tests are plotted at the respective sample depth on the exploration logs. That point represents the percentage of the sample finer than the No. 200 sieve. martcmwser Page B-1 Grain Size Analysis (GS) Grain size distribution was analyzed onrepresentative samples ingeneral accordance with ASTM U 422. Wet sieve analysis was used to determine the size distribution greater than the US No. 200 mesh sieve. The size distribution for particles smaller than the No. 2O0mesh sieve was determined bythe hydrometer method for a selected numbmrofsamples. The results of the tests are presented as curves on Figure O-2 and 8-3, plotting percent filler byweight versus grain size. Atterberg Limits (AL) VVedetermined AKudzerAlimits for one fine-grained soil uamp|efrom one ofthe test pits. The liquid limit and plastic limit were determined ingeneral accordance with ASTM D491884. The results ofthe AUedberglimits analyses and the plasticity characteristics are xummarized in the Liquid and Plastic Lit -nits Teat Report, Figure B-4. This relates the plasticity index (liquid limit minus the plastic limit) to the liquid lit -nit. The results of the AUmrbeq| limits tests are shown graphically onthe pest pit log. eJ"bs\ roo*nuywnpnevo*\nnaKnnalWnrne»vndoc Hartorowser Page B-2 Unified Soil Classification (USC) System Soil Grain Size Size of Opening In Inches Number of Mesh per Inch Grain Size in Millimetres �� 8 � ��s Grain Size mMillimetres COBBLES GRAVEL SAND SILT and CLAY Coarse -Grained Soils Fine -Grained So I I s Coarse -Grained Soils GRAVEL with >12% fi__7 Clean SAND <5% fines Clean GRAVEL <5% fines nes SAND with >12 GRAVEL >50% coarse fraction larger than No. 4 SAND >50% coarse fraction smaller than No. 4 Coarse -Grained Soils >50% larger than No. 200 sieve >4for Gw 8 vvend 8 vv�� & 1� ^3 G pend � P C|men Gn/�ELorSxmO nm meeting \o`v/�0 forSVV \D`oxo-J — requirements for GVVand GvV GmmndGm Aoo,borglimits below Aline with p|<4 GCand8C xuarbarglimits above ALine with P|>7 Coarse-grained soils with percentage of fines between 5 and 12 are considered borderline cases requiring use of dual symbols. o,o.o»v.endDooarethapoNn|asd|mmote,ofwhich1O.3V.ondO0percant.mupact|vo|y,ufthosni|we|gmarennor. Fine -Grained Soils SILT CLAY Organic SILT CLAY Highly Organic Soils with Liquid Limit <50% Soils with Liquid Limit >50% Soils OO 50 40 30 ~ 20 10 o Fine -Grained Soils `nomsmaller than No. mmsieve SRF Grain Size fB-1).cdr 3/06 20 30 40 50 00 70 80 90 Liquid Limit we AM HA. UOZOWS M- 17804-00 3;1 Particle Size Distribution Test Report 100 90 80 70 tY W 60 Z Z 50 W U tY 0- 40 30 20 10 0 100 10 1 0.1 0.01 0.0 GRAIN SIZE - mm /6 COBBLE % GRAVEL % SAND % SILT % CLAY A 0.0 0.0 68.8 31.1 ■ 0.0 1.7 49.2 47.4 • 0.0 1 5.$ 1 40.4 1 52.8 LL PI D85 D60 D50 D30 D15 D10 Cc Cu • 0.146 0.107 0.095 ■ 0.139 0.092 0.078 • 0.829 0.118 MATERIAL DESCRIPTION USCS NAT. MOIST. 0 Very silty SAND SM 29.7% ■ Very silty SAND SM 28.3% N • Very sandy SILT ML 12.6% Remarks: Project: Port Angeles waterfront 0 U Client: ® • Source: HC -1 Sample No.: S-5 Depth: 25.0 to 26.5 ■ Source: HC -1 Sample No.: S-6 Depth: 30.0 to 31.5 o • Source: HC -2 Sample No.: S-10 Depth: 50.0 to 51.5 0 A A 17804-00 7/11 Hd ROWSER Figure B-2 Particle Size Distribution Test Report 100 90 80 70 W 60 z z 50 W (J w 40 30 20 10 0 100 10 1 0.1 0.01 0.00 GRAIN SIZE - mm /o COBBLE % GRAVEL % SAND % SILT %CLAY • 0.0 23.5 54.0 3.9 ■ 0.0 0.3 66.3 31.0 • 0.0 30.6 130.8 1 20.2 LL PI D65 D60 D50 D30 D15 D10 cc C', 5.191 3.224 1.1 0.387 0.284 0.82 18.31 10, 0.223 0.145 0.116 9.576 4.229 0.319 MATERIAL DESCRIPTION USCS NAT. MOIST. • Gravelly SAND SP 9.9% ■ Very silty SAND SM 27.0% Silty, gravelly SAND to sandy GRAVEL GP -SP 3.0% Remarks: Project: Port Angeles Waterfront • Client: ■ • Source: HC -3 Sample No.: 5-10 Depth: 50.0 to 51.5 ■ Source: HC -5 Sample No.: S-5 Depth: 25.0 to 26.5 • Source: HC -6 Sample No.: S-2 Depth: 5.0 to 6.5 A AW 17804-00 7/11 MMMROWSER Figure B-3 Liquid and Piastic Limits Test Report 60 Dashed line indicates the approximate upper limit boundary for natural soils 50 - X\ 04. 0 Z. d, 1X\ 40 - X w �30- U) e%\- 20 - 0 10- 7--- rm T L - 070 P L o 0 L MH or OH -�MC V I 1 0 10 30 50 1 1 1 1 1 —J 70 90 110 LIQUID LIMIT Location + Description LL PL P1 -200 USCS 0 Source: TP -3 Sample No.: S- I Depth: 7 57 57 NP MH SILT Remarks: Project: Port Angeles Waterfront Client: Location: 17804-00 7/11 . M HA ROWSE-R Figure B- 4 M T AIM Owner City of Port Angeles 321 E. 5th St. Port Angeles, WA 98362 For Port Angeles WDP Phase I Prepared For Southwest Regional Office 300 Desmond Drive Lacey, WA 98503 360-407-6300 Developer City of Port Angeles 321 E. 5th St. Port Angeles, WA 98362 Project Site Location Port Angeles, WA Operator/Contractor Certified Erosion and Sediment Control Lead Kurt Lawler 360-417-0501 SWPPP Prepared By Zenovic & Associates, Inc. 301 E. 6th St. Suite I Port Angeles, WA 98363 360-417-0501 KAL, Design Engineer SWPPP Preparation Date 9/9/2011 Approximate Project Construction Dates 5/1/2012 8/31/2012 1.0 Introduction ....................... 2.0 Site Description........................................................................... 3 ................................... 2.1 Existing Conditions ..................... 3 2.2 Proposed Construction Activities...................................................... 3.0 Construction Stormwater BMPs ....................... 5 3.1 The 12 BMP Elements ................................ 5 3.1.1 Element #1 — Mark Clearing Limits................................................................ 5 3.1.2 Element #2 — Establish Construction Access .................................................. 5 3.1.3 Element #3 — Control Flow Rates ................................... .......................... 6 3.1.4 Element #4 — Install Sediment Controls ................. .............. 6 3.1.5 Element #5 Stabilize Soils..........................................................7 3.1.6 Element #6 — Protect Slopes........................................................................ 8 3,1,7 Element #7 Protect Drain Inlets ..................................................... ... . 8 3.1.8 Element #8 — Stabilize Channels and Outlets ................................................. 8 3.1.9 Element #9 w- Control Pollutants..................................................................... 9 3.1.10 Element #10 — Control Dewatering............................................................... 10 3.1.11 Element #11 -- Maintain BMPs................................................... 11 3.1.12 Element #12 — Manage the Project—.—, ....... ............... 3.2 Site Specific BMPs...................................... 14 4.0 Construction Phasing and BMP Implementation ..................................... . 15 5.0 Pollution Prevention Team ............................. 5.1 Roles and Responsibilities............................................................................... .... 17 5.2 Team Members............................................................................................................... 18 6.0 Site Inspections and Monitoring.......................................................................... .................. 19 6.1 Site Inspection......................................................... ........ 19 6.1.1 Site Inspection Frequency ................................................... .,... 1. 19 6.1.2 Site Inspection Documentation.......................................................20 6.2 Stormwater Quality Monitoring.................................................................................... 20 6,2.1 Turbidity Sampling....................................................................................... 20 7.0 Reporting and Recordkeeping......................................... ............ 7.1 Recordkeeping............................... .............................................................................. .23 7.1.1 Site Log Book........................................................................... . 7.1.2 Records Retention...................................................................... .............. 23 7.1.3 Access to Plans and Records......................................................... ..... 23 7.1.4 Updating the SWPPP................................................................ 7.2 Reporting...................................................................... ....................23 7.2.1 Discharge Monitoring Reports ................................................... fr 7.2.2 Notification of Noncompliance .................................... ...................... ......... 24 AppendixA — Site Plan .......................................................................................................... 25 Appendix B — Construction BMPs ........................................................................................ 26 Appendix C — Alternative BMPs ........................................................................................... 27 Appendix D — General Permit ........ ....................................................................................... 29 Appendix E — Site Inspection Forms (and Site Log) ............................................................. 30 Appendix A Site plans ® Vicinity map (with all discharge points) ■ Site plan with TESC measures Appendix B Construction BMPs ® Possibly reference in BMPs, but likely it will be a consolidated list so that the applicant can photocopy from the list from the SWMM. Appendix C Alternative Construction BMP list 0 List of BMPs not selected, but can be referenced if needed in each of the 12 elements Appendix D General Permit Appendix E Site Log and Inspection Forms N Stormwater Pollution Prevention Plan This Stormwater Pollution Prevention Plan (SWPPP) has been prepared as part of the NPDES stormwater permit requirements for Phase I of the City of Port Angeles Waterfront Development Project in Port Angeles, Washington. The project is located along Railroad Ave. starting just west of the Black Ball Ferry Terminal (MV Coho) and includes the northerly 300 feet of Oak Street in downtown Port Angeles. The existing site is 1.28 acres; current development includes rip -rap along the shoreline, stormwater infrastructure, asphalt paving, curbing, street -side parking, and sidewalk. The proposed development will create new asphalt and concrete surfacing, new sidewalk, new curb, new parking area along Railroad Avenue & Oak St., an esplanade, along with utility extensions and stormwater infrastructure improvements. Construction activities will include excavation, grading, paving, pouring of concrete pavement, curb and sidewalk, pile driving, and shoreline construction. The purpose of this SWPPP is to describe the proposed construction activities and all temporary and permanent erosion and sediment control (TESC) measures, pollution prevention measures, inspection/monitoring activities, and recordkeeping that will be implemented during the proposed construction project. The objectives of the SWPPP are to: Implement Best Management Practices (BMPs) to prevent erosion and sedimentation, and to identify, reduce, eliminate or prevent storrnwater contamination and water pollution from construction activity. 2. Prevent violations of surface water quality, ground water quality, or sediment management standards. Prevent, during the construction phase, adverse water quality impacts including impacts on beneficial uses of the receiving water by controlling peak flow rates and volumes of stormwater runoff at the Permittee's outfalls and downstream of the outfalls, This SWPPP was prepared using the Ecology SWPPP Template downloaded from the Ecology website on September 8th, 2011. This SWPPP was prepared based on the requirements set forth in the Construction Stormwater General Permit, Stormwater Management Manual far Western Washington (SWMMWW 2005). The report is divided into seven main sections with several appendices that include stormwater related reference materials. The topics presented in each of the main sections are: Section I — INTRODUCTION. This section provides a summary description of the project, and the organization of the SWPPP document. Section 2 — SITE DESCRIPTION. This section provides a detailed description of the existing site conditions, proposed construction activities, and calculated stormwater flow rates for existing conditions and post— construction conditions, Stormwater Pollution Prevention Plan Section 3 — CONSTRUCTION BMPs. This section provides a detailed description of the BMPs to be implemented based on the 12 required elements of the SWPPP Section — CONSTRUCTION PHASING AND BMP IMPLEMENTATION. This section provides a description of the timing of the BMP implementation in relation to the project schedule, 19 Section 5 — POLLUTION PREVENTION TEAM. This section identifies the appropriate contact names (emergency and non -emergency), monitoring personnel, and the onsite temporary erosion and sedimentation control inspector Section 6 — INSPECTION AND MONITORING, This section provides a description of the inspection and monitoring requirements such as the parameters of concern to be monitored, sample locations, sample frequencies, and sampling methods for all stormwater discharge locations from the site. It Section 7 — RECORDKEEPING. This section describes the requirements for documentation of the BMP implementation, site inspections, monitoring results, and changes to the implementation of certain BMPs due to site factors experienced during construction. Supporting documentation and standard forms are provided in the following Appendices: Appendix A — Site plans Appendix B — Construction BMPs Appendix C — Alternative Construction BMP list Appendix D — General Permit Appendix E — Site Log and Inspection Forms Storrawater Pollution Prevention Plan 2.0 Site Description 2.1 Existing Conditions The existing site is 1.28 acres and includes rip -rap, stormwater infrastructure, asphalt paving, curbing, street -side parking, and sidewalk. Site elevations range between 15 and 16 feet (MLLW), with the exception of the 2H:1 V grade break down to Port Angeles Harbor. Most of the on-site soils consist of hydraulically placed fill material imported during a massive regrading project that started around 1914. The project was designed to help lift Front Street above the tides that often inundated the downtown corridor with salt water. Prior to this project, all waterfront development had occurred along the historical beach area, which records and archeological studies have indicated to exist approximately 1,100 feet inland from the current shoreline. Boring logs and geotechnical analysis performed by Hart Crowser indicate the fill consists of medium dense to dense, slightly gravelly to gravelly, silty to very silty sand material, and is estimated to range from 8 to 18 feet below existing grades. This fill material is believed to consist of Pleistocene glacial sediment from nearby bluffs and hills. Groundwater was encountered at each boring location at elevations ranging from 0 and 6 feet (MLLW). Soils underlying the fill layer were found to consist of generally loose, silty to very silty fine sand of Holocene origin, which extend to about 38 feet below ground surface. Soils encountered below the Holocene deposits consist of dense to very dense gravelly, silty sand of glacial origin, and extend to the full depth of the borings. Currently, runoff from the site in the right of way portion and parking areas is collected by the City of Port Angeles storm drain system and discharges directly into Port Angeles Harbor at the Oak and Laurel Street outfall locations. Storinwater runoff from the rip -rap fill slope flows directly into Port Angeles Harbor. 2.2 Proposed Construction Activities The proposed development includes complete re -construction of the roadway and parking area along Railroad Avenue between the Black Ball Ferry Terminal and Oak Street. The existing asphalt pavement, curbing, sidewalk, and parking area will be demolished and all new surfacing will be constructed. A Contech Stormfilter system will provide stormwater treatment. New electrical, and water utilities will also be constructed. The City of Port Angeles will be the sole entity responsible for environmental liabilities associated with onsite construction activities. Construction activities will include site preparation, TESL installation, grading and excavation, poured concrete for the sidewalk, pavement, and curbing, partial site grading, asphalt paving, Storrowater Pollution Prevention Plan Pile driving, and shoreline construction activities. The schedule and phasing of BMPs during construction is provided in Section 4.0. The total estimate of cut and fill is between 1000 and 2000 cubic yards. Any excess excavated material will be hauled off-site. Stormwater runoff rates and volumes were calculated using The Western Washington Hydrology Model V. 4 (WWHM4), The WWHM4 was used to size the Contech Stormfilter system to achieve water quality treatment. The following summarizes details regarding site areas: Total site area: ® Percent impervious area before construction: a Percent impervious area after construction: Iff Disturbed area during construction: ■ Disturbed area that is characterized as impervious (i.e,, access roads, staging, parking): a 2 -year stormwater runoff peak flow prior to construction (existing): R 10 -year stormwater runoff peak flow prior to construction (existing): a 2 -year stormwater runoff peak flow after construction; a 10 -year stormwater runoffpeak flow after construction: .19 1.28 acres 95% 94% 1.28 acres 1.28 acres .322 efs .468 cfis .322 efis .468 efs Stormwater Pollution Prevention Plan 3.1.1 Element #1-m Mark Clearing Limits To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of construction will be clearly marked before land -disturbing activities begin. Trees that are to be preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the field and on the plans. In general, natural vegetation and native topsoil shall be retained in an undisturbed state to the maximum extent possible, The BMPs relevant to marking the clearing limits that will be applied for this project include: No BMPs to be implemented — Since the site is being re -developed, the demolition plan will cover the extents of the site disturbance. Alternate BMPs for marking clearing limits are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Pennit (Appendix D), To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing, 3.1.2 Element #2 — Establish Construction Access Construction access or activities occurring on unpaved areas shall be minimized, yet where necessary, access points shall be stabilized to minimize the tracking of sediment onto public roads, and wheel washing, street sweeping, and street cleaning shall be employed to prevent sediment from entering state waters. All wash wastewater shall be controlled on site. The specific BMPs related to establishing construction access that will be used on this project include: Stabilized Construction Entrance (BMP C105) — A stabilized construction entrance will be installed prior to any demolition work taking place. Alternate construction access BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. Storinwater Pollution Prevention Plan 3.1.3 Element #3 — Control Flow Rates In order to protect the properties and waterways downstream of the project site, stormwater discharges from the site will be controlled. The specific BMPs for flow control that shall be used on this project include: No Specific BMP's shall used to control flow rates due to the re -constructive nature of the project. Altemate flow control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, the project must comply with Minimum Requirement 7 (Ecology 2005). In general, discharge rates of stormwater from the site will be controlled where increases in impervious area or soil compaction during construction could lead to downstream erosion, or where necessary to meet local agency stormwater discharge requirements (e.g. discharge to combined sewer systems). 3.1.4 Element #4 — Install Sediment Controls All stormwater runoff from disturbed areas shall pass through an appropriate sediment removal BMP before leaving the construction site or prior to being discharged to an infiltration facility. The specific BMPs to be used for controlling sediment on this project include: Silt Fence (BMP C233) — Silt fence will be installed as shown on the drawings. Storm Drain Inlet Protection (BMP C220) — Inlet protection will be utilized in the locations shown on the drawings. Alternate sediment control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing, Stormwater Pollution Prevention Plan In addition, sediment will be removed from paved areas in and adjacent to construction work areas manually or using mechanical sweepers, as needed, to minimize tracking of sediments on vehicle tires away from the site and to minimize washoff of sediments from adjacent streets in runoff. Whenever possible, sediment laden water shall be discharged into onsite, relatively level, vegetated areas (BMP 0240 paragraph 5, page 4-102). 3.1.5 Element #5 —Stabilize Soils Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout the life of the project. The specific BMPs for soil stabilization that shall be used on this project include: Temporary and Permanent Seeding (BMP C120) — Exposed and unworked areas shall be permanently and temporarily seeded. Mulching (BMP C121)- Exposed and unworked soils shall be mulched if not worked for 7 days. Early application of gravel base on areas to be paved Alternate soil stabilization BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Storrnwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing, The project site is located west of the Cascade Mountain Crest. As such, no soils shall remain exposed and unworked for more than 7 days during the dry season (May I to September 30) and 2 days during the wet season (October I to April 30). Regardless of the time of year, all soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on weather forecasts. In general, cut and fill slopes will be stabilized as soon as possible and soil stockpiles will be temporarily covered with plastic sheeting. All stockpiled soils shall be stabilized from erosion, protected with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. Stormwater Pollution Prevention Plan 3.1.6 Element #6 — Protect Slopes All cut and fill slopes will be designed, constructed, and protected in a manner that minimizes erosion. The following specific BMP's will be used to protect slopes for this project-, Temporary and Permanent Seeding (BMP C120)- Any exposed slopes shall be seeded immediately. Nets and Blankets (BMP C120) — Blankets may also be needed for any exposed slopes. Alternate slope protection BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate doting construction to satisfy the requirements set forth in. the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.7 Element #7 — Protect Drain Inlets All storm drain inlets and culverts made operable during construction shall be protected to prevent unfiltered or untreated water from entering the drainage conveyance system. However, the first priority is to keep all access roads clean of sediment and keep street wash water separate from entering storm drains until treatment can be provided. Storm Drain Inlet Protection (BMP C220) will be implemented for all drainage inlets and culverts that could potentially be impacted by sediment -laden runoff on and near the project site. The following inlet protection measures will be applied on this project: Drop Inlet Protection • Catch Basin Filters If the BMP options listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D), or if no BMPs are listed above but deemed necessary during construction, the Certified Erosion and Sediment Control Lead shall implement one or more of the alternative BMP inlet protection options listed in Appendix C. 3.1.8 Element #8 — Stabilize Channels and Outlets Where site runoff is to be conveyed in channels, or discharged to a stream or some other natural drainage point, efforts will be taken to prevent downstream erosion. The specific BMPs for channel and outlet stabilization that shall be used on this project include: Stormweter Pollution Prevention Plan No BMPs to be implemented — No channels present on-site. Alternate channel and outlet stabilization BMPs are included in Appendix C as a quick reference too] for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest, As such, all temporary on-site conveyance channels shall be designed, constructed, and stabilized to prevent erosion from the expected peak 10 minute velocity of flow from a'rype I A, I 0 -year, 24-hour recurrence interval storm for the developed condition. Alternatively, the I0 -year, 1 -hour peak flow rate indicated by an approved continuous runoff simulation model, increased by a factor of 1.6, shall be used. Stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstream reaches shall be provided at the outlets of all conveyance systems, 3.1.9 Element #9 — Control Pollutants All pollutants, including waste materials and demolition debris, that occur onsite shall be handled and disposed of in a manner that does not cause contamination of stormwater. Good housekeeping and preventative measures will be taken to ensure that the site will be kept clean, well organized, and free of debris. If required, BMPs to be implemented to control specific sources of pollutants are discussed below. Vehicles, construction equipment, and/or petroleum product storage/dispensing: 8 All vehicles, equipment, and petroleum product storage/dispensing areas will be inspected regularly to detect any leaks or spills, and to identify maintenance needs to prevent leaks or spills. ® On-site fueling tanks and petroleum product storage containers shall include secondary containment. M Spill prevention measures, such as drip pans, will be used when conducting maintenance and repair of vehicles or equipment. • In order to perform emergency repairs on site, temporary plastic will be placed beneath and, if raining, over the vehicle. Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Demolition: Stormwater Pollution Prevention Plan Dust released from demolished sidewalks, buildings, or structures will be controlled using Dust Control measures (BMP C140), Storm drain inlets vulnerable to stormwater discharge carrying dust, soil, or debris will be protected using Storm Drain Inlet Protection (BMP 0220 as described above for Element 7). Process water and slurry resulting from sawcutting and surfacing operations will be prevented from entering the waters of the State by implementing Sawcutting and Surfacing Pollution Prevention measures (BMP C152). The facility does not require a Spill Prevention, Control, and Countermeasure (SPCC) Plan under the Federal regulations of the Clean Water Act (CWA). 3.1.10 Element #10 — Control Dewatering All dewatering water from open cut excavation, tunneling, foundation work, trench, or underground vaults shall be discharged into a controlled conveyance system prior to discharge to a sediment trap or sediment pond. Channels will be stabilized, per Element #8. Clean, non - turbid dewatering water will not be routed through stormwater sediment ponds, and will be discharged to systems tributary to the receiving waters of the State in a manner that does not cause erosion, flooding, or a violation of State water quality standards in the receiving water. Highly turbid dewatering water from soils known or suspected to be contaminated, or from use of construction equipment, will require additional monitoring and treatment as required for the specific pollutants based on the receiving waters into which the discharge is occurring. Such monitoring is the responsibility of the contractor. However, the dewatering of soils known to be free of contamination will trigger BMPs to trap sediment and reduce turbidity. At a minimum, geotextile fabric socks/bags/cells will be used to filter this material. Other BMPs to be used for sediment trapping and turbidity reduction include the following: Concrete Handling (BMP C 15 1) Use Of a sedimentation bag, with outfall to a ditch or swale for small volumes of localized dewatering. Alternate dewatering control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and IN Stormwater Pollution Prevention Plan Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing, 3.1.11 Element #11-- Maintain BMPs All temporary and pennanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with each particular BMPs specifications (attached), Visual monitoring of the BMPs will be conducted at least once every calendar week and within 24 hours of any stormwater or non-stormwater discharge from the site. If the site becomes inactive, and is temporarily stabilized, the inspection frequency will be reduced to once every month. All temporary erosion and sediment control BMPs shall be removed within 30 days after the final site stabilization is achieved or after the temporary BMPs are no longer needed, Trapped sediment shall be removed or stabilized on site. Disturbed soil resulting from removal of BMPs or vegetation shall be permanently stabilized, 3.1-12 Element #12 — Manage the Project Erosion and sediment control BMPs for this project have been designed based on the following principles: Design the project to fit the existing topography, soils, and drainage patterns, ® Emphasize erosion control rather than sediment control, W Minimize the extent and duration of the area exposed. 0 Keep runoff velocities low. ® Retain sediment on site. 0 Thoroughly monitor site and maintain all ESC measures. 9 Schedule major earthwork during the dry season. In addition, project management will incorporate the key components listed below: (West Response) As this project site is located west of the Cascade Mountain Crest, the project will be managed according to the following key project components: Stormwater Pollution Prevention Plan Phasing of Construction The construction project is being phase(] to the extent practicable in order to prevent soil erosion, and, to the maximum extent possible, the transport of sediment from the site during construction. Revegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities during each phase of construction, per the Scheduling BMP (C 162). Seasonal Work Limitations From October I through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority that silt -laden runoffwill be prevented from leaving the site through a combination of the following: ❑ Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters; and ❑ Limitations on activities and the extent of disturbed areas; and ❑ Proposed erosion and sediment control measures. Based on the information provided and/or local weather conditions, the local permitting authority may expand or restrict the seasonal limitation on site disturbance. The following activities are exempt from the seasonal clearing and grading limitations: ❑ Routine maintenance and necessary repair of erosion and sediment control BMPs; ❑ Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal Of the vegetative cover to soil; and ❑ Activities where there is 100 percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. 12 Stormwater Pollution Prevention Plan Coordination with Utilities and Other Jurisdictions Care has been taken to coordinate with utilities, other construction projects, and the local jurisdiction in preparing this SWPPP and scheduling the construction work. Inspection and Monitoring All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. This person has the necessary skills to: Assess the site conditions and construction activities that could impact the quality of stormwater, and El Assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. A Certified Erosion and Sediment Control Lead shall be on-site or on-call at all times. Whenever inspection and/or monitoring reveals that the BMPs identified in this SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, appropriate BMPs or design changes shall be implemented as soon as possible. Maintaining an Updated Construction SWPPP This SWPPP shall be retained on-site or within reasonable access to the site, The SWPPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. The SWPPP shall be modified if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems 13 Stormwater Pollution Prevention Plan identified. Revisions to the SWPPP shall be completed within seven (7) days following the inspection. --- Schedule major earthwork during the dry season. 3.2 Site Specific BMPs Site specific BMPs are shown on the TESC Plan Sheets and Details in Appendix A, These site specific plan sheets will be updated annually. 14 Stormwater Pollution Prevention Plan 4.0 Construction Phasing and BMP Implementation The BMP implementation schedule will be driven by the construction schedule. The following provides a sequential list of the proposed construction schedule milestones and the corresponding BMP implementation schedule. The list contains key milestones such as wet season construction. The BMP implementation schedule listed below is keyed to proposed phases of the construction project, and reflects differences in BMP installations and inspections that relate to wet season construction. The project site is located west of the Cascade Mountain Crest. As such, the dry season is considered to be from May I to September 30 and the wet season is considered to be from October I to April 30. Dry Season Construction ■ Install construction entrance 5/01/2012 • Remove revetment above MHHW 5/02/2012 • Install silt fence 5/07/2012 ■ Demolish & remove lights, surfacing, etc. 5/14/2012 • Stabilize unworked disturbed soils., continuously ■ Rough grading of site: 5/29/2012 ■ Utility Installation 6/04/2012 • Prepare road / parking subgrade: 7/9/2012 ■ Prepare sidewalk subgrade 7/23/2012 ■ Construct esplanade foundations 7/28/2012 • Lay base courses for road/ parking: 8/6/2012 ■ Construct concrete pavement 8/20/2012 ■ Pave roadway 9/17/2012 Complete esplanade: 10/05/2012 ■ Final stabilization and landscaping: 11/02/2012 15 Storrowater Pollution Prevention Plan 5.0 Pollution Prevention Team 5.1 Roles and Responsibilities The Pollution prevention team consists of personnel responsible for implementation of the SWPPP, including the following: Certified Erosion and Sediment Control Lead (CESCL) — primary contractor contact, responsible for site inspections (-Bmps, visual monitoring, sampling, etc.); to be called upon in case of failure of any ESC measures, Resident Engineer — For projects with engineered structures only (sediment ponds/traps, sand filters, etc.): site representative for the owner that is the project's supervising engineer responsible for inspections and issuing instructions and drawings to the contractor's site supervisor or representative Emergency Ecology Contact — individual to be contacted at Ecology in case of emergency, Emergency Owner Contact — individual that is the site owner or representative of the site owner to be contacted in the case of an emergency. Non -Emergency Ecology Contact — individual that is the site owner or representative of the site owner than can be contacted if required. Monitoring Personnel — personnel responsible for conducting water quality monitoring; for most sites this person is also the Certified Erosion and Sediment Control Lead, 17 Stormwater Pollution Prevention Plan 5.2 Team Members Names and contact information for those identified as members of the pollution prevention team are provided in the following table. Title Name(s) Phone Number Certified Erasion and Sediment (Control Lead (CESCL) To Be Determined Resident Engineer r Chris 'rt�n, Chris Hartman 360-417-0501 Emergency Ecology Contact Emergency Owner Contact Non -Emergency Ecology Contact Nanette Brooks Jim Mahlum Rebecca Lawson 360-407-6242 360-417-4701 360-407-6241 Monitoring Personnel To Be Determined 18 Stormwater Pollution Prevention Plan 6.0 Site Inspections and M1nitoriw4 Monitoring includes visual inspection, monitoring for water quality parameters of concern, and documentation of the inspection and monitoring findings in a site log book. A site log book will be maintained for all on-site construction activities and will include: A record of the implementation of the SWPPP and other permit requirements; Site inspections; and, Stormwater quality monitoring. For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book. This SWPPP may function as the site log book if desired, or the forms may be separated and included in a separate site log book. However, if separated, the site log book but must be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction, 6.1 Site Inspection All BMPs will be inspected, maintained, and repaired as needed to assure continued performance of their intended function. The inspector will be a Certified Erosion and Sediment Control Lead (CESCL) per BMP C160• The name and contact information for the CESCL is provided in Section 5 of this SWPPP. Site inspection will occur in all areas disturbed by construction activities and at all stormwater discharge points. Stormwater will be examined for the presence of suspended sediment, turbidity, discoloration, and oily sheen. The site inspector will evaluate and document the effectiveness of the installed BMPs and determine if it is necessary to repair or replace any of the BMPs to improve the quality of stormwater discharges. All maintenance and repairs will be documented in the site log book or forms provided in this document. All new BMPs or design changes will be documented in the SWPPP as soon as possible. 6.1.1 Site Inspection Frequency Site inspections will be conducted at least once a week and within 24 hours following any discharge from the site. For sites with temporary stabilization measures, the site inspection frequency can be reduced to once every month if the site operator has successfully applied for inactive status for the site using the Permit Fee Activity Status Change Form, which can be found at the following web site, nActivityStatusChanaeCor JtySt, al— l2diff Stormwater Pollution Prevention Plan 6.1.2 Site Inspection Documentation The site inspector will record each site inspection using the site log inspection forms provided in Appendix E. The site inspection log forms may be separated from this SWPPP document, but will be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction, 6.2 Stormwater Quality Monitoring 6.2.1, Turbidity Sampling Monitoring requirements for the proposed project will include either turbidity or water transparency sampling to monitor site discharges for water quality compliance with the 2005 Construction Stormwater General Permit (Appendix D). Sampling will be conducted at all discharge points at least once per calendar week. Turbidity or transparency monitoring will follow the analytical methodologies described in Section S4 of the 2005 Construction Stormwater General Pen -nit (Appendix D). The key benchmark values that require action are 25 NTU for turbidity (equivalent to 32 cm transparency) and 250 NTU for turbidity (equivalent to 6 cm transparency), If the 25 NTU benchmark for turbidity (equivalent to 32 cm transparency) is exceeded, the following steps will be conducted: Ensure all BMPs specified in this SWPPP are installed and functioning as intended. 2. Assess whether additional BMPs should be implemented, and document revisions to the SWPPP as necessary, 3. Sample discharge location daily until the analysis results are less than 25 NTU (turbidity) or greater than 32 cm (transparency). If the turbidity is greater than 25 NTU (or transparency is less than 32 cm) but less than 250 N'l'U (transparency greater than 6 cm) for more than 3 days, additional treatment BMPs will be implemented within 24 hours of the third consecutive sample that exceeded the benchmark value. Additional treatment BMPs to be considered will include, but are not limited to, off-site treatment, infiltration, filtration and chemical treatment. If the 250 NTU benchmark for turbidity (or less than 6 cm transparency) is exceeded at any time, the following steps will be conducted: Notify Ecology by phone within 24 hours of analysis (see Section 5.0 of this SWPPP for contact information). W1 Stormwater Pollution Prevention Plan 2. Continue daily sampling until the turbidity is less than 25 NTU (or transparency is greater than 32 cm), 3. Initiate additional treatment BMPs such as off-site treatment, infiltration, filtration and chemical treatment within 24 hours of the first 250 NTU exceedance. 4. Implement additional treatment BMPs as soon as possible, but within 7 days of the first 250 NTU exceedance, Describe inspection results and remedial actions taken in the site log book and in monthly discharge monitoring reports as described in Section 7.0 of this SWPPP, 21 Stormwater PoMition Prevention Plan 7.0 Reporting and Rec1r1kee1iw4 7.1 Recordkeeping 7.1.1 Site Log Book A site log book will be maintained for all on-site construction activities and will include: A record of the implementation of the SWPPP and other permit requirements; Site inspections; and, Stormwater quality monitoring, For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book, 7.1.2 Records Retention Records of all monitoring information (site log book, inspection reports/checklists, etc.), this Storrnwater Pollution Prevention Plan, and any other documentation of compliance with permit requirements will be retained during the life of the construction project and for a minimum of three years following the termination of permit coverage in accordance with permit condition S5.C. 7.1.3 Access to Plans and Records The SWPPP, General Permit, Notice of Authorization letter, and Site Log Book will be retained on site or within reasonable access to the site and will be made immediately available upon request to Ecology or the local jurisdiction. A copy of this SWPPP will be provided to Ecology within 14 days of receipt of a written request for the SWPPP from Ecology. Any other information requested by Ecology will be submitted within a reasonable time. A copy of the SWPPP or access to the SWPPP will be provided to the public when requested in writing in accordance with permit condition S5.G. 7.1.4 Updating the SWPPP In accordance with Conditions S3, S4.13, and 59.13.3 of the General Permit, this SWPPP will be modified if the SWPPP is ineffective in eliminating or significantly minimizing pollutants in storrnwater discharges from the site or there has been a change in design, construction, operation, or maintenance at the site that has a significant effect on the discharge, or potential for discharge, of pollutants to the waters of the State. The SWPPP will be modified within seven days of determination based on inspection(s) that additional or modified BMPs are necessary to correct problems identified, and an updated timeline for BMP implementation will be prepared. 23 Stormwater Pollution Prevention Plan 7.2 Reporting 7.2.1 Discharge Monitoring Reports If cumulative soil disturbance is 5 acres or larger: Discharge Monitoring Reports (DMRs) will be submitted to Ecology monthly. If there was no discharge during a given monitoring period, the Pennittee shall submit the form as required, with the words "No discharge" entered in the place of monitoring results. The DMR due date is 15 days following the end of each month. 7.2.2 Notification of Noncompliance If any of the terms and conditions of the permit are not met, and it causes a threat to human health or the environment, the following steps will be taken in accordance with peri -nit section S5,F: Ecology will be immediately notified of the failure to comply. Immediate action will be taken to control the noncompliance issue and to correct the problem. If applicable, sampling and analysis of any noncompliance will be repeated immediately and the results submitted to Ecology within five (5) days of becoming aware of the violation. 3. A detailed written report describing the noncompliance will be submitted to Ecology within five (5) days, unless requested earlier by Ecology. Any time turbidity sampling indicates turbidity is 250 nephelometric turbidity units (NTU) or greater or water transparency is 6 centimeters or less, the Ecology regional office will be notified by phone within 24 hours of analysis as required by permit condition S5.A (see Section 5.0 of this SWPPP for contact information). 24 Stormwater Pollution Prevention Plan Appendix A — Site Plan K ---------- .......... IV 7 lip F 'Mi le`",,YP -MPORARY 1"POSION CONTROL NOTE,` k/?) a - - ------------ - . ........ 'c', ¢yy A f, v 11— 11 ll, 1; 11 Ir U -'r A 1. 1- IM— IL-1 All -d— PLAN LAN 11W)l 1-11 11 111;,,-1;j k/?) a 25 n ` w TM�- . all _ SITE PLAN 'v TEMPORARY ORARY ER09ION CONTROL NOTE` r C AT� O J � 4 1 w ' z @ a �o� vvav '-l .o Iea :s z 4v� J J fm 80 SET ap i) ti E H L 4 F �y ME Z 5 (E. F 5 C Ci 4t C Dn E OE I Et 5 Ri y. y E E f C J1f. fi ... X All fi:EPf U E 3 Cs l n: I', nni I'111D 1E d v9'CDv�f ,4EAli,D. L. t:r rt J EC E uCO20, �2 ACL +Oa " Stormwater Pollution Prevention Plan ............... ............... Stabilized Construction Entrance (BMP C105) Silt Fence (BMP 0233) Storm Drain Inlet Protection (BMP 0220) Alternative BMP not included in the SWMMWW (2005) or SWMMEW (2004) Temporary and Permanent Seeding (BMP 0120) Mulching (BMP C121) Nets and Blankets (BMP 0122) Early application of gravel base on areas to be paved 26 BMP 0105: Stabilized Construction Entrance Purpose Construction entrances are stabilized to reduce the amount of sediment transported onto paved roads by vehicles or equipment by constructing a stabilized pad of quarry spalls at entrances to construction sites. Conditions of Use Construction entrances shall be stabilized wherever traffic will be leaving a construction site and traveling on paved roads or other paved areas within 1,000 feet of the site. On large commercial, highway, and road projects, the designer should include enough extra materials in the contract to allow for additional stabilized entrances not shown in the initial Construction SWPPP. It is difficult to determine exactly where access to these projects will take place; additional materials will enable the contractor to install them where needed. Design and 0 See Figure 4.2 for details. Note: the 100' minimum length of the Installation entrance shall be reduced to the maximum practicable size when the Specifications size or configuration of the site does not allow the full length (100'), 4 A separation geotextile shall be placed under the spalls to prevent fine sediment from pumping up into the rock pad. The geotextile shall meet the following standards: Grab Tensile Strength (ASTM D4751) 200 psi min. Grab Tensile Elongation (ASTM D4632) 30% max. Mullen Burst Strength (ASTM D3786 -80a) 400 psi min. AOS (ASTM D4751) 1 20-45 (U.S. standard sieve size) * Consider early installation of the first lift of asphalt in areas that will paved; this can be used as a stabilized entrance. Also consider the installation of excess concrete as a stabilized entrance. During large concrete pours, excess concrete is often available for this purpose. 0 Hog fuel (wood -based mulch) may be substituted for or combined with quarry spalls in areas that will not be used for permanent roads. Hog fuel is generally less effective at stabilizing construction entrances and should be used only at sites where the amount of traffic is very limited. Hog fuel is not recommended for entrance stabilization in urban areas. The effectiveness of hog fuel is highly variable and it generally requires more maintenance than quarry spalls. The inspector may at any time require the use of quarry spalls if the hog fuel is not preventing sediment from being tracked onto pavement or if the hog fuel is being carried onto pavement. Hog fuel is prohibited in permanent roadbeds because organics in the subgrade soils cause degradation of the subgrade support over time. Fencing (see BMPs 0103 and 0104) shall be installed as necessary to restrict traffic to the construction entrance. 4-8 Volume 11 — Construction Stormwater Pollution Prevention February 2005 • Whenever possible, the entrance shall be constructed on a firm, compacted subgrade. This can substantially increase the effectiveness of the pad and reduce the need for maintenance. Maintenance • Quarry spalls (or hog fuel) shall be added if the pad is no longer in Standards accordance with the specifications. • If the entrance is not preventing sediment from being tracked onto pavement, then alternative measures to keep the streets free of sediment shall be used. This may include street sweeping, an increase in the dimensions of the entrance, or the installation of a wheel wash. • Any sediment that is tracked onto pavement shall be removed by shoveling or street sweeping. The sediment collected by sweeping shall be removed or stabilized on site. The pavement shall not be cleaned by washing down the street, except when sweeping is ineffective and there is a threat to public safety. If it is necessary to wash the streets, the construction of a small sump shall be considered. The sediment would then be washed into the sump where it can be controlled. 0 Any quarry spalls that are loosened from the pad, which end up on the roadway shall be removed immediately. a If vehicles are entering or exiting the site at points other than the construction entrance(s), fencing (see BMPs C103 and C104) shall be installed to control traffic. 0 Upon project completion and site stabilization, all construction accesses intended as permanent access for maintenance shall be ermanent1v stabilized. Figure 4.2 — Stabilized Construction Entrance February 2005 Volume It — Construction Stormwater Pollution Prevention 4-9 Driveway shall meet the requirements of the Permitting agency It isrKo mmanded that the 0 nVance to crowned so that runoff bad drains oil ilia pad e:i,"oNA jOQ InslaU driveway cuWil N there Is a '1Uroadside lion present of , Pro 4*.S" quarry OPA;ls Goolextilo 12" min. thk-kness Provide lull width of Ingress/ogress area Figure 4.2 — Stabilized Construction Entrance February 2005 Volume It — Construction Stormwater Pollution Prevention 4-9 Purpose Conditions of Use Design and Installation Specifications Maintenance Standards Stabilizing subdivision roads, parking areas, and other onsite vehicle transportation routes immediately after grading reduces erosion caused by construction traffic or runoff. • Roads or parking areas shall be stabilized wherever they are constructed, whether permanent or temporary, for use by construction traffic, • Fencing (see BMPs 0103 and C104) shall be installed, if necessary, to finnit the access of vehicles to only those roads and parking areas that are stabilized. • On areas that will receive asphalt as part of the project, install the first lift as soon as possible. • A 6 -inch depth of 2- to 4 -inch crushed rock, gravel base, or crushed surfacing base course shall be applied immediately after grading or utility installation. A 4 -inch course of asphalt treated base (ATB) may also be used, or the road/parking area may be paved. It may also be possible to use cement or calcium chloride for soil stabilization. If cement or cement kiln dust is used for roadbase stabilization, pH monitoring and BMPs are necessary to evaluate and minimize the effects on stormwater. If the area will not be used for permanent roads, parking areas, or structures, a 6 -inch depth of hog fuel may also be used, but this is likely to require more maintenance. Whenever possible, construction roads and parking areas shall be placed on a firm, compacted subgrade. • Temporary road gradients shall not exceed 15 percent, Roadways shall be carefully graded to drain, Drainage ditches shall be provided on each side of the roadway in the case of a crowned section, or on one side in the case of a super -elevated section. Drainage ditches shall be directed to a sediment control BMP. Rather than relying on ditches, it may also be possible to grade the road so that runoff sheet -flows into a heavily vegetated area with a well- developed topsoil. Landscaped areas are not adequate. If this area has at least 50 feet of vegetation, then it is generally preferable to use the vegetation to treat runoff, rather than a sediment pond or trap. The 50 feet shall not include wetlands. If runoff is allowed to sheetflow through adjacent vegetated areas, it is vital to design the roadways and parking areas so that no concentrated runoff is created. • Storm drain inlets shall be protected to prevent sediment -laden water entering the storm drain system (see BMP C220). • Inspect stabilized areas regularly, especially after large storm events. • Crushed rock, gravel base, hog fuel, etc, shall be added as required to maintain a stable driving surface and to stabilize any areas that have eroded. • Following construction, these areas shall be restored to pre -construction condition or better to prevent future erosion. 4-12 Volume 11 — Construction Stormwater Pollution Prevention February 2005 I IN IN 1 111 11111111 111111 1 Purpose Seeding is intended to reduce erosion by stabilizing exposed soils. A well-established vegetative cover is one of the most effective methods of reducing erosion. Conditions of Use Seeding may be used throughout the project on disturbed areas that have reached final grade or that will remain unworked for more than 30 days. • Channels that will be vegetated should be installed before major earthwork and hydroseeded with a Bonded Fiber Matrix. The vegetation should be well established (i.e., 75 percent cover) before water is allowed to flow in the ditch. With channels that will have high flows, erosion control blankets should be installed over the hydroseed. If vegetation carinot be established from seed before water is allowed in the ditch, sod should be installed in the bottom of the ditch over hydromulch and blankets. • Retention/detention ponds should be seeded as required. • Mulch is required at all times because it protects seeds from heat, moisture loss, and transport due to runoff. • All disturbed areas shall be reviewed in late August to early September and all seeding should be completed by the end of September. Otherwise, vegetation will not establish itself enough to provide more than average protection. • At final site stabilization, all disturbed areas not otherwise vegetated or stabilized shall be seeded and mulched. Final stabilization rneans the completion of all soil disturbing activities at the site and the establishment of a permanent vegetative cover, or equivalent permanent stabilization measures (such as pavement, riprap, gabions or geotextiles) which will prevent erosion. Design and Seeding should be done during those seasons most conducive to Installation growth and will vary with the climate conditions of the region. Specifications Local experience should be used to determine the appropriate seeding periods. • The optimum seeding windows for western Washington are April I through June 30 and September 1 through October 1. Seeding that occurs between July 1 and August 30 will require irrigation until 75 percent grass cover is established. Seeding that occurs between October 1 and March 30 will require a mulch or plastic cover until 75 percent grass cover is established. • To prevent seed from being washed away, confirm that all required surface water control measures have been installed. February 2005 Volume 11— Construction Storrowater Pollution Prevention 4-13 • The seedbed should be firm and rough. All soil should be roughened no matter what the slope. If compaction is required for engineering purposes, slopes must be track walked before seeding. Backblading or smoothing of slopes greater than 4:1 is not allowed if they are to be seeded. New and more effective restoration -based landscape practices rely on deeper incorporation than that provided by a simple single -pass rototilling treatment. Wherever practical the subgrade should be initially ripped to improve long-term permeability, infiltration, and water inflow qualities. At a minimum, permanent areas shall use soil amendments to achieve organic matter and permeability performance defined in engineered soil/landscape systems. For systems that are deeper than 8 inches the rototilling process should be done in multiple lifts, or the prepared soil system shall be prepared properly and then placed to achieve the specified depth. • Organic matter is the most appropriate form of "fertilizer" because it provides nutrients (including nitrogen, phosphorus, and potassium) in the least water-soluble form. A natural system typically releases 2-10 percent of its nutrients annually. Chemical fertilizers have since been formulated to simulate what organic matter does naturally. In general, 10-4-6 N -P -K (nitrogen -phosphorus -potassium) fertilizer can be used at a rate of 90 pounds per acre. Slow-release fertilizers should always be used because they are more efficient and have fewer environmental impacts. It is recommended that areas being seeded for final landscaping conduct soil tests to determine the exact type and quantity of fertilizer needed. This will prevent the over -application of fertilizer, Fertilizer should not be added to the hydromulch machine and agitated more than 20 minutes before it is to be used. If agitated too much, the slow-release coating is destroyed. There are numerous products available on the market that take the place of chemical fertilizers. These include several with seaweed extracts that are beneficial to soil microbes and organisms. If 100 percent cottonseed meal is used as the mulch in hydroseed, chemical fertilizer may not be necessary. Cottonseed meal is a good source of long-term, slow-release, available nitrogen. Hydroseed applications shall include a minimum of 1,500 pounds per acre of mulch with 3 percent tackifier. Mulch may be made up of 100 percent: cottonseed meal; fibers made of wood, recycled cellulose, hemp, and kenaf, compost; or blends of these. Tackifier shall be plant - based, such as guar or alpha plantago, or chemical -based such as polyacrylamide or polymers. Any mulch or tackifier product used shall be installed per manufacturer's instructions. Generally, mulches come in 40-50 pound bags. Seed and fertilizer are added at time of application. 4-14 Volume 11 — Construction Stormwater Pollution Prevention February 2005 Mulch is always required for seeding. Mulch can be applied on top of the seed or simultaneously by hydroseeding. On steep slopes, Bonded Fiber Matrix (BFM) or Mechanically Bonded Fiber Matrix (MBFM) products should be used. BFM/MBFM products are applied at a minimum rate of 3,000 pounds per acre of mulch with approximately 10 percent tackifier. Application is made so that a minimum of 95 percent soil coverage is achieved. Numerous products are available commercially and should be installed per manufacturer's instructions. Most products require 24-36 hours to cure before a rainfall and cannot be installed on wet or saturated soils. Generally, these products come in 40-50 pound bags and include all necessary ingredients except for seed and fertilizer. BFMs and MBFMs have some advantages over blankets: • No surface preparation required; • Can be installed via helicopter in remote areas; • On slopes steeper than 2,5:1, blanket installers may need to be roped and harnessed for safety; • They are at least $ 1,000 per acre cheaper installed. In most cases, the shear strength of blankets is not a factor when used on slopes, only when used in channels. BFMs and MBFMs are good alternatives to blankets in most situations where vegetation establishment is the goal. • When installing seed via hydroseeding operations, only about 1/3 of the seed actually ends up in contact with the soil surface. This reduces the ability to establish a good stand of grass quickly. One way to overcome this is to increase seed quantities by up to 50 percent. • Vegetation establishment can also be enhanced by dividing the hydromulch operation into two phases: 1. Phase 1- Install all seed and fertilizer with 25-30 percent mulch and tackifier onto soil in the first lift; 2. Phase 2- Install the rest of the mulch and tackifier over the first lift. An alternative is to install the mulch, seed, fertilizer, and tackifier in one lift. Then, spread or blow straw over the top of the hydromulch at a rate of about 800-1000 pounds per acre. Hold straw in place with a standard tackifier. Both of these approaches will increase cost moderately but will greatly improve and enhance vegetative establishment. The increased cost may be offset by the reduced need for: 1. Irrigation 2. Reapplication of mulch 3. Repair of failed slope surfaces February 2005 Volume 11-- Construction Stormwater Pollution Prevention 4-15 This technique works with standard hydromulch (1,500 pounds per acre minimum) and BP'M/MBFMs (3,000 pounds per acre minimum). • Areas to be permanently landscaped shall provide a healthy topsoil that reduces the need for fertilizers, improves overall topsoil quality, provides for better vegetal health and vitality, improves hydrologic characteristics, and reduces the need for irrigation. This can be accomplished in a number of ways: Recent research has shown that the best method to improve till soils is to amend these soils with compost. The optimum mixture is approximately two parts soil to one part compost. This equates to 4 inches of compost mixed to a depth of 12 inches in till soils. Increasing the concentration of compost beyond this level can have negative effects on vegetal health, while decreasing the concentrations can reduce the benefits of amended soils. Please note: The compost should meet specifications for Grade A quality compost in Ecology Publication 94-038. Other soils, such as gravel or cobble outwash soils, may require different approaches. Organics and fines easily migrate through the loose structure of these soils. Therefore, the importation of at least 6 inches of quality topsoil, underlain by some type of filter fabric to prevent the migration of fines, may be more appropriate for these soils. Areas that already have good topsoil, such as undisturbedareas, do not require soil amendments, • Areas that will be seeded only and not landscaped may need compost or meal -based mulch included in the hydroseed in order to establish vegetation. Native topsoil should be re -installed on the disturbed soil surface before application, ® Seed that is installed as a temporary measure may be installed by hand if it will be covered by straw, mulch, or topsoil. Seed that is installed as a permanent measure may be installed by hand on small areas (usually less than I acre) that will be covered with mulch, topsoil, or erosion blankets. The seed mixes listed below include recommended mixes for both temporary and permanent seeding. These mixes, with the exception of the wetland mix, shall be applied at a rate of 120 pounds per acre. This rate can be reduced if soil amendments or slow- release fertilizers are used. Local suppliers or the local conservation district should be consulted for their recommendations because the appropriate mix depends on a variety of factors, including location, exposure, soil type, slope, and expected foot traffic. Alternative seed mixes approved by the local authority may be used. 4-16 Volume Construction Stormwater Pollution Prevention February 2005 Table 4.1 represents the standard mix for those areas whore just a temporary vegetative cover is required. Table 4.1 Table 4.4 Low -Growing Temporary Erosion Control Seed Mix Bioswale Seed Mix* % Weight % Purity % Germination Chewings or annual blue grass 40 98 90 Festuca rubra var. commutala or Poa anna Festuca arundinacea var•. Festuca arundinacea or Festuca elatior Perennial rye - 50 98 90 Lolium erenne Lolium perenne var. barclay Redtop or colonial bentgrass 5 92 85 90 Festuca rubra White dutch clover 5 98 90 1 TrLblium re ens L— Aarostis tennis Table 4.2 provides just one reconu-nended possibility for landscaping seed. Table 4.2 Landscaping Seed Mix % Weiht% Purity % Germination Perennial rye blend 70 98 90 Lolium perenne . . ...... . .... Chewings and red fescue blend 30 98 90 Festuca rubra var, comminata or Festuca rubra This turf seed mix in Table 4.3 is for dry situations where there is no need for much water. The advantage is that this mix requires very little maintenance. Table 4.3 Table 4.4 Low -Growing Turf Seed Mix Bioswale Seed Mix* % Weight % Purity % Germination Dwarf tall fescue (several varieties) 45 98 90 Festuca arundinacea var•. Festuca arundinacea or Festuca elatior Dwarf perennial rye (Barclay) 30 98 90 Lolium perenne var. barclay -- Red fescue 20 98 90 Festuca rubra -�Colonial bentgrass 5 98 90 L— Aarostis tennis .1 Table 4.4 presents a mix recommended for bioswales and other intermittently wet areas. Modified Briargreen, Inc. Hydroseeding Guide Wetlands Seed Mix February 2005 Vd/urne 11 a Construction Stormwater Pollution Prevention 4-17 Table 4.4 Bioswale Seed Mix* % Wet ght %Purity %Germination Tall or meadow fescue 75-80 98 90 Festuca arundinacea or Festuca elatior Seaside/Creeping bentgrass 10-15-- 92 85 Agrostis palustris Redtop bentgrass 5-10 90 80 Modified Briargreen, Inc. Hydroseeding Guide Wetlands Seed Mix February 2005 Vd/urne 11 a Construction Stormwater Pollution Prevention 4-17 The seed mix shown in Table 4.5 is a recommended low -growing, relatively non-invasive seed mix appropriate for very wet areas that are not regulated wetlands. Other mixes may be appropriate, depending on the soil type and hydrology of the area. Recent research suggests that bentgrass (agrostis sp.) should be emphasized in wet -area seed mixes. Apply this mixture at a rate of 60 pounds per acre. * Modified Briargi-een, Inc, Hydroseeding Guide Wetlands Seed Mix The meadow seed mix in Table 4.6 is recommended for areas that will be maintained infrequently or not at all and where colonization by native plants is desirable. Likely applications include rural road and utility right- of-way. Seeding should take place in September or very early October in order to obtain adequate establishment prior to the winter months. The appropriateness of clover in the mix may need to be considered, as this can be a fairly invasive species. If the soil is amended, the addition of clover may not be necessary. Table 4.6 Table 4,5 Meadow Seed Mix Wet Area Seed MW % weight % Weight %Purity % Germination Tall or meadow fescue 6040 98 90 Festuca arundinacea or Red fescue Festuca elatior 98 90 Festuca rubra Seaside/Creeping bentgrass ry 10-15 98 85 fo 98 90 TrLoliutn re ens Meadow foxtail 10-15 90 80 As' e clover 1-6 98 90 Tri folium 1!2,bridum - Rcdtop bentgrass 1-6 92 85 Agrostis alba * Modified Briargi-een, Inc, Hydroseeding Guide Wetlands Seed Mix The meadow seed mix in Table 4.6 is recommended for areas that will be maintained infrequently or not at all and where colonization by native plants is desirable. Likely applications include rural road and utility right- of-way. Seeding should take place in September or very early October in order to obtain adequate establishment prior to the winter months. The appropriateness of clover in the mix may need to be considered, as this can be a fairly invasive species. If the soil is amended, the addition of clover may not be necessary. Table 4.6 Meadow Seed Mix % weight % Pur1tX % Germination Redtop or Oregon bentgrass 20 92 85 Agi-ostis alba or Agrostis oregonensis Red fescue 70 98 90 Festuca rubra White dutch clover fo 98 90 TrLoliutn re ens Maintenance • Any seeded areas that fail to establish at least 80 percent cover (100 Standards percent cover for areas that receive sheet or concentrated flows) shall be reseeded. If reseeding is ineffective, an alternate method, such as sodding, mulching, or nets/blankets, shall be used. If winter weather prevents adequate grass growth, this time limit may be relaxed at the discretion of the local authority when sensitive areas would otherwise be protected. 4-18 Volume // — Construction Stormwater Pollution Prevention Febrdaty 2005 • After adequate cover is achieved, any areas that experience erosion shall be reseeded and protected by mulch. If the erosion problem is drainage related, the problem shall be fixed and the eroded area reseeded and protected by mulch. • Seeded areas shall be supplied with adequate moisture, but not watered to the extent that it causes runoff. February 2005 Volume It — Construction Stormwater Pollution Prevention 4-19 2_M2WR%MUM=F Purpose The purpose of mulching soils is to provide immediate temporary protection from erosion. Mulch also enhances plant establishment by conserving moisture, holding fertilizer, seed, and topsoil in place, and moderating soil temperatures. There is an enormous variety of mulches that can be used. Only the most common types are discussed in this section. Conditions of Use As a temporary cover measure, mulch should be used: • On disturbed areas that require cover measures for less than 30 days. • As a cover for seed during the wet season and during the hot summer months. • During the wet season on slopes steeper than 3H: IV with more than 10 feet of vertical relief. • Mulch may be applied at any time of the year and must be refreshed periodically. Design and For mulch materials, application rates, and specifications, see Table 4.7. Installation Note: Thicknesses may be increased for disturbed areas in or near Specifications sensitive areas or other areas highly susceptible to erosion. Mulch used within the ordinary high-water mark of surface waters should be selected to minimize potential flotation of organic matter. Composted organic materials have higher specific gravities (densities) than straw, wood, or chipped material. Maintenance • The thickness of the cover must be maintained. Standards 0 Any areas that experience erosion shall be remulched and/or protected with a net or blanket. If the erosion problem is drainage related, then the problem shall be fixed and the eroded area remulched. 420 Volume 11 — Construction Stormwater Pollution Prevention February 2005 February 2005 Volume It — Construction Stormwater Pollution Prevention 4-21 Table 4.7 Mulch Standards and Guidelines Mulch Application Material ualt Standards Rates Remarks Straw Air-dried, free from 2"-3" thick; 5 Cost-effective protection when applied with adequate undesirable seed and bales per 1000 sf thickness. Hand -application generally requires greater coarse material. or 2-3 tons per thickness than blown straw. The thickness of straw may be acre reduced by half when used in conjunction with seeding. In windy areas straw must be held in place by crimping, using a tackifier, or covering with netting. Blown straw always has to be held in place with a tackifier as even light winds will blow it away. Straw, however, has several deficiencies that should be considered when selecting mulch materials. It often introduces and/or encourages the propagation of weed species and it has no significant long-term benefits, Straw should be used only if mulches with long-term benefits are unavailable locally. It should also not be used within the ordinary high-water elevation of surface waters (due to flotation). Hydromulch No growth Approx. 25-30 Shall be applied with hydromulcher. Shall not be used inhibiting factors, lbs per 1000 sf without seed and tackifier unless the application rate is at or 1500 -2000 least doubled. Fibers longer than about %-I inch clog lbs per acre hydromulch equipment. Fibers should be kept to less than '/4 inch. Composted No visible water or 2" thick min.; More effective control can be obtained by increasing Mulch and dust during approx. 100 tons thickness to 3". Excellent mulch for protecting final grades Compost handling. Must be per acre (approx. -until landscaping because it can be directly seeded or tilled purchased from 800 lbs per yard) into soil as an amendment. Composted mulch has a coarser supplier with Solid size gradation than compost. It is more stable and practical Waste Handling to use in wet areas and during rainy weather conditions. Permit (unless exempt). Chipped Site Average size shall 2" minimum This is a cost-effective way to dispose of debris from Vegetation be several inches, thickness clearing and grubbing, and it eliminates the problems Gradations from associated with burning. Generally, it should not be used on fines to 6 inches in slopes above approx. 10% because of its tendency to be length for texture, transported by runoff. It is not recommended within 200 variation, and fee( of surface waters. If seeding is expected shortly after interlocking mulch, the decomposition of the chipped vegetation may tie properties, up nutrients important to grass establishment, Wood -based No visible water or 2" thick; approx, This material is often called "hog or hogged fuel." It is Mulch dust during 100 tons per acre usable as a material for Stabilized Constniction Entrances handling. Must be (approx. 800 lbs. (BMP 0105) and as a mulch. The use of mulch ultimately purchased from a per cubic yard) improves the organic matter in the soil. Special caution is supplier with a Solid advised regarding the source and composition of wood - Waste Handling based mulches. Its preparation typically does not provide Permit or one any weed seed control, so evidence of residual vegetation in exempt from solid its composition or known inclusion of weed plants or seeds waste regulations, should be monitored and prevented (or minimized). February 2005 Volume It — Construction Stormwater Pollution Prevention 4-21 5TMFOJD%��M&J MM M - Purpose Erosion control nets and blankets are intended to prevent erosion and hold seed and mulch in place on steep slopes and in channels so that vegetation can become well established. In addition, some nets and blankets can be used to permanently reinforce turf to protect drainage ways during high flows. Nets (commonly called matting) are strands of material woven into an open, but high -tensile strength net (for example, coconut fiber matting). Blankets are strands of material that are not tightly woven, but instead form a layer of interlocking fibers, typically held together by a biodegradable or photodegradable netting (for example, excelsior or straw blankets). They generally have lower tensile strength than nets, but cover the ground more completely. Coir (coconut fiber) fabric comes as both nets and blankets. Conditions of Use Erosion control nets and blankets should be used: • To aid permanent vegetated stabilization of slopes 2H:IV or greater and with more than 10 feet of vertical relief. For drainage ditches and swales (highly recommended), The application of appropriate netting or blanket to drainage ditches and swales can protect bare soil from channelized runoff while vegetation is established. Nets and blankets also can capture a great deal of sediment due to their open, porous structure. Synthetic nets and blankets can be used to permanently stabilize channels and may provide a cost-effective, environmentally preferable alternative to riprap. 100 percent synthetic blankets manufactured for use in ditches may be easily reused as temporary ditch liners. Disadvantages of blankets include: • Surface preparation required; • On slopes steeper than 2.5:1, blanket installers may need to be roped and harnessed for safety; • They cost at least $4,000-6,000 per acre installed. Advantages of blankets include: • Can be installed without mobilizing special equipment; • Can be installed by anyone with minimal training, a Can be installed in stages or phases as the project progresses; • Seed and fertilizer can be hand -placed by the installers as they progress down the slope; • Can be installed in any weather; • There are numerous types of blankets that can be designed with various parameters in mind. Those parameters include: fiber blend, mesh strength, longevity, biodegradability, cost, and availability. 4-22 Volume 11— Construction Stormwater Pollution Prevention February 2005 Design and 0 See Figure 4.4 and Figure 4.5 for typical orientation and installation of Installation blankets used in channels and as slope protection. Note: these are Spec?fications typical only; all blankets mast be installed per manufacturer's installation instructions. * Installation is critical to the effectiveness of these products. If good ground contact is not achieved, runoff can concentrate under the product, resulting in significant erosion. 6 Installation of Blankets on Slopes: 1. Complete final grade and track walk up and down the slope. 2. Install bydromulch with seed and fertilizer. 3. Dig a small trench, approximately 12 inches wide by 6 inches deep along the top of the slope, 4. Install the leading edge of the blanket into the small trench and staple approximately every 18 inches, NOTE: Staples are inetal,"U"- shaped, and a minimum of 6 inches long. Longer staples are used in sandy soils. Biodegradable stakes are also available. 5. Roll the blanket slowly down the slope as installer walks backwards, NOTE: The blanket rests against the installer's legs. Staples are installed as the blanket is unrolled. It is critical that the proper staple pattern is used for the blanket being installed. The blanket is not to be allowed to roll down the slope on its own as this stretches the blanket making it impossible to maintain soil contact. In addition, no one is allowed to walk on the blanket after it is in place. 6. If the blanket is not long enough to cover the entire slope length, the trailing edge of the upper blanket should overlap the leading edge of the lower blanket and be stapled. On steeper slopes, this overlap should be installed in a small trench, stapled, and covered with soil. • With the variety of products available, it is impossible to cover all the details of appropriate use and installation. Therefore, it is critical that the design engineer consults the manufacturer's information and that a site visit takes place in order to insure that the product specified is appropriate. Information is also available at the following web sites: 1. WSDOT: http://www.wsdot.wa.gov/eesc/enviromnental/ 2. Texas Transportation Institute: httj2://www.dot.state.tx.us/insdtdot/orachatt/cmd/crosiori/contents. htm February - 2006 Volume 11 — Construction Stormwater Pollution Prevention 4-23 a lute matting must be used in conjunction with mulch (BMP C121), Excelsior, woven straw blankets and coir (coconut fiber) blankets may be installed without mulch. There are many other types of erosion control nets and blankets on the market that may be appropriate in certain circumstances. a In general, most nets (e.g., jute matting) require mulch in order to prevent erosion because they have a fairly open structure. Blankets typically do not require mulch because they usually provide complete protection of the surface. 0 Extremely steep, unstable, wet, or rocky slopes are often appropriate candidates for use of synthetic blankets, as are riverbanks, beaches and other high-energy environments, If synthetic blankets are used, the soil should be hydromulched first. 0 100 percent biodegradable blankets are available for use in sensitive areas. These organic blankets are usually held together with a paper or fiber mesh and stitching which may last up to a year. 0 Most netting used with blankets is photodegradable, meaning they break down under sunlight (not UV stabilized). However, this process can take months or years even under bright sun. Once vegetation is established, sunlight does not 'reach the mesh. It is not uncommon to find non -degraded netting still in place several years after installation. This can be a problem if maintenance requires the use of mowers or ditch cleaning equipment. In addition, birds and small animals can become trapped in the netting. Maintenance Good contact with the ground must be maintained, and erosion must Standards not occur beneath the net or blanket, • Any areas of the net or blanket that are damaged or not in close contact with the ground shall be repaired and stapled. • If erosion occurs due to poorly controlled drainage, the problem shall be fixed and the eroded area protected. 4-24 Volume // — Construction Stormwater Pollution Prevention February 2005 Longitudinal Anchor Trench 'rerminal Slope and Channel Anchor Trench 4 Stake al T-5, Intervafs. 0 Check slot at 25'(7.6rn) inlarvars Isometric View Initial Channel Anchor Trench Intermittent Check Slot NOTES! 1. Chock slots to be constructed per manufacturers spccifications. 2. Staking or stapling layout per manufachuers specifications. Figure 4,4 — Channel Installation Slope surface shall be smooth before placement for proper soil contact. Stapling pattern as per manufacturer's recommendations. Min. 2' Overlap X Staple overlaps max. 5" spacing, Bring material down to a level area, (urn the end under 4- and staple at 12" intervals, Do not stretch blankets/mailings tight - allow the rolls to mold to any irregularities. For slopes less than 3HAV, rolls may be placed in horizontal strips. If there is a berm at the top of slope, anchor u pslope of the berm, Anchor in 6"x6" min. Trench and staple at 12" intervals. Min. 6" overlap. Lime, fettilize, and seed before installation. Ran6ng of shrubs, trees, etc. Should occur after Installation. Figure 4.6 — Slope Installation February 2005 Volume 11 — Construction Stormwater Pollution Prevention 4-25 Purpose To prevent coarse sediment from entering drainage systems prior to permanent stabilization of the disturbed area. Conditions of Use Where storm drain inlets are to be made operational before permanent stabilization of the disturbed drainage area. Protection should be provided for all storm drain inlets downslope and within 500 feet of a disturbed or construction area, unless the runoff that enters the catch basin will be conveyed to a sediment pond or trap. Inlet protection may be used anywhere to protect the drainage system. It is likely that the drainage system will still require cleaning. Table 4,9 lists several options for inlet protection. All of the methods for storm drain inlet protection are prone to plugging and require a high frequency of maintenance. Drainage areas should be limited to I acre or less. Emergency overflows may be required where stormwater ponding would cause a hazard. If an emergency overflow is provided, additional end -of -pipe treatment may be required. 4.82 Volume I/ – Construction Stormwater Pollution Prevention February 2005 Table 4.9 Storm Drain Inlet Protetion Applicable for Type of Inlet Emergency Paved/ Earthen Protection Overflow Surfaces Conditions of Use Drop Inlet Protection Excavated drop inlet Yes, Earthen Applicable for heavy flows. Easy protection temporary to maintain. Large area flooding will Requirement: 30'X 30'/acre occur Block and gravel drop Yes Paved or Earthen Applicable for heavy concentrated inlet protection flows. Will not pond. Gravel and wire drop No Applicable for heavy concentrated inlet protection flows. Will pond. Can withstand traffic. Catch basin filters Yes Paved or Earthen Frequent maintenance saired. Curb Inlet Protection — Curb inlet protection Small capacity Paved Used for sturdy, more compact with a wooden weir overflow installation. Block and gravel curb Yes Paved Sturdy, but limited filtration. inlet protection Culvert Inlet Protection Culvert inlet sediment 18 month expected life. trap 4.82 Volume I/ – Construction Stormwater Pollution Prevention February 2005 Design and Excavated Drop Inlet Protection - An excavated impoundment around the Installation storm drain. Sediment settles out of the stormwater prior to entering the Specifications storm drain. • Depth 1-2 ft as measured from the crest of the inlet structure. • Side Slopes of excavation no steeper than 2:1. • Minimum volume of excavation 35 cubic yards. • Shape basin to fit site with longest dimension oriented toward the longest inflow area. 0 Install provisions for draining to prevent standing water problems. • Clear the area of all debris. • Grade the approach to the inlet uniformly. • Drill weep holes into the side of the inlet, a Protect weep holes with screen wire and washed aggregate. 0 Seal weep holes when removing structure and stabilizing area. a It may be necessary to build a temporary dike to the down slope side of the structure to prevent bypass flow. Block and Gravel Filter - A barrier formed around the storm drain inlet with standard concrete blocks and gravel. See Figure 4.14. • Height I to 2 feet above inlet. ® Recess the first row 2 inches into the ground for stability. 0 Support subsequent courses by placing a 2A through the block opening. • Do not use mortar. • Lay some blocks in the bottom row on their side for dewatering the pool. • Place hardware cloth or comparable wire mesh with 1/2 -inch openings over all block openings. 0 Place gravel just below the top of blocks on slopes of 2:1 or flatter. a An alternative design is a gravel donut. 0 Inlet slope of 3:1. • Outlet slope of 2:1. • 1 -foot wide level stone area between the structure and the inlet. • Inlet slope stones 3 inches in diameter or larger. 10 Outlet slope use gravel V2- to 1/4 -inch at a minimum thickness of 1 -foot. February 2405 Volume If — Construction Stormwater Pollution Prevention 4-83 Plan View A Drain Grate.0 c10 Qat 0 o. 06 4 0 0. C5 o 6 0 Concrete 0 Block '10 00 '3 10Gravel Backfill 0 _6,'t q© 00 Section A - A Concrete Block Wire Screen or Filter Fabric Gravel Backfill Overflow Water Ponding Height ==C>j Water '77 Drop Inlet 11\\/111 X/A Notes; 1. Drop inlet sediment barriers are to be used for small, nearly level drainage areas, (less than 5%) 2. Excavate a basin of sufficient size adjacent to the drop inlet. 3. The top of the structure (ponding height) must be well below the ground elevation downslope to prevent runoff from bypassing the inlet. A temporary dike may be necessary on the dowslope side of the structure. Figure 4.14 — Block and Gravel Filter Gravel and Wire Mesh Filter - A gravel barrier placed over the top of the inlet. This structure does not provide an overflow. • Hardware cloth or comparable wire mesh with'/2-inch openings. • Coarse aggregate. • Height 1 -foot or more, 18 inches wider than inlet on all sides. • Place wire mesh over the drop inlet so that the wire extends a minimum of 1 -foot beyond each side of the inlet structure. • If more than one strip of mesh is necessary, overlap the strips. • Place coarse aggregate over the wire mesh. • The depth of the gravel should be at least 12 inches over the entire inlet opening and extend at least 18 inches on all sides. 4-84 Volume // — Construction Stormwater Pollution Prevention February 2005 Catchbasin Filters - Inserts should be designed by the manufacturer for use at construction sites. The limited sediment storage capacity increases the amount of inspection and maintenance required, which may be daily for heavy sediment loads. The maintenance requirements can be reduced by combining a catchbasin filter with another type of inlet protection. This type of inlet protection provides flow bypass without overflow and therefore may be a better method for inlets located along active rights-of- way. ® 5 cubic feet of storage. 9 Dewatering provisions. 0 High-flow bypass that will not clog under non -nal use at a construction site. a The catchbasin filter is inserted in the catchbasin just below the grating. Curb Inlet Protection with Wooden Weir — Barrier formed around a curb inlet with a wooden frame and gravel. • Wire mesh with Y2 -inch openings. • Extra strength filter cloth. • Construct a frame. • Attach the wire and filter fabric to the frame. • Pile coarse washed aggregate against wire/fabric. • Place weight on frame anchors. Block and Gravel Curb Inlet Protection — Barrier formed around an inlet with concrete blocks and gravel. See Figure 4.14. • Wire mesh with'/2-inch openings. • Place two concrete blocks on their sides abutting the curb at either side of the inlet opening. These are spacer blocks. • Place a 2x4 stud through the outer holes of each spacer block to align the front blocks. • Place blocks on their sides across the front of the inlet and abutting the spacer blocks. • Place wire mesh over the outside vertical face. • Pile coarse aggregate against the wire to the top of the barrier. Curb and Gutter Sediment Barrier — Sandbag or rock berm (riprap and aggregate) 3 feet high and 3 feet wide in a horseshoe shape. See Figure 4,16, • Construct a horseshoe shaped berm, faced with coarse aggregate if using riprap, 3 feet high and 3 feet wide, at least 2 feet from the inlet. • Construct a horseshoe shaped sedimentation trap on the outside of the berm sized to sediment trap standards for protecting a culvert inlet. February 2005 Volume // — Construction Stormwater Pollution Prevention 4-85 Maintenance • Catch basin filters should be inspected frequently, especially after Standards storm events. If the insert becomes clogged, it should be cleaned OT replaced. * For systems using stone filters: If the stone filter becomes clogged with sediment, the stones must be pulled away from the inlet and cleaned or replaced. Since cleaning of gravel at a construction site may be difficult, an alternative approach would be to use the clogged stone as fill and put fresh stone around the inlet. & Do not wash sediment into storm drains while cleaning. Spread all excavated material evenly over the surrounding land area or stockpile and stabilize as appropriate, 4-86 Volume // — Construction Stormwater Pollution Prevention February 2005 Plan View CBack of Sldewalk A Catch Basin 7— 2x4 Wood Stud Back of Curb Concrete Block Curb Inlet W X R Wire Screen r Filler Fabric A- Concrete Block W Drain Gravel Section A - A (20mm) 1/4" Drain Gravel (20mm) Ponding Height Concrete Block Ov�� xXx/ r Curb Inlet Wire Screen or Filter Fabric Catch Basin 4 Wood St (100x50 Timber Stud) NOTES: 1, Use block and gravel type sediment barrier when curb Inlet is located in gently sloping street segment, where water can pond and allow sediment to separate from runoff. 2. Barrier shall allow for overflow from severe storm event. 3. Inspect barriers and remove sediment after each storm event. Sediment and gravel must be removed from the traveled way immediately. Figure 4.15 — Block and Gravel Curb Inlet Protection February 2005 Volume /I -- Construction Stormweter Pollution Prevention 4-87 Plan View Back of Sidewalk Burlap Sacks to Catch Basin Overlap onto Curb Curb Inlet Back of Curb I IF , FI it RUNOFF RUNOFF SPILLWAY Gravel Filled Sandbags Stacked Tightly NOTES: 1. Place curb type sediment barriers on gently sloping street segments, where water can pond and allow sediment to separate from runoff, 2. Sandbags of either burlap or woven 'geotextile' fabric, are filled with gravel, layered and packed tightly. 3. Leave a one sandbag gap in the top row to provide a spillway for overflow. 4. Inspect barriers and remove sediment after each storm event. Sediment and gravel must be removed from the traveled way immediately. Ficiure 4.16 — Curb and Gutter Barrier 4-88 Volume 11— Construction Stormwater Pollution Prevention February 2005 BMP 0230: Straw Bale Barrier Purpose To decrease the velocity of sheet flows and intercept and detain small amounts of sediment from disturbed areas of limited extent, preventing sediment from leaving the site. See Figure 4.17 for details on straw bale barriers. Conditions of Use Below disturbed areas subject to sheet and rill erosion. • Straw bales are among the most used and least effective BMPs. The best use of a straw bale is hand spread on the site, • Where the size of the drainage area is no greater than 1/4 acre per 100 -feet of barrier length; the maximum slope length behind the barrier is 100 feet; and the maximum slope gradient behind the barrier is 2:1. • Where effectiveness is required for less than three months. • Under no circumstances should straw bale barriers be constructed in streams, channels, or ditches. • Straw bale barriers should not be used where rock or hard surfaces prevent the full and uniform anchoring of the barrier. Design and Bales shall be placed in a single row, lengthwise on the contour, with ends Installation of adjacent bales tightly abutting one another. Specifications All bales shall be either wire -bound or string -tied. Straw bales shall be installed so that bindings are oriented around the sides rather than along the tops and bottoms of the bales in order to prevent deterioration of the bindings. • The barrier shall be entrenched and backfilled. A trench shall be excavated the width of a bale and the length of the proposed barrier to a minimum depth of 4 inches. The trench must be deep enough to remove all grass and other material that might allow underflow. After the bales are staked and chinked (filled by wedging), the excavated soil shall be backfilled against the barrier. Backfill soil shall conform to the ground level on the downhill side and shall be built up to 4 inches against the uphill side of the barrier. • Each bale shall be securely anchored by at least two stakes or re -bars driven through the bale. The first stake in each bale shall be driven toward the previously laid bale to force the bales together. Stakes or re -bars shall be driven deep enough into the ground to securely anchor the bales. Stakes should not extend above the bales but instead should be driven in flush with the top of the bale for safety reasons. • The gaps between the bales shall be chinked (filled by wedging) with straw to prevent water from escaping between the bales. Loose straw scattered over the area immediately uphill from a straw bale barrier tends to increase barrier efficiency. Wedging must be done careftilly in order not to separate the bales. February 2045 Volume 11 — Construction Stormwater Pollution Prevention 4-89 Purpose Use of a silt fence reduces the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. See Figure 4.19 for details on silt fence construction. Conditions of Use Silt fence may be used downslope of all disturbed areas. Silt fence is not intended to treat concentrated flows, nor is it intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to a sediment pond. The only circumstance in which overland flow can be treated solely by a silt fence, rather than by a sediment pond, is when the area draining to the fence is one acre or less and flow rates are less than 0.5 cfs. • Silt fences should not be constructed in streams or used in V-shaped ditches. They are not an adequate method of silt control for anything deeper than sheet or overland flow, Joints in filter fabric shall be spliced at posts Use staples, wire rings or equivalent to attach fabric to posts 2"x2" by 14 Ga. wire or equivalent, it standard strength fabric used Filter taladc max Minimum 4'W" trench Backfill trench with native soil Post spacing may be increased or 3/4"-1.5" washed gravel to 8' it wire backing is used 2"x2' wood posts, steel fence posts, or equivalent Figure 4.19 — Silt Fence Design and • Drainage area of I acre or less or in combination with sediment basin Installation in a larger site, Specifications ® Maximum slope steepness (normal (perpendicular) to fence line) 1:1. • Maximum sheet or overland flow path length to the fence of 100 feet. • No flows greater than 0.5 cfs. • The geotextile used shall meet the following standards. All geotextile properties listed below are minimum average roll values (i.e., the test result for any sampled roll in a lot shall meet or exceed the values shown in Table 4.10): 4-94 Volume 11— Construction Stormwater Pollution Prevention February 2005 Table 4.10 Geotextile Standards Polymeric Mesh AOS 0.60 mm maximum for slit film wovens (930 sieve). 0.30 (ASTM D4751) nim maximum for all other geotextile types (950 sieve). 0.15 mm minimum for all fabric types (#100 sieve). Water Permittivity 0,02 sec' minimum (ASTM D4491) Grab Tensile Strength 180 lbs. Minimum for extra strength fabric, (ASTM D4632) 100 lbs minimum for standard strength fabric. Grab Tensile Strength 30% maximum (ASTM D4632) Ultraviolet Resistance 70% minimum (ASTM D4355) • Standard strength fabrics shall be supported with wire mesh, chicken wire, 2 -inch x 2 -inch wire, safety fence, or jute mesh to increase the strength of the fabric. Silt fence materials are available that have synthetic mesh backing attached. • Filter fabric material shall contain ultraviolet ray inhibitors and stabilizers to provide a minimum of six months of expected usable construction life at a temperature range of 0°F, to 120°F. • 100 percent biodegradable silt fence is available that is strong, long lasting, and can be left in place after the project is completed, if permitted by local regulations. • Standard Notes for construction plans and specifications follow. Refer to Figure 4.19 for standard silt fence details. The contractor shall install and maintain temporary silt fences at the locations shown in the Plans. The silt fences shall be constructed in the areas of clearing, grading, or drainage prior to starting those activities. A silt fence shall not be considered temporary if the silt fence must function beyond the life of the contract. The silt fence shall prevent soil carried by runoff water from going beneath, through, or over the top of the silt fence, but shall allow the water to pass through the fence. The minimum height of the top of silt fence shall be 2 feet and the maximum height shall be 2Yz feet above the original ground surface, The geotextile shall be sewn together at the point of manufacture, or at an approved location as determined by the Engineer, to form geotextile lengths as required, All sewn seams shall be located at a support post. Alternatively, two sections of silt fence can be overlapped, provided the Contractor can demonstrate, to the satisfaction of the Engineer, that the overlap is long enough and that the adjacent fence sections are close enough together to prevent silt laden water from escaping through the fence at the overlap. February 2005 — Volume 11— Construction Stormwater Pollution Prevention 4-95 The geotextile shall be attached on the up-slope side of the posts and support system with staples, wire, or in accordance with the manufacturer's recommendations. The geotextile shall be attached to the posts in a manner that reduces the potential for geotextile tearing at the staples, wire, or other connection device. Silt fence back-up support for the geotextile in the form of a wire or plastic mesh is dependent on the properties of the geotextile selected for use. If wire or plastic back-up mesh is used, the mesh shall be fastened securely to the up-slope of the posts with the geotextile being up-slope of the mesh back-up support. The geotextile at the bottom of the fence shall be buried in a trench to a minimum depth of 4 inches below the ground surface. The trench shall be backfilled and the soil tamped in place over the buried portion of the geotextile, such that no flow can pass beneath the fence and scouring can not occur. When wire or polymeric back-up support mesh is used, the wire or polymeric mesh shall extend into the trench a minimum of 3 inches. The fence posts shall be placed or driven a minimum of 18 inches. A minimum depth of 12 inches is allowed if topsoil or other soft subgrade soil is not present and a minimum depth of 18 inches cannot be reached. Fence post depths shall be increased by 6 inches if the fence is located on slopes of 3:1 or steeper and the slope is perpendicular to the fence. If required post depths cannot be obtained, the posts shall be adequately secured by bracing or guying to prevent overturning of the fence due to sediment loading. Silt fences shall be located on contour as much as possible, except at the ends of the fence, where the fence shall be turned uphill such that the silt fence captures the runoff water and prevents water from flowing around the end of the fence. If the fence must cross contours, with the exception of the ends of the fence, gravel check dams placed perpendicular to the back of the fence shall be used to minimize concentrated flow and erosion along the back of the fence, The gravel check dams shall be approximately 1 - foot deep at the back of the fence. It shall be continued perpendicular to the fence at the same elevation until the top of the check dam intercepts the ground surface behind the fence. The gravel check dams shall consist of crushed surfacing base course, gravel backfill for walls, or shoulder ballast, The gravel check dams shall be located every 10 feet along the fence where the fence must cross contours. The slope of the fence line where contours must be crossed shall not be steeper than 3:1. Wood, steel or equivalent posts shall be used. Wood posts shall have minimum dimensions of 2 inches by 2 inches by 3 feet minimum length, and shall be free of defects such as knots, splits, or gouges. 4-96 Volume // — Construction Stormwater Pollution Prevention February 2006 Steel posts shall consist of either size No. 6 rebar or larger, ASTM A 120 steel pipe with a minimum diameter of 1 -inch, U, T, L, or C shape steel posts with a minimum weight of 1.35 lbs./ft. or other steel posts having equivalent strength and bending resistance to the post sizes listed. The spacing of the support posts shall be a maximum of 6 feet. Fence back-up support, if used, shall consist of steel wire with a maximum mesh spacing of 2 inches, or a prefabricated polymeric mesh. The strength of the wire or polymeric mesh shall be equivalent to or greater than 180 lbs. grab tensile strength. The polymeric mesh must be as resistant to ultraviolet radiation as the geotextile it supports. Silt fence installation using the slicing method specification details follow. Refer to Figure 4.20 for slicing method details, The base of both end posts must be at least 2 to 4 inches above the top of the silt fence fabric on the middle posts for ditch checks to drain properly. Use a hand level or string level, if necessary, to mark base points before installation. Install posts 3 to 4 feet apart in critical retention areas and 6 to 7 feet apart in standard applications. Install posts 24 inches deep on the downstream side of the silt fence, and as close as possible to the fabric, enabling posts to support the fabric from upstream water pressure. Install posts with the nipples facing away from the silt fence fabric. Attach the fabric to each post with three ties, all spaced within the top 8 inches of the fabric. Attach each tie diagonally 45 degrees through the fabric, with each puncture at least I inch vertically apart. In addition, each tie should be positioned to hang on a post nipple when tightening to prevent sagging. Wrap approximately 6 inches of fabric around the end posts and secure with 3 ties. No more than 24 inches of a 36 -inch fabric is allowed above ground level. The rope lock system must be used in all ditch check applications. The installation should be checked and corrected for any deviation before compaction. Use a flat -bladed shovel to tuck fabric deeper into the ground if necessary. Compaction is vitally important for effective results. Compact the soil immediately next to the silt fence fabric with the front wheel of the tractor, skid steer, or roller exerting at least 60 pounds per square inch. Compact the upstream side first and then each side twice for a total of four trips. February 2005 --- - - Volume // — Construction Stormwater Pollution Prevention 4-97 Maintenance Standards • Any damage shall be repaired immediately. • If concentrated flows are evident uphill of the fence, they must be intercepted and conveyed to a sediment pond. • It is important to check the uphill side of the fence for signs of the fence clogging and acting as a barrier to flaw and then causing channelization of flows parallel to the fence. If this occurs, replace the fence or remove the trapped sediment, • Sediment deposits shall either be removed when the deposit reaches approximately one-third the height of the silt fence, or a second silt fence shall be installed. • If the filter fabric (geotextile) has deteriorated due to ultraviolet breakdown, it shall be replaced. ponean®hotght POST SPACINOt max 24^ T-max an span runs s' max. an p"Ung arena Attach fabric to upefr-bm Nat of part PL.OYY-----*> Orris a each skis of ►037 DEPTHt -11b fens* 2 M A atxae ,+ As much 6atoW around Wtnt davlee 00mu" as fabrte *bow around 60 P.M. or Qnow ■ ,rarrrrrr.�-:,rriirxrrrr r,. �tia'li3`3�Itii 41. Rog of Silt fence tfarftor" ctdw point blade (76 mm Md" f 11 a mm w+ tl Pnat tried after compact on F•baic abom Sgt Fence Wound 2M300mm Compt•tad 1tbt61v0on Figure 4.20 — Silt Fence Installation by Slicing Method 4-98 Volume !I — Construction 5tormwater Pollution Prevention February 2005 00%0pactle" 1/om ..t.�V.o.'f..�compo No mra than 24eof a 36' fabric is allowed above ground. ■ ,rarrrrrr.�-:,rriirxrrrr r,. �tia'li3`3�Itii 41. Rog of Silt fence tfarftor" ctdw point blade (76 mm Md" f 11 a mm w+ tl Pnat tried after compact on F•baic abom Sgt Fence Wound 2M300mm Compt•tad 1tbt61v0on Figure 4.20 — Silt Fence Installation by Slicing Method 4-98 Volume !I — Construction 5tormwater Pollution Prevention February 2005 Stormwater Pollution Prevention Plan The following includes a list of possible alternative BMPs for each of the 12 elements not described in the main SWPPP text. This list can be referenced in the event a BMP for a specific element is not functioning as designed and an alternative BMP needs to be implemented. Element #1 - Mark Clearing Limits Element #2 - Establish Construction Access Element #3 - Control Flow Rates Element #4 - Install Sediment Controls Advanced BMPs: Element #5 - Stabilize Soils Element #6 - Protect Slopes Element #8 - Stabilize Channels and Outlets Element #10 - Control Dewatering Additional Advanced BMPs to Control Dewatering: Construction Storinwater Chemical Treatment (BMP 0250) 27 Stormwater Pollution Prevention Plan Appendix D — General Permit 29 WAIS -12581& Waterfront Development Project Ph I Railroad Ave & Oak St Part Angeles Clallam Issuance Date: December i, 2010 Effective Date: January 1, 2011 Expiration Date: December 31, 2015 National Pollutant Discharge Elimination System, (NPDES) and State Waste Discharge General Permit for Stormwater Discharges Associated with Construction Activity State of Washington Department of Ecology Olympia, Washington 98504 In compliance with the provisions of Chapter 90.48 Revised Code of Washington (State of Washington Water Pollution Control Act) and Title 33 United States Code, Section 1251 et seq. The Federal Water Pollution Control Act (The Clean Water Act) Until this permit expires, is modified or revoked, Permittees that have properly obtained coverage under this general pernift are authorized to discharge inaccurdance with the special and general conditions that follow. ZiSguzeZwffid, P .E., P.G. ater Quality jrogram Manager Washington State Department of Ecology LIST ()F7ABLB8 .— 3 SPECIAL CONDITIONS ^----^'^'—''~-----------^^^^--------.--..--.5 ......................................................................................................... 30 G1. 8I. PERMIT COVERAGE ................................................................. 02. SIGNATORY aEVuuuEmuEN/S--..-------..~..—.,..---^..-----...30 ----------~—�5 G3. 52. APPLICATION REQUIREMENTS ................... ............................................................... 8 S3. COMPLIANCE WITH STANDARDS Q5. REVOCATION OF COVERAGE UNDER THE PERMIT ............................................. ............................................................. (f0. S4. MONITORING REQUIREMENTS l2 COMPLIANCE WITH OTHER LAWS AND STATUTES ............................................. ................................................................................. (]8. S5. REPORTING AND fUlCO/RDKE3ByDV(]REQUIREMENTS ......... ............................... l9 S6. PERMIT FEES —^-----^------^^^~'----'^^^'-----.....--...--'22 {}9. S7. SOLID AND LIQUID WASTE DISPOSAL ........ ........................................................... 22 O8. DISCHARGES TO 303(D) ()R7lNI}LWATER BODIES ... ........................................... 22 S9. STORMWATER. POLLUTION PLAN ....................... ........................... %6 3g {313. ADDITIONAL MONITORING ........................................................................................ GENERAL CONDITIONS ......................................................................................................... 30 G1. DISCHARGE VIOLATIONS ........................................... .................... ............... .......... 30 02. SIGNATORY aEVuuuEmuEN/S--..-------..~..—.,..---^..-----...30 G3. RIGHT (}FINSPECTION AND fONTtY—...................................................................... 37 G4, GENERAL PERMIT MODIFICATION AND REVOCATION ..................................... .37 Q5. REVOCATION OF COVERAGE UNDER THE PERMIT ............................................. 37 (f0. REPORTING ACAXJSE FOR MODIFICATION ............................................................ 38 07- COMPLIANCE WITH OTHER LAWS AND STATUTES ............................................. 38 (]8. DUTY T0REAPPLY ....................................................................................................... 38 {}9. TRANSFER ()FGENERAL PERMIT COVERAGE ....................................................... 30 GI(l REMOVED SUBSTANCES ...................... ....................... .............................................. 99 GI 1, DUTY T0PROVIDE INFORMATION ..................................... ...................... .............. 39 (S12. OTHER REQUIREMENTS ()F4OCFR ..................................... ..................................... 3g {313. ADDITIONAL MONITORING ........................................................................................ 99 G14. PENALTIES FOR VIOLATING PERMIT CONDITIONS ............................... ............. 40 ConxtructionStonnvate, General Permit — December 1,20/0 (316. PROPERTY RIGHTS ..................................... .................................................................. 40 (}lT DUTY IDCOMPLY ............. .—... ................................................................................ 40 (f18. TOXIC POLLUTANTS ............... ...................... .^.............................................. ... ...... 4} G19. PENALTIES FOR TAMPERING.. ... —........................................................................... 4l (}20REPORTING PLANNED CHANGES ........... ............................................................... 4l G2 1. REPORTING OTHER -------..--..—.--.—.......--.—.... 42 G22. REPORTING ..................................................... 42 G23. REQUESTS TOBBEXCLUDED FROM COVERAGE UNDER THE PERMIT ......... 42 (324. APPEALS ............................................................. ............................................................ 4Z G25. SEVERABILJTY.,,_--.----....--------,.---------.—.---,. 43 G26BYPASS PROHIBITED ........ ................................... ................................. ..................... 43 APPENDIXA— DEFINITIONS ............................................................... ...... ........................... 46 Table 1. Summary ufPermit Report Submittals ....................................................................... 4 Table 2. Surnmary of Required On-site Documentation --~----------.---.--.4 Table 3, Surninary of Primary Monitoring Requirements ............................ —...................... lZ Table 4. Monitoring and Reporting Requirements —.....------.........-----'lO Table 5. Turbidity, Fine Sediment 8tPhosphorus Sampling and Limits for 3O36U-7jmtud-24 Construction Sto/nn*oterGeneral Permit — December l, 2010 SUMMARY OF PERMIT REPORT SUBMITTALS Refer to the Special and General Conditions within this permit for additional submittal requirements. Appendix A provides a list of definitions. Appendix B provides a list of acronyms. Table 1. Summary of Permit Report Submittals Permit '0 Section Submittal M a' Ftoquency First Submittal Dato S 5. EAa and High Turbidity/Transparency one As Necessary Within 24 hours S8 Reporting S5.13 Discharge Monitoring Report Monthly* Within 15 days of applicable monitoring S5.P and Noncompliance Notification As necessary _R eriodtEl� Immediately�� S8 S5T_ Noncompliance Notification — As necessaryWithin 5 Days of —non - Written Report compliance G2. Notice of Change in Authorization As necessary Permit Application for Substantive As necessary Changes to the Discharge G8. Application for Permit RenewalI/permit cycle No later than 180 days before expiration Gq. Notice of Permit Transfer jAs necessary --6-20 Notice of Planned Changes As necessary :G!22, �Reorflt.ln Anticipated Non- 0As necessary compliance ompliance SPECIAL NOTE: *Permittees must submit Discharge Monitoring Reports (DMRs) to the Washington State Department of Ecology monthly, regardless of site discharge, for the full duration of permit coverage. Refer to Section 55.13 of this General Permit for more specific information regarding DMRs. Table 2. Summary of Required On-site Documentation Construction Stormwater General Permit — December 1, 2010 Page 4 SPECIAL CONDITIONS S1, PERMIT COVERAGE A. Permit Area This Construction Stormwater General Permit (CSWGP) covers all areas of Washington State, except for federal and Tribal lands as specified in Special Condition S I -E-3. B. Operators Re wired to Seek Coverage Under thi,enei al Permit I. Operators of the following construction activities are required to seek coverage under this CSWGP: a. Clearing, grading and/or excavation that results in the disturbance of one or more acres and discharges storinwater to surface waters of the State; and clearing, grading and/or excavation on sites smaller than one acre that are part of a larger common plan of development or sale, if the common plan of development 0Y• sale will ultimately disturb one acre or more and discharge stormwater to surface waters of the State, i. This includes forest practices (including, but not limited to, class TV conversions) that are part of a construction activity that will result in the disturbance of one or more acres, and discharge to surface waters of the State (that is, forest practices that prepare a site for construction activities); and b. Any size construction activity discharging stormwater to waters of the State that the Department of Ecology ( "Ecology-): i. Deten-nines to be a significant contributor of pollutants to waters of the State of Washington. ii. Reasonably expects to cause a violation of any water quality standard Operators of the following activities are not required to seek coverage under this CSWGP (Unless specifically required under Special Condition S I.B. Lb, above): a. Construction activities that discharge all stormwater and non-stormwater to ground water, sanitary sewer, or combined sewer, and have no point source discharge to either surface water or a storm sewer system that drains to surface waters of the State. b. Construction activities covered under an Erosivity Waiver (Special Condition S2.C). C. Routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility. Construction StOrmwater General Permit — December 1, 2010 Page 5 C, Authorised 5t_tormwater Associated with Construction A " "Y" - Subject to compliance with the terms and conditions of this permit, Permittees are authorized to discharge stormwater associated with construction activity to surface waters of the State or to a Storm sewer system that drains to surface waters of the State, (Note that "surface waters of the State" may exist on a construction site as well as off site; for example, a creek running through a site,) 2. Storm materAssociated with Construction .5upport ketivAy. This permit also authorizes stonriwater discharge from support activities related to the permitted construction site (for example, an on-site portable rock crusher, off-site equipment staging yards, material storage areas, borrow areas, etc.) provided: a. The support activity relates directly to the permitted construction site that is required to have a NPDES permit; and b. The support activity is not a commercial operation serving multiple unrelated construction projects, and does not operate beyond the completion of the construction activity; and C. Appropriate controls and measures are identified in the Storrawater Pollution Prevention Plan (SWPPP) for the discharges from the support activity areas. 3. Non to :Snnwater Discharges, The categories and sources of non-storrawater discharges identified below are authorized conditionally, provided the discharge is consistent with the terms and conditions of this permit: a. Discharges from fire -fighting activities, b. Fire hydrant system flushing, c, Potable water, including uncontaminated water line flushing, d. Pipeline hydrostatic test water. e. Uncontaminated air conditioning or compressor condensate. f Uncontaminated ground water or spring water, g. Uncontaminated excavation dewatering water (in accordance with S9.D. 10). li. Uncontaminated discharges from foundation or footing drains. i. Water used to control dust. Permittees must minimize the amount of dust control water used. j. Routine external building wash down that does not use detergents. k. Landscape irrigation water. The SWPPP must adequately address all authorized non-stormwater discharges, except for discharges from fire -fighting activities, and must comply with Special Construction Stormwater General Permit — December 1, 2010 Page 6 Condition S3. At a minimum, discharges from potable water (including water line flushing), fire hydrant system flushing, and pipeline hydrostatic test water must undergo the following: dechlorination to a concentration of 0.1 parts per million (ppm) or less, and pH adjustment to within 6.5 — 8.5 standard units (su), if necessary, D. Prohibited Di-s—char&es: The following discharges to waters of the State, including ground water, are prohibited. 1. Concrete wastewater, 2. Wastewater from washout and clean-up of stucco, paint, form release oils, curing compounds and other construction materials. 3. Process wastewater as defined by 40 Code of Federal Regulations (CFR) 122.1 (see Appendix A of this permit), 4. Slurry materials and waste fiom shaft drilling. 5. Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance, 6. Soaps or solvents used in vehicle and equipment washing. 7. Wheel wash wastewater, unless discharged according to Special Condition S9.D.9.d. 8. Discharges from dewatering activities, including discharges from dewatering of trenches and excavations, unless managed according to Special Condition S9.D.10. E. Limits on Coverage Ecology may require any discharger to apply for and obtain coverage under an individual permit or another more specific general permit. Such alternative coverage will be required when Ecology determines that this CSWGP does not provide adequate assurance that water quality will be protected, or there is a reasonable potential for the project to cause or contribute to a violation of water quality standards. The following stormwater discharges are not covered by this permit: 1. Post -construction stormwater discharges that originate from the site after completion of construction activities and the site has undergone final stabilization, 2. Non -point source silvicultural activities such as nursery operations, site preparation, reforestation and subsequent cultural treatment, thinning, prescribed burning, pest and fire control, harvesting operations, surface drainage, or road construction and maintenance, from which there is natural runoff as excluded in 40 CFR Subpart 122, 3. Storinwater from any federal project or project on federal land or land within an Indian Reservation except for the Puyallup Reservation. Within the Puyallup Construction Stormwater General Permit — Decenibet� 1, 2010 Page 7 Reservation, any project that discharges to surface water on land held in trust by the federal government may be covered by this permit. 4. Stormwater from any site covered under an existing NPDES individual permit in which stormwater management and/or treatment requirements are included for all stormwater discharges associated with construction activity, 5. Stormwater from a site where an applicable Total Maximum Daily Load (TMDL) requirement specifically precludes or prohibits discharges from construction activity. S2. APPLICATION REQUIREMENTS A. Permit Application Forms 1. Notice of Intent Formjimplini-, a. Operators of new or previously unpermitted construction activities must submit a complete and accurate permit application (Notice of Intent, or NOI) to Ecology, b. The operator must submit the NOI at least 60 days before discharging stormwater from construction activities and must submit it on or before the date of the first public notice (see Special Condition S2.B below for details). The 30 -day public comment period required by WAC 173-226-130(5) begins on the publication date of the second public notice, Unless Ecology responds to the complete application in writing, based on public comments, or any other relevant factors, coverage under the general permit will automatically commence on the thirty-first day following receipt by Ecology of a completed NOI, or the issuance date of this permit, whichever is later, unless Ecology specifies a later date in writing. c. Applicants who propose to discharge to a storm or sewer system operated by Seattle, King County, Snohomish County, Tacoma, Pierce County, or Clark County must also submit a copy of the NOI to the appropriate jurisdiction, d. If an applicant intends to use a Best Management Practice (BMP) selected on the basis of Special Condition S9.C.4 ("demonstrably equivalent" BMPs), the applicant must notify Ecology of its selection as part of the NOI. In the event the applicant selects BMPs after submission of the NOI, it must provide notice of the selection of an equivalent BMP to Ecology at least 60 days before intended use of the equivalent BMP. e. Permittees must notify Ecology regarding any changes to the information provided on the NOI by submitting an updated NOI, Examples of such changes include, but are not limited to, i. changes to the Permittee's mailing address, ii. changes to the on-site contact person information, and Construction Stormwater General Permit — December 1, 2010 Page 8 iii. changes to the area/acreage affected by construction activity, 2. Transfer of Coverage Form _ The Permittee can transfer current coverage under this permit to one or more new operators, including operators of sites within a Common Plan of Development, provided the Permittee submits a Transfer of Coverage Form in accordance with General Condition G9. Transfers do not require public notice. B. Public Notice For new or previously unpormitted construction activities, the applicant must publish a public notice at least one time each week for two consecutive weeks, at least 7 days apart, in a newspaper with general circulation in the county where the construction is to take place. The notice must contain: 1, A statement that "The applicant is seeking coverage under the Washington State Department of Ecology's Construction Stormwater NPDES and State Waste Discharge General Permit," 2. The name, address and location of the construction site. I The name and address of the applicant. 4. The type of construction activity that will result in a discharge (for example, residential construction, commercial construction, etc.), and the number of acres to be disturbed. 5. The name of the receiving water(s) (that is, the surface water(s) to which the site will discharge), or, if the discharge is through a storm sewer system, the name of the operator of the system, 6. The statement: "Any persons desiring to present their views to the Washington State Department of Ecology regarding this application, or interested in Ecology's action on this application, may notify Ecology in writing no later than 30 days of the last date of publication of this notice. Ecology reviews public comments and considers whether discharges from this project would cause a measurable change in receiving water quality, and, if so, whether the project is necessary and in the overriding public interest according to Tier II antidegradation requirements under WAC 173-201A-320, Comments can be submitted to: Department of Ecology, P.O. Box 47696, Olympia, WA 98504-7696 Attn: Water Quality Program, Construction Stormwater." Construction Stormwater General Permit —.December 1, 2010 Page 9 C. LQsivitWaive Construction site operators may qualify for an erosivity waiver from the CSWGP if the following conditions are met: The site will result in the disturbance of fewer than 5 acres and the site is not a portion of a common plan of development or sale that will disturb 5 acres or greater, 2. Calculation of Erosivity "R" Factor and Regional Timeframe: a. The project's rainfall erosivity factor ("R" Factor) must be less than 5 during the period of construction activity, as calculated using either the Texas A&M University online rainfall erosivity calculator at: hUt or EPA's calculator at httj.) /c pub.eaaoy/iI -in water/] eA,/f e�vcalcu latol. cf,11 // des/stoi The period Of construction activity starts when the land is first disturbed and ends with final stabilization. In addition: b. The entire period of construction activity must fall within the following timeframes: i. For sites west of the Cascades Crest: June 15 — September 15, ii. For sites east of -the Cascades Crest, excluding the Central Basin: June 15 — October 15, iii, For sites east of the Cascades Crest, within the Central Basin: no additional timeframe restrictions apply, The Central Basin is defined as the portions of Eastern Washington with mean annual precipitation of less than 12 inches. For a map of the Central Basin (Region 2), refer to h w�v—W - e c Y —%v, a, 2 y/ I)Lib /cc p70202.f. . _�l I Construction site operators must submit a complete Erosivity Waiver certification form at least one week before disturbing the land, Certification must include statements that the operator will: a. Comply with applicable local stormwater requirements; and b. Implement appropriate erosion and sediment control BMPs to prevent violations of water quality standards. 4. This waiver is not available for facilities declared significant contributors of pollutants as defined in Special Condition S I.B. Lb, 5. This waiver does not apply to construction activities which include non- stormwater discharges listed in Special Condition S I.C.3. 6. If construction activity extends beyond the certified waiver period for any reason, the operator must either: a, Recalculate the rainfall erosivity "R" factor using the original start date and a new projected ending date and, if the "R" factor is still under 5 and the entire Construction Stormwater General Permit — December 1, 2010 Page 10 project falls within the applicable regional timeframe in Special Condition S2.C-2.b, complete and submit an amended waiver certification form before the original waiver expires; or b. Submit a Complete Permit application to Ecology in accordance with Special Condition S2,A and B before the end of the certified waiver period. S3, COMPLIANCE WITH STANDARDS A. Discharges must not cause or contribute to a violation of surface water quality standards (Chapter 173-201A WAC), ground water, quality standards (Chapter 173-200 WAC), sediment management standards (Chapter 173-204 WAC), and human health - based criteria in the National Toxics Rule (40 CFR Part 131.36). Discharges not in compliance with these standards are not authorized. B. Prior to the discharge of stormwater and non-stormwater to waters of the State, the I'Crinittee must apply all known, available, and reasonable methods of Prevention, control, and treatment (AKART), This includes the preparation and implementation of an adequate Stormwater Pollution Prevention Plan (SWPPP), with all appropriate BMPs installed and maintained in accordance with the SVVPPP and the terms and conditions of this permit, C. Ecology presumes that a Permittee complies with water quality standards unless discharge monitoring data or other site-specific information demonstrates that a discharge causes or contributes to a violation of water quality standards, when the Perin'ttee Complies with the following conditions. The Pen-nittee must fully: I. Comply with all permit conditions, including planning, sampling, monitoring, reporting, and recordkeeping conditions. 2. Implement stormwater BMPs contained in stormwater management manuals published or approved by Ecology, or BMPs that are demonstrably equivalent to BMPs contained in stormwater technical manuals published or approved by Ecology, including the proper selection, implementation, and maintenance of all applicable and appropriate BMPs for on-site pollution control. (For purposes of this section, the stormwater manuals listed in Appendix 10 of the Phase I Municipal Stormwater Permit are approved by Ecology.) D. Where construction sites also discharge to ground water, the ground water discharges must also meet the terms and conditions of this CSWGP, Pen-nittees who discharge to ground water through an injection well must also comply with any applicable requirements of the Underground Injection Control (UIC) regulations, Chapter 173-218 WAC. Construction Stormwater General Permit — December 1, 2010 Page I I S4. MONITORING RE' QUIREMENTS, BENCHMARKS AND REPORTING TRIGGERS Table 3. Summary of Primary Monitoring Requirements Size of SoilWe.6 kly Site Weekly Weekly .Weekly pH„ . . ,..Requires Disibr66rcelnspectionsSanplin9 WI Sarnp!hOWl: Sampling2 jESCC', Turbidit'ansparency Tr �Certification? me ter Tube Sites that disturb Requireuire d Not Required Not Required Not Required No less than 1 acre, but are part of a larger Common Plan of Development Sites Sites that disturb 1 Required Sampling Required — Required Yes acre or more, but either method' 5 acres fewer than Sites that disturb 6 Required Required Not Required Required Yes tor more A. Site Log Book The Permittee must maintain a site log book that contains a record of the implementation of the SWPPP and other permit requirements, including the installation and maintenance of BMPs, site inspections, and stormwater monitoring. B. Site InVgctions The Pennittee's (operator's) site inspections must include all areas disturbed by construction activities, all BMPs, and all stormwater discharge points. (See Special Conditions S43.3 and BA below for detailed requirements of the Permittee's Certified Erosion and Sediment Control Lead [CESCL]), ' Soil disturbance is calculated by adding together all areas affected by construction activity. Construction activity means clearing, grading, excavation, and any other activity that disturbs the surface of the land, including ingresslegress from the site, 2 If construction activity results in the disturbance of I acre or more, and involves significant concrete work (I,000 cubic yards of poured or recycled concrete over the life of a project) or the use of engineered soils (soil amendments including but not limited to Portland cement -treated base [CTBJ, cement kiln dust [CKD], or fly ash), and stormwater from the affected area drains to surface waters of the State or to a storm sewer stormwater collection system that drains to other surface waters of the State, the Permittee must conduct pH monitoring sampling in accordance with Special Condition 54.1). 3 Sites with one or more acres, but fewer than 5 acres of soil disturbance, must conduct turbidity or transparency sampling in accordance with Special Condition S4,C. ' Sites equal to or greater than 5 acres of soil disturbance must conduct turbidity sampling using a turbidity meter in accordance with Special Condition S4,C. Construction Stormwater General Permit —December 1, 2010 Page 12 Construction sites one acre or larger that discharge stormwater to surface waters of the State must have site inspections conducted by a certified CESCL Sites less than one acre may have a person without CESCL certification conduct inspections; sampling is not required on sites that disturb less than an acre. L The Permittee must examine stormwater visually for the presence of suspended sediment, turbidity, discoloration, and oil sheen. The Permittee must evaluate the effectiveness of BMPs and determine if it is necessary to install, maintain, or repair BMWs to improve the quality of stormwater discharges. Based on the results of the inspection, the Permittee must correct the problems identified by: a. Reviewing the SWPPP for compliance with Special Condition S9 and making appropriate revisions within 7 days of the inspection. b. Immediately beginning the process of fully implementing and maintaining appropriate source control and/or treatment BMPs as soon as possible, addressing the problems no later than within 10 days of the inspection. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when an extension is requested by a Permittee within the initial 10 -day response period. c. Documenting BMP implementation and maintenance in the site log book. 2. The Permittee must inspect all areas disturbed by construction activities, all BMPs, and all stormwater discharge points at least once every calendar week and within 24 hours of any discharge from the site. (For purposes of this condition, individual discharge events that last more than one day do not require daily inspections. For example, if a stormwater pond discharges continuously over the course of a week, only one inspection is required that week.) The Permittee may reduce the inspection frequency for temporarily stabilized, inactive sites to once every calendar month. 3. The Permittee must have staff knowledgeable in the principles and practices of erosion and sediment control. The CESCL (sites one acre or more) or inspector (sites less than one acre) must have the skills to assess the: a. Site conditions and construction activities that could impact the quality of stormwater, and b. Effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges, 4. The SWPPP must identify the CESCL or inspector, who must be present on site or on-call at all times. The CESCL must obtain this certification through an approved erosion and sediment control training program that meets the minimum training standards established by Ecology (see BMP 0160 in the manual referred to in Special Condition S9.C. I and 2). Construction stormwater General Permit — December 1, 2010 Page 13 5. The Permittee must summarize the results of each inspection in an inspection report or checklist and enter the report/checklist into, or attach it to, the site log book. At a minimum, each inspection report or checklist must include: a. Inspection date and time. b. Weather information, the general conditions during inspection and the approximate amount of precipitation since the last inspection, and precipitation within the last 24 hours. c. A summary or list of all implemented BMPs, including observations of all erosion/sediment control structures or practices, d. A description of the locations: i, Of BMPs inspected. ii. Of BMPs that need maintenance and why. iii, Of BMPs that failed to operate as designed or intended, and iv, Where additional or different BMPs are needed, and why. e. A description of stormwater discharged from the site, The Permittee must note the presence of suspended sediment, turbidity, discoloration, and oil sheen, as applicable. f. Any water quality monitoring performed during inspection. g. General comments and notes, including a brief description of any BMP repairs, maintenance or installations made following the inspection. h. A summary report and a schedule of implementation of the remedial actions that the Permittee plans to take if the site inspection indicates that the site is out of compliance. The remedial actions taken must meet the requirements of the SWPPP and the permit. i. The name, title, and signature of the person conducting the site inspection, a phone number or other reliable method to reach this person, and the following statement: "I certify that this report is true, accurate, and complete to the best of my knowledge and belief," C. TurbidityaransparenZi Sampling Requirements 1, Sampling Methods a. If construction activity involves the disturbance of 5 acres or more, the Permittee must conduct turbidity sampling per Special Condition S4.C. b. If construction activity involves I acre or more but fewer than 5 acres of soil disturbance, the Permittee must conduct either transparency sampling or turbidity sampling per Special Condition S4.C. Construction Slormwater General Permit — December 1, 2010 Page 14 2. Sampling Frequency a, The Permittee must sarnple all discharge locations at least once every calendar week when stormwater (or authorized non-stormwater) discharges from the site or enters any on-site surface waters of the state (for example, a creek running through a site). b. Samples must be representative of the flow and characteristics of the discharge. c. Sampling is not required when there is no discharge during a calendar week, d. Sampling is not required outside of normal working hours or during unsafe conditions. e. If the Permittee is unable to sample during a monitoring period, the Permittee must include a brief explanation in the monthly Discharge Monitoring Report (DMR). f Sampling is not required before construction activity begins, 3, Sampling Locations a. Sampling is required at all points where stormwater associated with construction activity (or authorized non-stoniiwater) is discharged off site, including where it enters any on-site surface waters of the state (for example, a creek running through a site), b, The Permittee may discontinue sampling at discharge points that drain areas of the project that are fully stabilized to prevent erosion. c. The Permittee must identify all sampling point(s) on the SWPPP site map and clearly mark these points in the field with a flag, tape, stake or other visible marker. d. Sampling is not required for discharge that is sent directly to sanitary or combined sewer systems. 4. Sampling and Analysis Methods a. The Permittee performs turbidity analysis with a calibrated turbidity meter (turbidimeter) either on site or at an accredited lab, The Permittee must record the results in the site log book in nephelometric turbidity units (NTU), b. The Permittee performs transparency analysis on site with a 1'/ -inch - diameter, 60 -centimeter (cm) -long transparency tube, The Permittee will record the results in the site log book in centimeters (cm). Transparency tubes are available from: ha ://writei•iiionitoi-in�equit),coiii/ -Cam.11tini. —pazes/�ti Construction Stormwater General Permit — Deceniber 1, 2010 Page 15 Table 4. Monitoring and Reporting Requirements .Parameter Unit Analytical Method. ..Sampling Benchmark.: Phone, Frequency V i. a ue., Reporting,: Trigger Value Turbidity NTU SM2130 or EPA Weekly, if 25 - NTU 250 NTU 180.1 discharging Transparency cm Manufacturer Weekly, if 33 cm 6 cm instructions, or discharging Ecology guidance 5. Turbidity/Transparency Benchmark Values and Reporting Triggers, The benchmark value for turbidity is 25 NTU or less. The benchmark value for transparency is 33 centimeters (cm). Note: Benchmark values do not apply to discharges to segments of water bodies on Washington State's 303(d) list (Category 5) for turbidity, fine sediment, or phosphorus; these discharges are subject to a numeric effluent limit for turbidity, Refer to Special Condition S8 for more information. a. Turbiditv26-24QNTU nrTransparency 3,2-7em: If the discharge turbidity is 26 to 249 NTU; or if discharge transparency is less than 33 cm, but equal to or greater than 6 cm, the Permittee must: i. Review the SWPPP for compliance with Special Condition S9 and make appropriate revisions within 7 days of the date the discharge exceeded the benchmark, ii. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible, addressing the problems within 10 days of the date the discharge exceeded the benchmark, If installation of necessary treatment BNMS is not feasible within 10 days, Ecology may approve additional time when the Permittee requests an extension within the initial I0 -day response period. iii. Document BMP implementation and maintenance in the site log book, b. Turbidiiy250NTU orareater.orTransparency 6 cm or less. - If a discharge point's turbidity is 250 NTU or greater, or if discharge transparency is less than or equal to 6 cm, the Permittee must complete the reporting and adaptive management process described below, i. Telephone the applicable Ecology Region's Environmental Report Tracking System (ERTS) number within 24 hours, in accordance with Special Condition 55,17. CentralRegion(Okanogan, Chelan, Douglas, Kittitas, Yakima, Klickitat, Benton): (509) 575-2490 Construction Slormwater General Permit —December 1, 2010 Page 16 • Eastern Region (Adams, Asotin, Columbia, Ferry, Franklin, Garfield, Grant, Lincoln, Pend Oreille, Spokane, Stevens, Walla Walla, Whitman): (509) 329-3400 Northwest -R-egion (Kitsap, Snohomish, Island, King, San Juan, Skagit, Whatcom): (425) 649-7000 Southwest R =ion (Grays Harbor, Lewis, Mason, Thurston, Pierce, Clark, Cowlitz, Skaniania, Wahldakum, Clallam, Jefferson, Pacific): (360) 407-6300 These numbers are also listed at the following web site: httL Licti rl�l i til o LeF111.11-11-11 Review the SWPPP for compliance with Special Condition 89 and make appropriate revisions within 7 days of the date the discharge exceeded the benchmark. iii. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible, addressing the problems within 10 days of the date the discharge exceeded the benchmark. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when the Permittee requests an extension within the initial IO -day response period. iv. Document BMP implementation and maintenance in the site log book, V, Continue to sample discharges daily until: a) Turbidity is 25 NTU (or lower), or b) Transparency is 33 cm (or greater); or c) The Permittee has demonstrated compliance with the water quality limit for turbidity: 1) No mare than 5 NTU over background turbidity, if background is less than 50 NTU, or 2) No more than 10% over background turbidity, if background is 50 NTU or greater; or d) The discharge stops or is eliminated. D. H Sam lin Re uirements -- Si ifcant Concrete Work or En ineered Soils If construction activity results in the disturbance of I acre or more, and involves significant concrete work (significant concrete work means greater than 1000 cubic yards poured concrete or recycled concrete used over the life of a project ) or the use of engineered soils (soil amendments including but not limited to Portland cement -treated base [CTB], cement kiln dust [CKD], or fly ash), and stormwater from the affected area CO"St"Uction Stot-mivater General Permit - Deceinbe), 1, 2010 Page 17 drains to surface waters of the State or to a storm sewer system that drains to surface waters of the state, the Permittee must conduct pH monitoring as set forth below, Note: In addition, discharges to segments of water bodies on Washington State's 303(4) list (Category 5) for high pl-I are subject to a numeric effluent limit for pH; refer to Special Condition S8. 1, For sites with significant concrete work, the Permittee must begin the pH monitoring period when the concrete is first poured and exposed to precipitation, and continue weekly throughout and after the concrete pour and curing period, until stormwater pH is in the range of 6.5 to 8.5 (su). 2. For sites with engineered soils, the Permittee must begin the pH monitoring period when the soil amendments are first exposed to precipitation and must continue until the area of engineered soils is fully stabilized. 3. During the applicable pH monitoring period defined above, the Permittee must obtain a representative sample of stormwater and conduct pH analysis at least once per week, 4. The Permittee must monitor pH in the sediment trap/pond(s) or other locations that receive stormwater runoff from the area of significant concrete work or engineered soils before the stormwater discharges to surface waters. 5. The benchmark value for pH is 8.5 standard units. Anytime sampling indicates that pH is 8.5 or greater, the Permittee must either: a. Prevent the high pH water (8.5 or above) from entering storm sewer systems or surface waters; or b. If necessary, adjust or neutralize the high pH water until it is in the range of pH 6.5 to 8.5 (su) using an appropriate treatment BMP such as carbon dioxide (CO2) sparging or dry ice, The Permittee must obtain written approval from Ecology before using any form of chemical treatment other than CO2 sparging or dry ice. 6. The Permittee must perforrn pH analysis on site with a calibrated pH meter, pH test kit, or wide range pH indicator paper, The Permittee must record pH monitoring results in the site log book. Construction &Orniwater General Permit — December 1, 2010 Page 18 S5. REPORTING AND RECORDKEEPING REQUIREMENTS A. HigLiTurbidity Phone IZeportine Anytime sampling performed in accordance with Special Condition S4.0 indicates turbidity has reached the 250 NTU phone reporting level, the Perinittee must call Ecology's Regional office by phone within 24 hours of analysis. The web site is Llt–tp--://wV'TMIIY Wk. —Mc[/-00nstruc(jon/p eri-4i L lit In I - Also see phone numbers in Special Condition S4,C.5.b.i. B. DischaL&g!1ggi1gdng_g..qorfs Permittees required to conduct water quality sampling in accordance with Special Conditions S4.0 (Turbidity/Transparency), S4,D (pH), S8 (303[d]/TMDL sampling), and/or G13 (Additional Sampling) must submit the results to Ecology. Permittecs must submit monitoring data using Ecology's WebDMR program. To find out more information and to sign up for WebDMR go to: Lit tv i�,ecvELgL WWXV dir m Permittees unable to submit electronically (for example, those who do not have an internet connection) must contact Ecology to request a waiver and obtain instructions on how to obtain a paper copy DMR at: Mailing Address: Department of Ecology Water Quality Program Attn: Stormwater Compliance Specialist PO Box 47696 Olympia, WA 98504-7696 permittees who obtain a waiver not to use WebDMR must use the forms provided to them by Ecology; submittals must be mailed to the address above. Permittees shall submit DMR forms to be received by Ecology within 15 days following the end of each month. If there was no discharge during a given monitoring period, all Permittees must submit a DMR as required with "no discharge" entered in place of the monitoring results. For more information, contact Ecology staff using information provided at the following website: lett L/w�Y cc wa Lt).granls �/slls/re �vLise/assL�Ltancc. il%,,20p1qp,..pdf C. Records _Rctention The Permittee must retain records of all monitoring information (site log book, sampling results, inspection reports/checklists, etc.), Stormwater Pollution Prevention Plan, and any other documentation of compliance with permit requirements for the entire life of the construction project and for a minimum of three years following the termination of permit coverage. Such information must include all calibration and maintenance records, and records of all data used to complete the application for this Construction Stormwater General Permit – December 1, 2010 Page 19 permit, This period of retention must be extended during the course of any unresolved litigation regarding the discharge of pollutants by the Permittee or when requested by Ecology. D. Recording_Results For each measurement or sample taken, the Permittee must record the following information; 1, Date, place, method, and time of sampling or measurement. The first and last name of the individual who performed the sampling or measurement. 3. The date(s) the analyses were performed. 4. The first and last name of the individual who performed the analyses. 5. The analytical techniques or methods used. 6. The results of all analyses, E. Additional Monitoring hy t1i!L-11'ermittee If the Permittee monitors any pollutant more frequently than required by this permit using test procedures specified by Special Condition S4 of this permit, the results of this monitoring must be included in the calculation and reporting of the data submitted in the Permittee's DMR. F. Noncompliance Notification In the event the Permittee is unable to comply with any part of the terms and conditions of this permit, find the resulting noncompliance may cause a threat to human health or the environment, the Permittee must: 1. Immediately notify Ecology of the failure to comply by calling the applicable Regional office ERTS phone number (find at refer to Special Condition S4.C.5.b.i. 2. Immediately take action to prevent the discharge/pollution, or otherwise stop or correct the noncompliance, and, if applicable, repeat sampling and analysis of any noncompliance immediately and submit the results to Ecology within five (5) days of becoming aware of the violation, 3. Submit a detailed written report to Ecology within five (5) days, unless requested earlier by Ecology. The report must contain a description of the noncompliance, including exact dates and times, and if the noncompliance has not been corrected, the anticipated time it is expected to continue; and the steps taken or planned to reduce, eliminate, and prevent reoccurrence of the noncompliance. Construction Stormwater General Permit —December 1, 2010 Page 20 The Permittee must report any unanticipated bypass and/or upset that exceeds any effluent limit in the permit in accordance with the 24-hour reporting requirement contained in 40 C.F.R. 122.41(1)(6)). Compliance with these requirements does not relieve the Permittee from responsibility to maintain continuous compliance with the terms and conditions of this Permit or the resulting liability for failure to comply. Refer to Section G14 of this permit for specific information regarding non-compliance. G. A—ce-eass—t—o Plans and Records 1. The Permittee must retain the following permit documentation (plans and records) on site, or within reasonable access to the site, for use by the operator or for on-site review by Ecology or the local jurisdiction: a. General Permit, b. Permit Coverage Letter, C. Stormwater Pollution Prevention Plan (SWPPP). d. Site Log Book, 2. The Permittee must address written requests for plans and records listed above (Special Condition SS.G. 1) as follows: a. The Permittee must provide a copy of plans and records to Ecology within 14 days of receipt of a written request from Ecology. b. The Pennittee must provide a copy of plans and records to the public when requested in writing. Upon receiving a written request from the public for the Pertnittee's plans and records, the Permittee must either: i. Provide a copy of the plans and records to the requester within 14 days of a receipt of the written request; or Notify the requester within 10 days of receipt of the written request of the location and times within normal business hours when the plans and records may be viewed; and provide access to the plans and records within 14 days of receipt of the written request; or Within 14 days of receipt of the written request, the Permittee may submit a copy of the plans and records to Ecology for viewing and/or copying by the requester at an Ecology office, or a mutually agreed location. If plans and records are viewed and/or copied at a location other than at an Ecology office, the Pen-nittee will provide reasonable access to copying services for which a reasonable fee may be charged. The Permittee must notify the requester within 10 days of receipt of the request where the plans and records may be viewed and/or copied, Construction Stornnvatei- General Pet-init — December 1, 2010 Page 21 S6. PERMIT FEES The Permittee must pay pen -nit fees assessed by Ecology. Fees for ston-nwater discharges covered under this permit are established by Chapter 173-224 WAC. Ecology continues to assess permit fees until the permit is terminated in accordance with Special Condition S 10 or revoked in accordance with General Condition G5. S7. SOLID AND LIQUID WASTE DISPOSAL The Permittee must handle and dispose of solid and liquid wastes generated by construction activity, such as del-nolition debris, construction materials, contaminated materials, and waste materials from maintenance activities, including liquids and solids from cleaning catch basins and other stormwater facilities, in accordance with: A. Special Condition S3, Compliance with Standards, B. WAC 173-216-110. C. Other applicable regulations. S8. DISCHARGES TO 303(D) OR TMDL WATER BODIES A. Sampling and Numeric Effluent Limits For Certain Discharges to 303{d liited Water Bodies Permittees who discharge to segments of water bodies listed as impaired by the State of Washington under Section 303(d) of the Clean Water Act for turbidity, fine sediment, high pH, or phosphorus, must conduct water quality sampling according to the requirements of this section, and Special Conditions S4.C.2,b-f and S4.C.3,b-d, and must comply with the applicable numeric effluent limitations in S&C and S&D. 2. All references and requirements associated with Section 303(d) of the Clean Water Act mean the most current listing by Ecology of impaired waters (Category 5) that exists on January 1, 2011, or the date when the operator's complete permit application is received by Ecology, whichever is later, B. Limits on Coverage for New Discharges to..TMDL or 303(d) -listed Waters Operators of construction sites that discharge to a 303(d) -listed water body are not eligible for coverage under this permit unless the operator: 1. Prevents exposing stormwater to pollutants for which the water body is impaired, and retains documentation in the SWPPP that details procedures taken to prevent exposure on site; or 2. Documents that the pollutants for which the water body is impaired are not present at the site, and retains documentation of this finding within the SWPPP; or Construction Stormwater General Permit —December 1, 2010 Page 22 3, Provides Ecology with data indicating the discharge is not expected to cause or contribute to an exceedance of a water quality standard, and retains such data on site with the SWPPP, The operator must provide data and other technical information to Ecology that sufficiently demonstrate, a, For discharges to waters without an EPA -approved or -established TMDL, that the discharge of the pollutant for which the water is impaired will meet in -stream water quality criteria at the point of discharge to the water body; or b. For discharges to waters with an EPA -approved or -established TMDL, that there is sufficient remaining wasteload allocation in the TMDL to allow construction stormwater discharge and that existing dischargers to the water body are subject to compliance schedules designed to bring the water body into attainment with water quality standards, Operators Of construction sites are eligible for coverage under this permit if Ecology issues permit coverage based upon an affirmative determination that the discharge will riot cause or contribute to the existing in-nent, C. Sam plin Y and Numeric Effluent Limits for Dischai es to Water Bodies on the 303 d List for Turbidilh_Fine Sediment or Phos hors 1. Permittees who discharge to segments of water bodies on the 303(d) list (Category 5) for turbidity, fine sediment, or phosphorus must conduct turbidity sampling in accordance with Special Condition S4.C.2 and comply with either of the numeric effluent limits noted in Table 5 below, As an alternative to the 25 NTU effluent limit noted in Table 5 below (applied at the point where stormwater [or authorized non-stormwater] is discharged off-site), permittees may choose to comply with the surface water quality standard for turbidity. The standard is: no more than 5 NTU over background turbidity when the background turbidity is 50 NTU or less, or no more than a 10% increase in turbidity when the background turbidity is more than 50 NTU. In order to use the water quality standard requirement, the sampling must take place at the following locations: a. Background turbidity in the 303(d) -listed receiving water immediately upstream (upgradient) or outside the area of influence of the discharge. b. Turbidity at the point of discharge into the 303(d) -listed receiving water, inside the area of influence of the discharge. I Discharges that exceed the numeric effluent limit for turbidity constitute a violation of this permit. 4. Permittees whose discharges exceed the numeric effluent limit shall sample discharges daily until the violation is corrected and comply with the non- compliance notification requirements in Special Condition S5R Construction Stormwater General Permit —December], 2010 Page 23 Table 5. Turbidity, Fine Sediment & Phosphorus Sampling and Limits for 303(d) -Listed Waters Parameter Parameter identified Parameter Unit Analytical. Sampling Analytical c a I.n. 303(d) listing. Sampled Numeric Effluent Method Frequency Limit' Turbidity Turbidity NTU SM2130 or Weekly, if Fine Sediment 25 NTU, at the int P 1 801 oPhosphorus EPA180.1 discharging where stormwater is discharged from the site; OR In compliance with the surface water quality standard for turbidity 'Permittees (,qA n I .) subject to a numeric effluent limit far turbidity may, at their discretion, choose either numeric effluent limitation based on site-specific considerations including, but not limited to, safety, access and convenience. D. Discharges to Water Bodics on the 103(d) List for HiglipH L Permittees who discharge to segments of water bodies on the 303(4) list (Category 5) for high pH must conduct pH sampling in accordance with the table below, and comply with the numeric effluent limit of pH 6.5 to 8.5 su (Table 6), Table 6. pH Sampling and Limits for 303(d) -Listed Waters Parameter Identified in.Parameter—Analytical, Sampling Numeric Effluent .., 303(d) '!sting S6mpled/Units,Method Freque"lry. Limit.. High pH PH !Standard pH meter Weekly, if In the range of 6.5 —Units discharging 8.5 2. At the Pen-nittee's discretion, compliance with the limit shall be assessed at one of the following locations, a. Directly in the 303(d) -listed water body segment, inside the immediate area of influence of the discharge; or b. Alternatively, the permittee may measure pH at the point where the discharge leaves the construction site, rather than in the receiving water, I Discharges that exceed the numeric effluent limit for pH (outside the range of 6.5 — 8.5 su) constitute a violation of this permit, 4. Permittees whose discharges exceed the numeric effluent limit shall sample discharges daily until the violation is corrected and comply with the non- compliance notification requirements in Special Condition 55.17. Construction Sto"nwater General Permit —December -1, 2010 Page 24 E. Sampling and Limits for Sites Dirghircring to Waters Covered by a TMDL of Anothet Pollution Control Plan I. Discharges to a water body that is subject to a Total Maximum Daily Load (TMDL) for turbidity, fine sediment, high pH, or phosphorus must be consistent with the TMDL. Refer to .cc I.wa.go - .9 /)ro rams/Ny(j/tjndI/index litil)] for more information. on TMDLs, a. Where an applicable TMDL sets specific waste load allocations or requirements for discharges covered by this permit, discharges must be consistent with any specific waste load allocations or requirements established by the applicable TMDL. i. The Permittee must sample discharges weekly or as otherwise specified by the TMDL to evaluate compliance with the specific waste load allocations or requirements. ii. Analytical methods used to meet the monitoring requirements must conform to the latest revision of the Guidelines Establishing Test Procedures for the Analysis of Pollutants contained in 40 CFR Part 136. Turbidity and pH methods need not be accredited or registered unless conducted at a laboratory which must otherwise be accredited or registered. b. Where an applicable TMDL has established a general waste load allocation for construction stormwater discharges, but has not identified specific requirements, compliance with Special Conditions S4 (Monitoring) and S9 (SVYTPPs) will constitute compliance with the approved TMDL. c. Where an applicable TMDL has not specified a waste load allocation for construction stormwater discharges, but has not excluded these discharges, compliance with Special Conditions S4 (Monitoring) and S9 (SWPPPs) will constitute compliance with the approved TMDL, d. Where an applicable TMDL specifically precludes or prohibits discharges from construction activity, the operator is not eligible for coverage under this Permit. 2, Applicable TMDL means a TMDL for turbidity, fine sediment, high pH, or phosphorus that is completed and approved by EPA before January 1, 2011, or before the date the operator's complete Permit application is received by Ecology, whichever is later. TMDLs completed after the operator's complete permit application is received by Ecology become applicable to the Permittee only if they are imposed through an administrative order by Ecology, or through a modification of permit coverage. Construction Stormwater General Permit — December 1, 2010 Page 25 S9. STORMWATER POLLUTION PREVENTION PLAN The Permittee must prepare and properly implement an adequate Storinwater Pollution Prevention Plan (SWPPP) for construction activity in accordance with the requirements of this permit beginning with initial soil disturbance and until final stabilization. A. The Permittee's SWPPP must meet the following obiectives: 1. To implement best management practices (BMPs) to prevent erosion and sedimentation, and to identify, reduce, eliminate or prevent stonriwater contamination and water pollution from construction activity. 2. To prevent violations of surface water quality, ground water quality, or sediment management standards. 1 To control peak volumetric flow rates and velocities of stormwater discharges. B. GeneralReoluirements 1, The SWPPP must include a narrative and drawings. All BMPs must be clearly referenced in the narrative and marked on the drawings. The SWPPP narrative must include documentation to explain and justify the pollution prevention decisions made for the project. Documentation must include: a. Information about existing site conditions (topography, drainage, soils, vegetation, etc.), b. Potential erosion problem areas. c. The 12 elements of a SWPPP in Special Condition S 9.D. I - 12, including BMPs used to address each element. d. Construction phasing/sequence and general BMP implementation schedule. c. The actions to be taken if BMP performance goals are not achieved—for example, a contingency plan for additional treatment and/or storage of storniwater that would violate the water quality standards if discharged. f Engineering calculations for ponds and any other designed structures. 2. The Permittee must modify the SWPPP if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is, or would be, ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site, The Permittee must then: a. Review the SWPPP for compliance with Special Condition S9 and make appropriate revisions within 7 days of the inspection or investigation. b. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible, addressing the problems no later than 10 days from the inspection or investigation, If Construction Stormwater General Permit – December 1, 2010 Page 26 installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when an extension is requested by a Permittee within the initial 10 -day response period, c. Document BMP implementation and maintenance in the site log book. The Pen-nittee must modify the SWPPP whenever there is a change in design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the State. C. Stormwater Best Management Practices (BMPs) BMPs must be consistent with: 1. Stormwater Management Manual for Western Washington (most recent edition), for sites west of the crest of the Cascade Mountains; or 2. Stormwater Management Manual for Eastern Washington (most recent edition), for sites east of the crest of the Cascade Mountains; or 3. Revisions to the manuals listed in Special Condition S9,C, 1. & 2., or other stormwater management guidance documents or manuals which provide an equivalent level of pollution prevention, that are approved by Ecology and incorporated into this pen -nit in accordance with the permit modification requirements of WAC 173-226-230; or 4. Documentation in the SWPPP that the BMPs selected provide an equivalent level of pollution prevention, compared to the applicable Stormwater Management Manuals, including: a. The technical basis for the selection of all stormwater BMPs (scientific, technical studies, and/or modeling) that support the performance claims for the BMPs being selected. b. An assessment of how the selected BMP will satisfy AKART requirements and the applicable federal technology-based treatment requirements under 40 CFR part 125.3. D. —Narrative T S PP —� )�i�veCon�tcnts qndRe �Uiremen�ts The Permittee must include each of the 12 elements below in Special Condition S9.D. I - 12 in the narrative of the SWPPP and implement them unless site conditions render the element unnecessary and the exemption from that element is clearly justified in the SWPPP. Preserve Vegetation/Mark Clearing Limits a. Before beginning land -disturbing activities, including clearing and grading, clearly mark all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area. Construction Stormwater General Permit —.December 1, 2010 Page 27 b. Retain the duff layer, native top soil, and natural vegetation in an undisturbed state to the maximum degree practicable. 2. Establish Construction Access a. Limit construction vehicle access and exit to one route, if possible, b. Stabilize access points with a pad of quarry spalls, crushed rock, or other equivalent BMPs, to minimize tracking sediment onto roads. c. Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads, d. If sediment is tracked off site, clean the affected roadway thoroughly at the end of each day, or more frequently as necessary (for example, during wet weather). Remove sediment from roads by shoveling, sweeping, or pickup and transport of the sediment to a controlled sediment disposal area. o. Conduct street washing only after sefflinent removal in accordance with Special Condition S9.13.2,d. Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the S tate. 3. Control Flow Rates a, Protect properties and waterways downstream of development sites from erosion and the associated discharge of turbid waters due to increases in the velocity and peak volumetric, Cow rate of stonliwater runoff from the project site, as required by local plan approval authority, b. Where necessary to comply with Special Condition S9.D.3.a, construct storrnwater retention or detention facilities as one of the first steps in grading. Assure that detention facilities function properly before constructing site improvements (for example, impervious surfaces). 0. If permanent infiltration ponds are used for flow control during construction, protect these facilities from siltation during the construction phase. 4. Install Sediment Controls The Permittee must design, install and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. At a minimum, the Permittee must design, install and maintain such controls to: a. Construct sediment control BMPs (sediment ponds, traps, filters, etc.) as one of the first steps in grading. These BMPs must be functional before other land disturbing activities take place, b. Minimize sediment discharges from the site, 'File design, installation and maintenance of erosion and sediment controls must address factors such as the amount, frequency, intensity and duration of precipitation, the nature of Construction Stormwater General Permit — December 1, 2010 Page 28 resulting stormwater runoff, and soil characteristics, including the range of soil Particle sizes expected to be present on the site. c. Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control peifon-nance standard of Special Condition S9,D,3,a, d. Locate BMPs intended to trap sediment on site in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off channel areas or drainages, c. Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to increase sediment removal and maximize stormwater infiltration, unless infeasible. f Where feasible, design outlet Structures that withdraw impounded stormwater fi-om the surface to avoid discharging sediment that is still suspended lower in the water column. 5, Stabilize Soils a, The Permittee must stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable BMPs include, but are not limited to: temporary and permanent seeding, sodding, mulching, plastic covering, erosion control fabrics and matting, soil application of polyacrylamide (PAM), the early application of gravel base on areas to be paved, and dust control, b, The Permittee must control stormwater volume and velocity within the site to minimize soil erosion. c. The Permittee must control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize erosion at outlets and to minimize downstream channel and stream bank erosion. d. Depending on the geographic location of the project, the Permittee must not allow soils to remain exposed and unworked for more than the time periods set forth below to prevent erosion: West of the Cascade Mountains Crest During the dry season (May I - Sept. 30): 7 days During the wet season (October I - April 30): 2 days East of the Cascade Mountains Crest, except for Central Basin* During the dry season (July I - September 30): 10 days During the wet season (October I - June 30): 5 days The Central Basin*, East of the Cascade Mountains Crest Construction Storinwater General Permit — December 1, 2010 Page 29 During the dry Season (July I - September 30): 30 days During the wet season (October I - June 30): 15 days * ote: The Central Basin is defined as the portions of Eastern Washington with mean annual precipitation of less than 12 inches. e, The ermittee must stabil i e soils at the end of the shift before a holiday or wee end if needed based on the weather forecast, f The ermittee must stabili e soil stoc piles from erosion, protected with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels, g. The ermittee must minimi e the amount of soil exposed during construction acti ity. h. The ermittee must minimi e the disturbance of steep slopes. The ermittee must minimi e soil compaction and, unless infeasible, preser e topsoil. rotect Slopes a. The ermittee must design and construct cut -and -fill slopes in a manner to minimi e erosion. Applicable practices include, but are not limited to, reducing continuous length of slope with terracing and di ersions, reducing slope steepness, and roughening slope surfaces (for example, trac wal ing), b. The ermittee must di ert off-site stormwater (run-on) or ground water away from slopes and disturbed areas with interceptor di es, pipes, and or swales. Off-site stormwater should be managed separately from stormwater generated on the site. c. At the top of slopes, collect drainage in pipe slope drains or protected channels to pre ent erosion. West of the Cascade Mountains Crest: Temporary pipe slope drains must handle the pea 10 -minute elocity of flow from a Type IA, 10 -year, 2 - hour fre uency storm for the de eloped condition, Alternati ely, the 10 - year, 1 -hour flow rate predicted by an appro ed continuous runoff model, increased by a factor of 1. , may be used, The hydrologic analysis must use the existing land co er condition for predicting flow rates from tributary areas outside the pro ect limits. or tributary areas on the pro ect site, the analysis must use the temporary or permanent pro ect land co er condition, whiche er will produce the highest flow rates, f using the Western Washington ydrology Model (WW M) to predict flows, bare soil areas should be modeled as "landscaped area," Construction Stor?nwater General Permit — December 1, 2010 age 30 controlled conveyance system before discharge to a sediment trap or sediment pond. b. Permittees may discharge clean, non -turbid dewatering water, such as well - point ground water, to systems tributary to, or directly into surfbee waters of the State, as specified in Special Condition S9,D.8, provided the dewatering flow does not cause erosion or flooding of receiving waters. Do not route clean dewatering water through stormwater sediment ponds. Note that "surface waters of the State" may exist on a construction site as well as off site; for example, a creek naming through a site. c. Other treatment or disposal options may include: L Infiltration. ii. Transport off site in a vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute state waters. iii. Ecology -approved on-site chemical treatment or other suitable treatment technologies. iv. Sanitary or combined sewer discharge with local sewer district approval, if there is no other option. v. Use of a sedimentation bag with discharge to a ditch or swale for small volumes of localized dewatering. d. Permittees must handle highly turbid or contaminated dewatering water separately from stormwater, I=& a. Permittees must maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to assure continued performance of their intended function in accordance with BMP specifications. b. Perinittees must remove all temporary erosion and sediment control BMPs within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed, 12. Manage the Project a. Phase development projects to the maximum degree practicable and take into account seasonal work limitations. b. Inspection and monitoring -- Inspect, maintain and repair all BMPs as needed to assure continued performance of their intended function. Conduct site inspections and monitoring in accordance with Special Condition S4. c. Maintaining an updated construction SWPPP -- Maintain, update, and implement the SVYTPP in accordance with Special Conditions S3, S4 and S9. Construction Stormwater General Permit —December 1, 2010 Page 33 E. SWPPP — Map Contents and Reguirements, The Permittee's SWPPP must also include a vicinity rnap or general location map (for example, a USGS quadrangle map, a portion of a county or city map, or other appropriate map) with enough detail to identify the location of the construction site and receiving waters within one mile of the site, The SWPPP must also include a legible site map (or maps) showing the entire construction site. The following features must be identified, unless not applicable due to site conditions: 1. The direction of north, property lines, and existing structures and roads. 2. Cut and fill slopes indicating the top and bottom of slope catch lines. 3. Approximate slopes, contours, and direction of stormwater flow before and after major grading activities, 4. Areas of soil disturbance and areas that will not be disturbed. S. Locations of structural and nonstructural controls (BMPs) identified in the SWPPP. 6. Locations of off-site material, stockpiles, waste storage, borrow areas, and vehicle/equipment storage areas. 7. Locations of all surface water bodies, including wetlands. 8. Locations where storinwater or non-stormwater discharges off-site and/or to a surface water body, including wetlands. 9. Location of water quality sampling station(s), if sampling is required by state or local permitting authority. 10. Areas where final stabilization has been accomplished and no further construction - phase permit requirements apply. S10. NOTICE OF TERMINATION A, The site is eligible for termination of coverage when it has met any of the following conditions: I. The site has undergone final stabilization, the Permittee has removed all temporary BMPs (except biodegradable BMPs clearly manufactured with the intention for the material to be left in place and not interfere with maintenance or land use), and all stormwater discharges associated with construction activity have been eliminated; or 2. All portions of the site that have not undergone final stabilization per Special Condition S I O.A. I have been sold and/or transferred. (per General Condition G9), and the Permittee no longer has operational control of the construction activity; or Construction Stormwater General Permit — December 1, 2010 Page 34 I For residential construction only, the Permittee has completed temporary stabilization and the homeowners have taken possession of the residences. B. When the site is eligible for termination, the Permittee must submit a complete and accurate Notice of Termination (NOT) form, signed in accordance with General Condition G2, to: Department of Ecology Water Quality Program - Construction Stormwater PO Box 47696 Olympia, Washington 98504-7696 The terraination is effective on the date Ecology receives the NOT form, unless Ecology notifies the Permittee within 30 days that termination request is denied because the Permittee has not met the eligibility requirements in Special Condition SIO.A. Permittees transferring the property to a new property owner or operator/permittee are required to complete and submit the Notice of Transfer form to Ecology, but are not required to submit a Notice of Termination form for this type of transaction. Construction Stormwater General Permit — December 1, 2010 Page 35 GENERAL CONDITIONS G1. DISCHARGE VIOLATIONS All discharges and activities authorized by this general permit must be consistent with the terms and conditions of this general permit. Any discharge of any pollutant more frequent than or at a level in excess of that identified and authorized by the general permit must constitute a violation of the terms and conditions of this pen -nit. G2. SIGNATORY REQUIREMENTS A. All permit applications must bear a certification of correctness to be signed: 1. In the case of corporations, by a responsible corporate officer of at least the level of vice president of a corporation; 2. In the case of a partnership, by a general partner of a partnership; 3. In the case of sole proprietorship, by the proprietor•, or 4. In the case of a municipal, state, or other public facility, by either a principal executive officer or ranking elected official. B. All reports required by this permit and other information requested by Ecology must be signed by a person described above or by a duly authorized representative of that person. A person is a duly authorized representative only if: 1. The authorization is made in writing by a person described above and submitted to the Ecology. 2. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility, such as the position of plant manager, superintendent, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters. C. Changes to authorization. If an authorization under paragraph G2.13.2 above is no longer accurate because a different individual or position has responsibility for the overall operation of the facility, a new authorization satisfying the requirements of paragraph G2. B.2 above must be submitted to Ecology prior to or together with any reports, information, or applications to be signed by an authorized representative. D. Certification, Any person signing a document under this section must make the following certification: "I certify under penalty of law, that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering Construction Stormwater General Permit — December 1, 2010 Page 36 information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations," G3. RIGHT OF INSPECTION AND ENTRY The Permittee must allow an authorized representative of Ecology, upon the presentation of credentials and such other documents as may be required by law: A. To enter upon the premises where a discharge is located or where any records are kept under the terms and conditions of this permit. B. To have access to and copy — at reasonable times and at reasonable cost -- any records required to be kept under the terms and conditions of this permit. C. To inspect -- at reasonable times — any facilities, equipment (including monitoring and control equipment), practices, methods, or operations regulated or required under this permit. D. To sample or monitor — at reasonable times — any substances or parameters at any location for purposes of assuring permit compliance or as otherwise authorized by the Clean Water Act. G4. GENERAL PERMIT MODIFICATION AND REVOCATION This permit may be modified, revoked and reissued, or terraffiated in accordance with the provisions of Chapter 173-226 WAC. Grounds for modification, revocation and reissuance, or termination include, but are not limited to, the following: A. When a change occurs in the technology or practices for control or abatement of pollutants applicable to the category of dischargers covered under this permit. B. When effluent limitation guidelines or standards are promulgated pursuant to the CWA or Chapter 90.48 RCW, for the category of dischargers covered under this permit. C. When a water quality management plan containing requirements applicable to the category of dischargers covered under this permit is approved, or D. When information is obtained that indicates cumulative effects on the environment from dischargers covered under this permit are unacceptable. G5. REVOCATION OF COVERAGE UNDER THE PERMIT Pursuant to Chapter 43.21B RCW and Chapter 173-226 WAC, the Director may terminate coverage for any discharger under this permit for cause. Cases where coverage may be terminated include, but are not limited to, the following: Construction Storinwater General Permit — Decernber 1, 2010 Page 37 A. Violation of any term or condition of this permit, 13. Obtaining coverage under this permit by misrepresentation or failure to disclose fully all relevant facts, C. A change in any condition that requires either a temporary or permanent reduction or elimination of the perinitted discharge, D. Failure or refusal of the Permittee to allow entry as required in RCW 90.48.090, E. A determination that the permitted activity endangers human health or the environment, or contributes to water quality standards violations, F. Nonpayment of permit fees or penalties assessed pursuant to RCW 90.48.465 and Chapter 173-224 WAC. G. Failure of the Permittee to satisfy the public notice requirements of WAC 173-226- 130(5), when applicable. The Director may require any discharger under this permit to apply for and obtain coverage under an individual permit or another more specific general permit. Permittees who have their coverage revoked for cause according to WAC 173-226-240 may request temporary coverage under this permit during the time an individual permit is being developed, provided the request is made within ninety (90) days from the time of revocation and is submitted along with a complete individual permit application form. G6. REPORTING A CAUSE FOR MODIFICATION The Permittee must submit a new application, or a supplement to the previous application, whenever a material change to the construction activity or in the quantity or type of discharge is anticipated which is not specifically authorized by this permit, This application must be submitted at least sixty (60) days prior to any proposed changes. Filing a request for a permit modification, revocation and reissuance, or termination, or a notification of planned changes or anticipated noncompliance does not relieve the Permittee of the duty to comply with the existing permit until it is modified or reissued. G7. COMPLIANCE WITH OTHER LAWS AND STATUTES Nothing in this permit will be construed as excusing the Permittee from compliance with any applicable federal, state, or local statutes, ordinances, or regulations. G8. DUTY TO REAPPLY The Permittee must apply for pen -nit renewal at least 180 days prior to the specified expiration date of this permit. Construction Stormwater General Permit — December], 2010 Page 38 G9. TRANSFER OF GENERAL PERMIT COVERAGE Coverage under this general permit is automatically transferred to a new discharger, including operators Of lots/parcels within a common plan of development or sale, if: A. A written agreement (Transfer of Coverage Forin) between the current discharger (Permittee) and new discharger, signed by both parties and containing a specific date for transfer of pern-dt responsibility, coverage, and liability is submitted to the Director; and B. The Director does not notify the Current discharger and new discharger of the Director's intent to revoke coverage under the general permit. If this notice is not given, the transfer is effective on the date specified in the written agreement, When a current discharger (Permittee) transfers a portion of a permitted site, the current discharger must also submit an updated application form (N01) to the Director indicating the remaining permitted acreage after the transfer, G10. REMOVED SUBSTANCES The Permittee must not re -suspend or reintroduce collected screenings, grit, solids, sludges, filter backwash, or other pollutants removed in the course of treatment or control Of stormwater to the final effluent stream for discharge to state waters, G11. DUTY TO PROVIDE INFORMATION The Permittee must submit to Ecology, within a reasonable time, all information that Ecology may request to determine whether cause exists for modifying, revoking and reissuing, or terminating this permit or to determine compliance with this permit. The Permittee must also submit to Ecology, upon request, copies of records required to be kept by this permit [40 CFR 122,41(h)], G12. OTHER REQUIREMENTS OF 40 CFR All other requirements of 40 CFR 122.41 and 122.42 are incorporated in this permit by reference, G13. ADDITIONAL MONITORING Ecology may establish specific monitoring requirements in addition to those contained in this permit by administrative order or permit modification. Construction StOrmwater General Permit —December 1, 2010 Page 39 G14. PENALTIES FOR VIOLATING PERMIT CONDITIONS Any person who is found guilty of willfully violating the terms and conditions of this permit shall be deemed guilty of a crime, and upon conviction thereof shall be punished by a fine of up to ten thousand dollars ($10,000) and costs of prosecution, or by imprisonment in the discretion of the court. Each day upon which a willful violation occurs may be deemed a separate and additional violation. Any person who violates the terms and conditions of a waste discharge permit shall incur, in addition to any other penalty as provided by law, a civil penalty in the amount of up to ten thousand dollars ($10,000) for every such violation. Each and every such violation shall be a separate and distinct offense, and in case of a continuing violation, every day's continuance shall be deemed to be a separate and distinct violation. G15. UPSET Definition — "Upset" means an exceptional incident in which there is unintentional and temporary noncompliance with technology-based permit effluent limitations because of factors beyond the reasonable control of the Permittee. An upset does not include noncompliance to the extent caused by operational error, improperly designed treatment facilities, inadequate treatment facilities, lack of preventive maintenance, or careless or improper operation. An upset constitutes an affirmative defense to an action brought for noncompliance with such technology-based permit effluent limitations if the requirements of the following paragraph are met. A Pen-nittee who wishes to establish the affirmative defense of upset must demonstrate, through properly signed, contemporaneous operating logs or other relevant evidence that: an upset occurred and that the Permittee can identify the cause(s) of the upset; 2) the permitted facility was being properly operated at the time of the upset; 3) the Permittee submitted notice of the upset as required in Special Condition S5,F, and; 4) the Permittee complied with any remedial measures required under this permit. In any enforcement proceeding, the Permittee seeking to establish the occurrence of an upset has the burden of proof. G16. PROPERTY RIGHTS This permit does not convey any property rights of any sort, or any exclusive privilege. G17, DUTY TO COMPLY The Permittee must comply with all conditions of this permit. Any permit noncompliance constitutes a violation of the Clean Water Act and is grounds for enforcement action; for permit termination, revocation and reissuance, or modification; or denial of a permit renewal application. Construction Stormwater General Permit —December 1, 2010 Page 40 CIS. TOXIC POLLUTANTS The Permittee must comply with effluent standards or prohibitions established under Section 307(a) of the Clean Water Act for toxic pollutants within the time provided in the regulations that establish those standards or prohibitions, even if this permit has not yet been modified to incorporate the requirement. G19. PENALTIES FOR TAMPERING The Clean Water Act provides that any person who falsifies, tampers with, or knowingly renders inaccurate any monitoring device or method required to be maintained under this permit shall, upon conviction, be punished by a fine of not more than $10,000 per violation, or by imprisonment for not more than two years per violation, or by both. If a conviction of a person is for a violation committed after a first conviction of such person under this condition, punishment shall be a fine of not more than $20,000 per day of violation, or imprisonment of not more than four (4) years, or both. G20. REPORTING PLANNED CHANGES The Permittee must, as soon as possible, give notice to Ecology of planned physical alterations, modifications or additions to the permitted construction activity, The Permittee should be aware that, depending on the nature and size of the changes to the original permit, a new public notice and other permit process requirements may be required. Changes in activities that require reporting to Ecology include those that will result in: A. The permitted facility being determined to be a new source pursuant to 40 CFR 122.29(b). B. A significant change in the nature or an increase in quantity of pollutants discharged, including but not limited to: for sites 5 acres or larger, a 20% or greater increase in acreage disturbed by construction activity. C. A change in or addition of surface water(s) receiving stormwater or non-stormwater from the construction activity. D. A change in the construction plans and/or activity that affects the Permittee's monitoring requirements in Special Condition S4. Following such notice, permit coverage may be modified, or revoked and reissued pursuant to 40 CFR 122.62(a) to specify and limit any pollutants not previously limited. Until such modification is effective, any new or increased discharge in excess of permit limits or not specifically authorized by this permit constitutes a violation. Construction Stormwater General Permit — December 1, 2010 Page 41 G21. REPORTING OTHER INFORMATION Where the Permittee becomes aware that it failed to submit any relevant facts in a permit application, or submitted incorrect information in a permit application or in any report to Ecology, it must promptly submit such facts or information. G22. REPORTING ANTICIPATED NON-COMPLIANCE The Permittee must give advance notice to Ecology by submission of a new application or supplement thereto at least forty-five (45) days prior to commencement of such discharges, of any facility expansions, production increases, or other planned changes, such as process modifications, in the permitted facility or activity which may result in noncompliance with permit limits or conditions. Any maintenance of facilities, which might necessitate unavoidable interruption of operation and degradation of effluent quality, must be scheduled during non-critical water quality periods and carried out in a manner approved by Ecology. G23. REQUESTS TO BE EXCLUDED FROM COVERAGE UNDER THE PERMIT Any discharger authorized by this permit may request to be excluded from coverage under the general permit by applying for an individual permit. The discharger must submit to the Director an application as described in WAC 173-220-040 or WAC 173-216-070, whichever is applicable, with reasons supporting the request. These reasons will fully document how an individual permit will apply to the applicant in a way that the general permit cannot. Ecology may make specific requests for information to support the request. The Director will either issue an individual permit or deny the request with a statement explaining the reason for the denial. When an individual pen -nit is issued to a discharger otherwise subject to the construction stormwater general permit, the applicability of the construction stormwater general permit to that Permittee is automatically terminated on the effective date of the individual permit. G24. APPEALS A. The terms and conditions of this general permit, as they apply to the appropriate class of dischargers, are subject to appeal by any person within 30 days of issuance of this general permit, in accordance with Chapter 43.21B RCW, and Chapter 173226 6 WAC, B. The terms and conditions of this general permit, as they apply to an individual discharger, are appealable in accordance with Chapter 43.2113 RCW within 30 days of the effective date of coverage of that discharger. Consideration of an appeal of general permit coverage of an individual discharger is limited to the general permit's applicability or nonapplicability to that individual discharger. C. The appeal of general permit coverage of an individual discharger does not affect any other dischargers covered under this general permit. If the terms and conditions of this general permit are found to be inapplicable to any individual discharger(s), the matter Construction Stormwater General Permit — December 1, 2010 Page 42 shall be remanded to Ecology for consideration of issuance of an individual permit or permits. G25. SEVERABILITY The provisions of this permit are severable, and if any provision of this permit, or application of any provision of this permit to any circumstance, is held invalid, the application of such provision to other circumstances, and the remainder of this permit shall not be affected thereby. G26. BYPASS PROHIBITED A. Bypass Procedures Bypass, which is the intentional diversion of waste streams from any portion of a treatment facility, is prohibited for stormwater events below the design criteria for stormwater management. Ecology may take enforcement action against a Permittee for bypass unless one of the following circumstances (1, 2, 3 or 4) is applicable. 1. Bypass of stormwater is consistent with the design criteria and part of an approved management practice in the applicable stormwater management manual. 2. Bypass for essential maintenance without the potential to cause violation of permit limits or conditions. Bypass is authorized if it is for essential maintenance and does not have the potential to cause violations of limitations or other conditions of this permit, or adversely impact public health. 3. Bypass of stormwater is unavoidable, unanticipated, and results in noncompliance of this permit. This bypass is pennitted only if, a. Bypass is unavoidable to prevent loss of life, personal injury, or severe property damage. "Severe property damage" means substantial physical damage to property, damage to the treatment facilities which would cause them to become inoperable, or substantial and permanent loss of natural resources which can reasonably be expected to occur in the absence of a bypass. b. There are no feasible alternatives to the bypass, such as the use of auxiliary treatment facilities, retention of untreated wastes, maintenance during normal periods of equipment downtime (but not if adequate backup equipment should have been installed in the exercise of reasonable engineering judgment to prevent a bypass which occurred during normal periods of equipment downtime or preventative maintenance), or transport of untreated wastes to another treatment facility. Construction Stormwater General Permit --December 1, 2010 Page 43 c. Ecology is properly notified of the bypass as required in Special Condition S5.F of this permit, 4. A planned action that would cause bypass of stormwater and has the potential to result in noncompliance of this permit during a storm event. The Permittee must notify Ecology at least thirty (30) days before the planned date of bypass, The notice must contain: a. a description of the bypass and its cause b. an analysis of all known alternatives which would eliminate, reduce, or mitigate the need for bypassing. c. a cost-effectiveness analysis of alternatives including comparative resource damage assessment, d. the minimum and maximum duration of bypass under each alternative, e. a recommendation as to the preferred alternative for conducting the bypass. f. the projected date of bypass initiation. g, a statement of compliance with SEPA, h. a request for modification of water quality standards as provided for in WAC 173-201A-110, if an exceedance of any water quality standard is anticipated. steps taken or planned to reduce, eliminate, and prevent reoccurrence of the bypass. For probable construction bypasses, the need to bypass is to be identified as early in the planning process as possible. The analysis required above must be considered during preparation of the Stormwater Pollution Prevention Plan (SWPPP) and must be included to the extent practical. In cases where the probable need to bypass is determined early, continued analysis is necessary up to and including the construction period in an effort to minimize or eliminate the bypass. Ecology will consider the following before issuing an administrative order for this type bypass: a. If the bypass is necessary to perform construction or maintenance -related activities essential to meet the requirements of this permit. b. If there are feasible alternatives to bypass, such as the use of auxiliary treatment facilities, retention of untreated wastes, stopping production, maintenance during normal periods of equipment down time, or transport of untreated wastes to another treatment facility, c, If the bypass is planned and scheduled to minimize adverse effects on the public and the environment. Construction Stormwater General Permit — December 1, 2010 Page 44 After consideration of the above and the adverse effects of the proposed bypass and any other relevant factors, Ecology will approve, conditionally approve, or deny the request. The public must be notified and given an opportunity to continent on bypass incidents of significant duration, to the extent feasible. Approval of a request to bypass will be by administrative order issued by Ecology under RCW 90.48.120. B. Duty to Mitigate The Permittee is required to take all reasonable steps to minimize or prevent any discharge or sludge use or disposal in violation of this permit that has a reasonable likelihood of adversely affecting human health or the environment, Construction Storinwater General Pet7nit — December 1, 2010 Page 45 APPENDIX A — DEFINITIONS AKART is an acronym for "all known, available, and reasonable methods of prevention, control, and treatment." AKART represents the most current methodology that can be reasonably required for preventing, controlling, or abating the pollutants and controlling pollution associated with a discharge, Applicable TMDL means a TMDL for turbidity, fine sediment, high pH, or phosphorus, which was completed and approved by EPA before January 1, 2011, or before the date the operator's complete permit application is received by Ecology, whichever is later. Applicant means an operato seeking coverage under this permit. _ Best MMqg=MLEjqctices (BNTs) means schedules of activities, prohibitions of practices, maintenance procedures, and other physical, structural and/or managerial practices to prevent or reduce the pollution of waters of the State. BMPs include treatment systems, operating procedures, and practices to control: stormwater associated with construction activity, spillage or leaks, sludge or waste disposal, or drainage from raw material storage. Buffer means an area designated by a local jurisdiction that is contiguous to and intended to protect a sensitive area, Bypass means the intentional diversion of waste streams from any portion of a treatment facility. CalendarDayA period of 24 consecutive hours starting at 12:00 midnight and ending the following 12:00 midnight. Calendar Week (same as Week) means aperiod of seven consecutive days starting at 12:01 a.m. (0:01 hours) on Sunday, Certified Erosion and Sediment Control Lead (CESCL) means a person who has current certification through an approved erosion and sediment control training program that meets the minimum training standards established by Ecology (see BMP 0160 in the SWNM), Clean Water Art (CWA) means the Federal Water Pollution Control Act enacted by Public Law 92-500, as amended by Public Laws 95-217, 95-576, 96-483, and 97-117; USC 1251 et seq, Combined —Sewer means a sewer which has been designed to serve as a sanitary sewer and a storm sewer, and into which inflow is allowed by local ordinance, Common Plan of Development or Sale means a site where multiple separate and distinct construction activities may be taking place at different times on different schedules and/or by different contractors, but still under a single plan. Examples include: 1) phased projects and projects with multiple filings or lots, even if the separate phases or filings/lots will be constructed under separate contract or by separate owners (e.g., a development where lots are sold to separate builders); 2) a development plan that may be phased over multiple years, but is still under a Construction Storinwaler General Permit — December 1, 2010 Page 46 consistent plan for long-term development; 3) projects in a contiguous area that may be unrelated but still under the same contract, such as construction of a building extension and a new parking lot at the same facility; and 4) linear projects such as roads, pipelines, or utilities. if, the project is part of a common plan of development or sale, the disturbed area of the entire plan must be used in determining Permit requirements. CgWggliite Sample means a mixture of grab samples collected at the same sampling point at different tirnes, formed either by continuous sampling or by mixing discrete samples. May be IiMC-COinpoSitell (collected at constant time intervals) or "flow -proportional" (collected either as a constant sample volume at time intervals proportional to stream flow, or collected by increasing the volume of each aliquot as the flow increases while maintaining a constant time interval between the aliquots. Concrete waste—water means any water used in the production, pouring and/or clean-up of concrete or concrete products, and any water used to cut, grind, wash, or otherwise modify concrete or concrete products, Examples include water used for or resulting from concrete truck/iTiixer/puniper/tool/chute rinsing or washing, concrete saw cutting and surfacing (sawing, coring, grinding, roughening, hydro -demolition, bridge and road surfacing). When stormwater comingles with concrete wastewater, the resulting water is considered concrete wastewater and must be managed to prevent discharge to waters of the state, including ground water. Construction Activit Y means land disturbing operations including clearing, grading or excavation which disturbs the surface of the land. Such activities may include road construction, construction of residential houses, office buildings, or industrial buildings, and demolition activity. Contaminant means any hazardous substance that does not occur naturally or occurs at greater than natural background levels. See definition of "hazardous substance" and WAC 173-340-200. Demonstrably Equivalent means that the technical basis for the selection of all stormwater BMPs is documented within a SWPPP, including: I . The method and reasons for choosing the stormwater BMPs selected. 2. The pollutant removal performance expected from the BMPs selected. I The technical basis supporting the performance claims for the BMP$ selected, including any available data concerning field Performance of the BMPs selected, 4. An assessment of how the selected BMPs will comply with state water quality standards, 5. An assessment of how the selected BMPs will satisfy both applicable federal technology- based treatment requirements and state requirements to use all known, available, and reasonable methods of prevention, control, and treatment (AKART), De P—artment means the Washington State Department of Ecology. 2etent'"—means the temporary Storage of stormwater to improve quality and/or to reduce the mass flow rate of discharge. Construction Stormwciter General Permit — December 1, 2010 Page 47 Dewatering means the act of pumping ground water or stormwater away from an active construction site, Director means the Director of the Washington Department of Ecology or his/her authorized representative, Discharger means an owner or operator of any facility or activity subject to regulation under Chapter 90.48 RCW or the Federal Clean Water Act, Domestic Wastewater means water carrying human wastes, including kitchen, bath, and laundry wastes fi-om residences, buildings, industrial establishments, or other places, together with such ground water infiltration or surface waters as may be present. Ecology means the Washington State Department of Ecology. Enjzin,-ered Soils means the use of soil amendments including, but not limited, to Portland cement treated base (CTB), cement kiln dust (CKD), or fly ash to achieve certain desirable soil characteristics. Equivalent BMPs means operational, source control, treatment, or innovative BMPs which result in equal or better quality of stormwater discharge to surface water or to ground water than BMPs selected from the SVR,4M. Erosion means the wearing away of the land surface by running water, wind, ice, or other geological agents, including such processes as gravitational creep. Erosion and Sediment Control 13?,"s means BMPs intended to prevent erosion and sedimentation, such as preserving natural vegetation, seeding, mulching and matting, plastic covering, filter fences, sediment traps, and ponds. Erosion and sediment control BMPs are synonymous with stabilization and structural BMPs. Final _Stabilization (same as fully stabilized or full _stabilization) means the establishment of a permanent vegetative cover, or equivalent permanent stabilization measures (such as riprap, gabions or geotextiles) which prevents erosion. Ground )Yater means water in a saturated zone or stratum beneath the land surface or a surface water body, Hazardous Substance means any dangerous or extremely hazardous waste as defined in RCW 70,105.010 (5) and (6), or any dangerous or extremely dangerous waste as designated by rule under chapter 70.105 RCW; any hazardous sub -stance as defined in RCW 70,105.010(14) or any hazardous substance as defined by rule under chapter 70,105 RCW; any substance that, on the effective date of this section, is a hazardous substance under section 101(14) of the federal cleanup law, 42 U.S,C., See. 9601(14); petroleum or petroleum products; and any substance or category of substances, including solid waste decomposition products, determined by the director Construction Stormwater General Permit — December 1, 2010 Page 48 by rule to present a threat to human health or the environment if released into the environ -rent. The term hazardous substance does not include any of the following when contained in an underground storage tank from which there is not a release: crude oil or any fraction thereof or petroleum, if the tank is in compliance with all applicable federal, state, and local law. Injection Well means a well that is used for the subsurface emplacement of fluids. (See Well.) Jurisdiction means a political unit such as a city, town or county; incorporated for local self- goverriment. National Pollutant Discharge Elimination System, (NPDES) means the national program for issuing, modifying, revoking and reissuing, terminating, monitoring, and enforcing permits, and imposing and enforcing pretreatment requirements, under sections 307, 402, 318, and 405 of the Federal Clean Water Act, for the discharge of pollutants to surface waters of the State from point sources. These permits are referred to as NPDES permits and, in Washington State, are administered by the Washington Department of Ecology. Notice of Intent (NOI) means the application for, or a request for coverage under this general permit pursuant to WAC 173-226-200. Notice of Termination (NOT) ) means a request for termination of coverage under this general permit as specified by Special Condition S 10 of this permit. Operato means any party associated with a construction project that meets either of the following two criteria: • The party has operational control over construction plans and specifications, including the ability to make modifications to those plans and specifications; or • The party has day-to-day operational control of those activities at a project that are necessary to ensure compliance with a SWPPP for the site or other pen -nit conditions (e.g., they are authorized to direct workers at a site to carry out activities required by the SWPPP or comply with other permit conditions). Permittee means individual or entity that receives notice of coverage under this general permit. pH means a liquid's measure of acidity or alkalinity. A pH of 7 is defined as neutral. Large variations above or below this value are considered harmful to most aquatic life. pH monitoring period means the time period in which the pH of stormwater runoff from a site must be tested a minimum of once every seven days to determine if stormwater pH is between 6.5 and 8,5. Point source means any discernible, confined, and discrete conveyance, including but not limited to, any pipe, ditch, channel, tunnel, conduit, well, discrete fissure, and container from which pollutants are or may be discharged to surface waters of the State. This term does not include return flows from irrigated agriculture, (See Fact Sheet for further explanation.) Construction Storinwater General Permit—December 1, 2010 Page 49 Pollutant means dredged spoil, solid waste, incinerator residue, filter backwash, sewage, garbage, domestic sewage sludge (biosolids), munitions, chemical wastes, biological materials, radioactive materials, heat, wrecked or discarded equipment, rock, sand, cellar dirt, and industrial, municipal, and agricultural waste. This term does not include sewage from vessels within the meaning of section 312 of the CWA, nor does it include dredged or fill material discharged in accordance with a permit issued under section 404 of the CWA. Pollution means contamination or other alteration of the physical, chemical, or biological properties of waters of the State; including change in temperature, taste, color, turbidity, or odor of the waters; or such discharge of any liquid, gaseous, solid, radioactive or other substance into any waters of the State as will or is likely to create a nuisance or render such waters harmful, detrimental or injurious to the public health, safety or welfare; or to domestic, commercial, industrial, agricultural, recreational, or other legitimate beneficial uses; or to livestock, wild animals, birds, fish or other aquatic life. Process wastewater means any water which, during manufacturing or processing, Comes into direct contact with or results from the production or use of any raw material, intermediate product, finished product, byproduct, or waste product (40 CFR 122, 1), Receiving; water means the water body at the point of discharge. If the discharge is to a storm sewer system, either surface or subsurface, the receiving water is the water body to which the storm system discharges. Systems designed primarily for other purposes such as for ground water drainage, redirecting stream natural flows, or for conveyance of irrigation water/return flows that coincidentally convey storinwater are considered the receiving water. Representative means a stormwater or wastewater sample which represents the flow and characteristics of the discharge. Representative samples may be a grab sample, a time - proportionate composite -sample, or a flow proportionate sample. Ecology's Construction Stormwater Monitoring Manual provides guidance on representative sampling. Sanitga sewer means a sewer which is designed to convey domestic wastewater. Sediment means the fragmented material that originates from the weathering and erosion of rocks or unconsolidated deposits, and is transported by, suspended in, or deposited by water. Sedimentation means the depositing or formation of sediment, Sensitive area means a water body, wetland, stream, aquifer recharge area, or channel migration zone. SEPA (State Environmental Policy Act) means the Washington State Law, RCW 43.2 ICON, intended to prevent or eliminate damage to the environment. Significant Amount means an amount of a pollutant in a discharge that is amenable to available and reasonable methods of prevention or treatment; or an amount of a pollutant that has a Construction Stormwater General Permit — December 1, 2010 Page 50 reasonable potential to cause a violation of surface or ground water quality or sediment management standards. Significant concrete work means greater than 1000 cubic yards poured concrete or recycled concrete over the life of a project. Significant Contributor of Pollutants means a facility determined by Ecology to be a contributor of a significant amount(s) of a pollutant(s) to waters of the State of Washington. Site means the land or water area where any "facility or activity" is physically located or conducted, Source control BMPs means physical, structural or mechanical devices or facilities that are intended to prevent pollutants from entering stormwater, A few examples of source control BMPs are erosion control practices, maintenance of stormwater facilities, constructing roofs over storage and working areas, and directing wash water and similar discharges to the sanitary sewer or a dead end sump, Stabilization means the application of appropriate BMPs to prevent the erosion of soils, such as, temporary and permanent seeding, vegetative covers, mulching and matting, plastic covering and sodding. See also the definition of Erosion and Sediment Control BMPs, Storm drain means any drain which drains directly into a storm sewer system, usually found along roadways or in parking lots. Storrn. sewer sy ,stem means a means a conveyance, or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, manmade channels, or storm drains designed or used for collecting or conveying stormwater. This does not include systems which are part of a combined sewer or Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.2. Stormwater means that portion of precipitation that does not naturally percolate into the ground or evaporate, but flows via overland flow, interflow, pipes, and other features of a stormwater drainage system into a defined surface water body, or a constructed infiltration facility, Stormwater Management Manual (SWMM or Manual means the technical Manual published by Ecology for use by local governments that contain descriptions of and design criteria for BMPs to prevent, control, or treat pollutants in stormwater. Stormwater Pollution Prevention Plan (SWPPP) means a documented plan to implement measures to identify, prevent, and control the contamination of point source discharges of stormwater. Surface Waters of the State includes lakes, rivers, ponds, streams, inland waters, salt waters, and all other surface waters and water courses within the jurisdiction of the state of Washington. Construction Stormwater General Permit —December], 2010 Page 51 TeMPOIADLS!9bilizat means the exposed ground surface has been covered with appropriate materials to provide temporary stabilization of the surface from water or wind crosion. Materials include, but are not limited to, mulch, riprap, erosion control mats or blankets and temporary cover crops. Seeding alone is not considered stabilization. Temporary stabilization is not a substitute for the more permanent "final stabilization." Total AIA2dmum Daily Load (TMDL) means a calculation of the maximum amount of a pollutant that a water body can receive and still meet state water quality standards. Percentages of the total maximurn daily load are allocated to the various pollutant sources. A TMDL is the sum of the allowable loads of a single pollutant from all contributing point and nonpoint sources. The TNWL calculations must include a "margin of safety" to ensure that the water body can be protected in case there are unforeseen events or unknown sources of the pollutant. The calculation must also account for seasonable variation in water quality. Treatment _BMPs means BMPs that are intended to remove pollutants from storillwater. A few examples of treatment BMPs are detention ponds, oil/water separators, biofiltration, and constructed wetlands, Transparency means a measurement of water clarity in centimeters (cm), using a 60 cm transparency tube, The transparency tube is used to estimate the relative clarity or transparency of water by noting the depth at which a black and white Secclri disc becomes visible when water is released from a value in the bottom of the tube. A transparency tube is sometimes referred to as a "turbidity tube." Iurby means the clarity of water expressed as nephelometric turbidity units (NTU) and measured with a calibrated turbidimeter. Uncontaminated means free from any contaminant, as defined in MTCA cleanup regulations. See definition of "contaminant" and WAC 173-340-200. Waste Load Allocation 1)nA) means the portion of a receiving water's loading capacity that is allocated to one of its existing or future point sources of pollution. WLAs constitute a type of water quality based effluent limitation (40 CFR 130.2[h]), Waterqualitymeans the chemical, physical, and biological characteristics of water, usually with respect to its suitability for a particular purpose. Waters of the State includes those waters as defined as "waters of the United States" in 40 CFR Subpart 122.2 within the geographic boundaries of Washington State and "waters of the State" as defined in Chapter 90.48 RCW, which include lakes, rivers, ponds, streams, inland waters, underground waters, salt waters, and all other surface waters and water courses within the jurisdiction of the state of Washington. Well means a bored, drilled or driven shaft, or dug hole whose depth is greater than the largest surface dimension, (See Injection well.) Construction Stormwater General Permit — December 1, 2010 Page 52 Wheel wash wastewater means any water used in, or resulting from the operation of, a tire bath or wheel wash (BMP 0106: Wheel Wash), or other structure or practice that uses water to physically remove mud and debris from vehicles leaving a construction site and prevent track - out onto roads. When storrawater corningles with wheel wash wastewater, the resulting water is considered wheel wash wastewater and must be managed according to Special Condition S9.D.9. Construction Stormwater General Permit — December 1, 2010 Page 53 APPENDIX B — ACRONYMS AKART All Known, Available, and Reasonable Methods of Prevention, Control, and Treatment BMP Best Management Practice CESCL Certified Erosion and Sediment Control Lead CFR Code of Federal Regulations CKD Cement Kiln Dust Cm Centimeters CTB Cement -Treated Base CWA Clean Water Act DMR Discharge Monitoring Report EPA Environmental Protection Agency ESC Erosion and Sediment Control FR Federal Register NOI Notice of intent NOT Notice of Termination NPDES National Pollutant Discharge Elimination System NTU Nephelometric Turbidity Unit RCW Revised Code of Washington SEPA State Environmental Policy Act SWMM Stormwater Management Manual SWPPP Stormwater Pollution Prevention Plan TMDL Total Maxirnw-n Daily Load UTC Underground injection Control USC United States Code USEPA United States Environmental Protection Agency WAC Washington Administrative Code WQ Water Quality WWHM Western Washington Hydrology Model Construction Stormwater General Permit — December 1, 2010 Page 54 Stormwater Pollution Prevention Plan �1111 l� piIIIII11pill 1� 11 111 1 11 1 1 RKILLIMMOMUM83M The results of each inspection shall be summarized in an inspection report or checklist that is entered into or attached to the site log book. It is suggested that the inspection report or checklist be included in this appendix to keep monitoring and inspection information in one document, but this is optional. However, it is mandatory that this SWPPP and the site inspection forms be kept onsite at all times during construction, and that inspections be performed and documented as outlined below. At a minimum, each inspection report or checklist shall include: a. Inspection date/times b. Weather information: general conditions during inspection, approximate amount of precipitation since the last inspection, and approximate amount of precipitation within the last 24 hours. C. A summary or list of all BMPs that have been implemented, including observations of all erosion/sediment control structures or practices. d. The following shall be noted: i, locations of BMPs inspected, ii. locations of BMPs that need maintenance, iii, the reason maintenance is needed, iv. locations of BMPs that failed to operate as designed or intended, and v. locations where additional or different BMPs are needed, and the reason(s) why e. A description of stormwater discharged from the site. The presence of suspended sediment, turbid water, discoloration, and/or oil sheen shall be noted, as applicable, f. A description of any water quality monitoring performed during inspection, and the results of that monitoring. g. General comments and notes, including a brief description of any BMP r repairs, maintenance or installations made as a result of the inspection. h. A statement that, in the judgment of the person conducting the site inspection, the site is either in compliance or out of compliance with the terms and conditions of the SWPPP and the NPDES permit. If the site inspection indicates that the site is out of compliance, the inspection report shall include a summary of the 30 Stormwator Pollution Prevention Plan remedial actions required to bring the site back into compliance, as well as a schedule of implementation. Name, title, and signature of person conducting the site inspection; and the following statement: "I certify under penalty of law that this report is true, accurate, and complete, to the best of my knowledge and belief'. When the site inspection indicates that the site is not in compliance with any terms and conditions of the NPDES permit, the Permittee shall take immediate action(s) to: stop, contain, and clean up the unauthorized discharges, or otherwise stop the noncompliance; correct the problem(s); implement appropriate Best Management Practices (BMPs), and/or conduct maintenance of existing BMPs; and achieve compliance with all applicable standards and permit conditions. In addition, if the noncompliance causes a threat to human health or the environment, the Permittee shall comply with the Noncompliance Notification requirements in Special Condition S51 of the permit. H 31 Stormwater Pollution Prevention Plan Site Inspection Form General Information Project Name: Inspector Name: Title: CESCL #: Date: Time: Inspection Type: o After a rain event o Weekly o Turbidity/transparency benchmark exceedance o Other Weather Precipitation Since last inspection. In last 24 hours Description of General Site Conditions: Inspection of BMPs Element 1: Mark Clearing Limits. BMP: Location Inspected Functioning Pro bleffi/Coffec . tive Action Y N FY 7N NIP, BMP: Location Inspected Functioning Problem/Corrective Action Y N: I YJ NJ NIP Element 2: Establish Construction Access• Location Inspected Y N. Functioning Y I.: N NIP Problem/Corrective Action BMP: Location Inspected Functioning Problen-i/Corr:ectiv I e Action Y N I YJ NJ NIP iz Stormwater Pollution Prevention Plan Element 3. Control Flow Rates BMP: Inspected Functioning Location 7-Problem/Corrective Action, Y N�. N, FY NIP BMP: Location In spect6d Functioning P I roblern/Corrective Action., rY N] NIP EIeInent4. Install Sediment Controls BMP: F Inspected. Functi o*ning Pro Location blem/Corrective Action Y N Y N Nip BMP: Inspected Functioning LocationProblerri/Correttive Rction Y. N. r Y NIP BMP: Inspected Functioning Location Y NY N — Nip Problem I /Corrective Action [ BMP: Location Inspected, Functioning r Problern/Corrective Action Y N Y N NIP BMP: Location inspected Functioning Problern/Corrective Act . on Y N LY NI N IP. 33 Stormwater Pollution Prevention Plan Element 5: Stabilize Soils BMP: Inspected. Functioning. Problem/Corrective Action Location ,N Y N V L - NIP: F_�_ BMP: Inspected Functioning.. Location N LY N NIP Problem/Corrective Action Y BMP: Location Inspected Functioning Pro blem/Corrective Action Y N Y N NIP. BMP:. Inspected Functioning Location Probletn/Corrective Action 'Y N [—Y 7N NIP. Element 6: Protect Slopes BMP: Location Inspected Functioning. F Y N y 7N NIP Probleiii/Corrective Action BMP; Inspected Functi Location mng Probleni/Correc tive Action Y N Y N NIP BMP: Inspected Functioning Location Y N. F—YT`N] NIP Problem/Corrective Action 34 Stormwater Pollution Prevention Plan Element 7. Protect Drain Inlets BMP: Location Inspected Functioning r Problem/Corrective.Action Y N 1 Y N NIP BMP: Location Inspected Functioning Y N EY 7NNIP Problem/Corrective, Action . BMP: Location Inspected Functi' Y N P . NIP roblem/Corrective Action —01einent 8: Stabilize Channels and Outlets BMP: Inspected Functioning Location Problem/Corrective Action Y N FYTN] NIP BMP: Location Inspected I Funct oning Problem/Corrective Action Y N FY N NIP BMP:, Inspected Functioning Problem/Corrective Action Y N NIP., , BMP: Location Inspected Functioning Y N —YT—NNIP Problem/Corrective . Action F] L= 35 Stormwater Pollution Prevention Plan FE] Element 9; Control Polfritants BMP: Location Inspected F netioning. problem/Corrective . . A . ction 'N LY N1 NIP BMP: Location Inspected, Functioning Problem/Corrective Action Y N JYJN NIP. Elefilent 10, Control Dewatering BMP: Location Inspected, Rinctioning Problern/Correetive Action Y N.7N NIP BMP: Location Inspected Functioning Problem/Corrective Action Y N [—Y N NIP BMP: Location Inspected Functioning Problem/Corrective Action Y N J.Y NJ NIP. 36 Stormwater Pollution Prevention Plan 37 Stormwater Discharges From the Site Observed? Problem/Corrective Action Y0 Location Turbidfty Discoloration Sheen Location. 'Turbidity Discoloration Sheen 37 Storaiwater Pollution Prevention Plan Water Quali!y Monitoring, Was any water quality monitoring conducted? ❑ Yes ❑ No If Water quality monitoring was conducted, record results here: If water quality monitoring indicated turbidity 250 NTU or greater; or transparency 6 onn or less, was Ecology notified by phone within 24 h-rs? ❑ Yes ❑ No If Ecology was notified, indicate the date, time, contact name and phone number below: Date: Time: Contact Name: Phone M General Comments, and Notes, Include BMP'r repairs, inaffitenance, or installations made as a result of the inspection. .Were Photos Taken? ❑ Yes ❑ No If photos taken, describe photos below:. 38 LAM EIT-03 Permits Shoreline Substantial Development Permit PORTAI�GELES W A 5 H f N G T 0 N, U. S. A, SHORFLINESUBSTANTIAL DEVELOPMENT PERMIT PERMIT N0. SMA 1 1-08 ADMINISTER"NG AGENCY: City ofl"Ort. Aiigcles DATE REQU'ESTRECEIV ED:—I)ecejn bet, 29,2011 APPROVED XXX DATE lebmary 22.2012 TYPF', OF ACTION: Substantial Development .Permit Conditional Use Pursuant to Chapter 90,58 RCW, Shoreline Substantial Development Permit SMA I 1 -08 is hereby approved for: City of Dort Angeles Cornmunhy &, Economic Development 11,0. Box 1150 Port Angeles, WA 983162 To undertake the followima: Redevelopment of an area ofthe Port Angeles Waterfront consisting of public amenities including a pedestrian,,valkway esplanade, expansion and redevelopment of I folly\vood Beach, a new west end park near the Valley Creek Estuary, and pedestrian bridge from MU111CIpal Pier to the west side of Peabody Creek. Permit approval is per the 1`611owing conditions - Conditions 1. The applicant shall obtain a National Pollution Discharge Elimination System ('NPDES) Construction permit prior to issuance of any permits for construction as needed to augment the existing city NPDES, 2. Phasing -- These mitigation measures (conditions.) shall apply to all phases ofthe Project. 3. The applicant is responsible for obtaining all required pennits from local, state, and federal agencies. 4. All earth disturbing activities shall be monitored by an approved archaeologist. -1 fie archaeologist must meet the Washington State guidelines for a Professional archaeologist and be in contact with the city's archaeologist prior to and during the permitted project. A Shoreline Subslaohat Developmerd - SMA 11-08 February 23, 2012 Page 2 professional monitoring report will be submitted to (tie City's Archaeologist L11)011 completion oFthe ground disturbing actions. hl the event aTCK'z10010giC8l at-tifftetS, fCatUFOS or hurnan remains are discovered- the Applicant will inimediately cease all work, The Applicant will immediately notify the Lower El%vha Klallarn Tribal Chair and specified Tribal siaffby both letter and telephone, The City will immediately notify the State Department of Archaeology and Historic Preservation, as required in RCW 27,44 and 27,531., 5, I'MiCC1, Construction practices shall comply with state and federal policies and requirements to ensure protection of listed, endangered, and threatened species, Including such measures to reduce IlOiSC impacts to marbled murrelets, 6. Construction involving soil and sediment disturbing activities immediately adjacent to the Valley Creek estuary will be tirned to coincide with approved work windows determined by State (WDF'W) and Federal (USACE, USFWS7 and NNIFS) agencies. 7, TO insure. the duality Of sediments added to tile pocket beaches. sediments will be obtained from local (North Olympic Peninsula) Sources. Specifications for sediments will be lirovided to the contractor. When delivered, sediments will be inspected by the on-site engineer to insure that they meet the specifications. K Sediments used for pocket beaches and beach restoration will be inspected for possible signs of hazardous material or exotic species. Soils will be observed for any signs ot'discoloration and excess organic matter. 9. If contamination of'soil or groundwater is suspected, discovered Or Occurs during the project, testing will be conducted by the City. 'File Depailment of Ecology will be notified if soil or groundwater contamination is observed. This action is supported by the following findings and conclusions: Findings Based on the information provided in the February 17, 2012, Staff Report for SMA 11-08 including all of its attachments, comments and information presented during public hearing, and the Planning Commission's discussion and deliberations, the City of Port Angeles Planning Commission hereby Finds that; 1, An application for a shoreline substantial development permit was submitted by the City of fort A.11geles to Wes"ech Conipaiiy acting as lead reviewing agency on December 29. 2011 for the City of Port Angeles Waterfront and Transportation Improvement Plan. 2, A Mitigated Determination of Non -Significance was issued by the SEPA-responsible party (Dr. Bradford Shea of Westech Company) for the proposal on January 31, 2012, The materials revievved included an environmental checklist and a Biological Assessment (Shreffler Environmental 2011) of the site and possible pro.ject impacts. Issuance of the MINS satisfies the City's response Linder SEPA regulations of the State, A written comment period. ended oil February 17, 2012 following issuance of the MDNS. Written response from the City of Port Angeles was received regarding changes to Mitigation Measures 6 and 7 regarding marbled TnUrrelets, and steelhead during the comment period. A minor change was made to Condition gin issuance oftlic MDNSat the end of tile commen: period. ShOt'efille Substantial DOVO)opment Pem7i7 - SMA I �I .06 February 23, 2012 Page 2 '. The Port Angeles Shoreline Master Program, Compt-chellsive, Plan, Zoning Ordinance and critical areas ordinances have been revieNved in their entirety with respect to this application. 4 '['lie site is designated Commercial ill the City's Comprehensive Plan. Central Business District (C;BD), '13D)j Industrial Heavy (IFI) and Commercial Arterial (CA) in the City's Zoning ordinance, and (Jrbari-liarbor/Aquatic Harbor in the City's Shoreline Master Program "Ind Map. 5- The following Comprehensive Plan Goals and Policies were found to be most relevant to the proposed project: Comprehensive Plan Growth Management Element Goal.A Policy L,and Use Element Policies J-1, and 'I'ritisl)ortatioii.Elei.iiesit Goal A, Policy; tile City's Shoreline Master 's Urban-Flarbor and _Aquatic designations Harbor desi Prognam ations and Chapter 3 Goals, A. Shoreline Use Element Coals 1, 31,4,5, 6, 7. 8, & 11. 13. Economic Development Element, Goals 1, 2,5,6, C. Circulation Element Goal I; D. Conservation Element Goals 1,4.5 & 6, F',, Public Access Element Goals I & 2.F. Recreational Goals 1 &2: G. Historical/Culturat Element Coal 1 &-2: Chapter 4. General Policies and Regulations, A, Universally Applicable Regulations IA & 5, B. Archaeological and Historic ResourcesPolicy 1 &.2: C. Clearing and Grading Policies 1,2,3A,7 &S. 17 f,",riviromilental Impacts Policy -1:E. Environmental]), Sensitive Areas Regulations Ic and Id; F. Geological Hazard Areas Regulation 5.G. KJ�i Kelp Beds, Eelgrass Beds Policies 4 & %- 1. Salmon and Steelhead flabitais, Policies I & 2, J. Parking Policy 1.2 &3; K. Public Access Policies 1,23 & 7- L Shorelines of State-wide Significance Policies 2,3,4,5 & 6..- M. Silgilage Policies 1,2,3 & 4: N. Utilities Policies I & 2- 0, Water QUalt(NI Policies I & 2. 6. Public notice oftlic project ject was published ill the Peninsula Dai/Il-,,Vew.s, oil January L 201-2, Notice of tile proposal was mailed to property owners within 300 feet of the project site on January 2, 2012. This site was posted oil January 3, 2012.. A period oCwrittell public comment was opened until January 31, 2012. 7. One written comment was received on the Biological Assessment in support ofthe plan by the Lower El�vha Klailain Tribe. One comment was received by the Center for Community Design in opposition 10 the plan. Two comments were received by the city after the close of the written public comment period, one from the Washington State Department of Ecology noting certain regulatory Ye(lUiFenlCntS and one From IN1r, Dan Williams regarding a potential zip -line project which might later be incorporated into waterfront improvements ifthat project was to be implemented, 8.1,11e, site is located entirely Within the V5 flood zone (Flood Insurance Rate Map), described as areas of I 00 -year coastal flooding with velocity. In accordance with Section 15. 12.240 PAMC. the Shoreline Substantial Development Permit acts as the necessary floodplain permit. One c I ondition has been stipulated for this finding (Conditior: 10), 9. The applicant's Substantial Shol-clinc Development Perrni,- will serve as the appropriate Environmentally Sensitive Area (ESA) review or Wetland Permit from the City of Port Angeles Pursuant to PAMC 15.12.240(A) and PANIC 15,24,060(D). 10. The Waterfront Transportation Improvement Plan requires permit approval from local, state, and federal agencies. The proposed action also requires review under Section 7(,c) of the Endangered Spec I ies Act that may identify additional conditions relative to listed, endangered, or threatened species. concillsions Based on the informationp rovided in the i,cbruary 17, 2012 StaffReport for SMA 11-08 including all of its attachments, comments and information presented during the public hearing, the Planning Shonifine Substantia.' Development - SMA 11-06 Fabruety 23, 2012 Paye 4 Commission's diSCUSSion and deliberation, and the above listed findings. the City tai' fort Angeles Planning Commission hereby concludes that: A. The proposed project as conditioned. is consistent with the City's Compreliensivc.Plan, Zoning Ordinance., Eltivironmentally Sensitive Areas Ordinance, kind Shoreline Master Program. 11 As proposed and conditioned. the project will not be detrimental to the shoreline. C, The project is primarily in improvement to an existing water dependent use. D. The proposed project Will not imerl*ere with, but Will enhance public use and access to lands and/or waters. E. The project- has been thoroughly reviewed through a Biological Assessment provided with the application materials that indicated no adverse impacts would result froin the proposal, subject to the conditions included in this report. F. The proposal is consistent with the rqUirements of'Section 15.12,240 PAMC. The Shoreline Substantial Development Permit acts as the necessary floodplain permit, As conditioned.. the S1101 -Cline Substantial Development Permit will comply with and satisfy Section 15.08 PAMIC for de\.-clopment proposals within the shoreline and environmentally sensitive areas of the City of Port An,t,,Ieles. February 23. 2012 Dr. Bradford Shea Community & E"Cononlic Development NOTE.": CO,"V,`TRUCTIOA'PUI?SUAt\'T7,oriiiqpt-,R.,iiirsit,,itL,NOT BL�(,'It%'rtiVI)LVS07',IUZ'l]ORIZEDVi\'rtL 77IL'SIIORELINESt,'BSI",,I,,VTIeILDI;';q;LOPAft.*iVTPrRill]Tff,riSBEEN.-IC7'E*Dtil'O,N'B)'7'1115S7'1,17',t-'DEi",iRT,F1C.;\'7, OF ECOLOGY, OR UNTIL AU REVIElf" PROCEEDINGS hV17Z47'EP11VR1NG THE REVIEW PERIOD IMJT BEEN TrRAIRVAII'D EXCEPTAS PROVIDED IN NO. CITY OF PORT ANGELES *'AMENDED MITIGATED DETERMINATION Of- NON SIGNIFICANCE RCW Chapter 197-11-340 Description of Proposal: A redevelopment project ject along the Port Angeles waterfront entitled the "W,Iterl'i�ojit'I't-,iiisportatioii Improvement Plan (WTIP)." The project consists of redevelopment of public amenities along the subject corridor including a new concrete pedestrian walkway esplanade. resurface automobile and pedestrian areas, expansion and redevelopment of the Hollywood Beacli arca,a new west end park near the Valle), C'veek estuary, and a pedestrian bridge from Municipal Pier to the west side of Peabody Creek. APPLICANT: City of1lort Angeles L, Location of Proposal (inelmling street address, if any): Along the Port Angeles waterfront Z� between the Valley Creck L'stuary and Hollywood Beach, Agency that prepare(] the (locuillents: Westech Company, 11.0. Box 2876, Port Anoeles WA 98362 Date the document was prepared: February 23, 2012 Lead Agency: CITY 017 PORTANGELI -,S The lead apCeacy for this proposal has determined that it does not have a probable significant adversc impact oil the environment. An covironmental impact statement (!.-,IS) is not required under RCW' 43.21 C.030(2)(c ' ). This decision was made after review of a completed enviroji.mental checklist and other information or) file with the lead agency. "This information is available to the public on request. t X I There is no comment period for this revised MDNS that is being amended per WAC 197-11- 150(5). Fobi um2 3. 0 12 T r.B r a'It' �t` Shea Date Author of Ml NS You may appeal this determination to the Port Angeles City Council by submitting such written appeal to the Department of'Communi1v &' Lconomic Development, ATIN Westech Comptly'WT111, 321 Fast Fifth Street, Port Angeles, WA 98362 no later than -March 23, 2012. You should be prepared to make specific factual objections. Responsible0flicial: Dr. G. Bradford Shea, phone (360) 565-1333. Mitigation Measures: I. 'I'lle applicant shall obtain a National Pollution Discharge Elimination System (NI)DES) Construction permit prior to iSSUallCe of tarry pCIAMIS for CollStrUCtiOlL 2. I'llasing —These mitigation measures shall apply to all phases of the Project. 3. . Arty Portion Of the project occurring within an environmentally sensitive area shall require Amended NIDNS - SMA 11-08 COPA February 23, 2012 Pale 2 .3 I . Any poi -tion of the project occurring within an environmentally sensitive area shall require appropriate f,,.SA review or Wetland Permit from the City of Port Angeles. The City's .Shoreline Substantial Development Permit will serve in Place of this permit, 4. The applicant is responsible for obtaining all required permits from local, state, and federal agencies tiVltll jurisdiction, 5. All earth disturbing activities shall be monitored by all approved archaeologist. The archaeologist must meet the Washington State guidelines for a Professional archaeologist and be in contact with the city's archaeologist prior to and during the permitted project. A professional monitoring report will be submitted to the City Archaeologist upon completion of the ground disturbing actions. In the event archaeological artifacts, features or human reirlains are discovered. the permittee will immediately cease all work. The perinittec will immediately notify the Lower Elwha Klallam Tribal Chair and specified Tribal staff by both letter and telephone, as well as the City of Port Angeles, The City, in turn Will immediately notify the State Department of Archaeology and Historic Preservation, as required in RCW 27-44 and 27,53. 6, PYOJICCt COnSti-LICtiOn practices shall comply with state and federal policies and requirements to ensure protection of listed endangered and threatened species including Such Measures to reduce noise impacts to marbled murrelets, 7. Construction Involving soil and sediment disturbing activities immediately adjacent to the Valley Creek estuary will be timed to coincide with approved work Windows detel-IllinCd by State (WDFW) and Federal (USACE, USFWS and NNIFS) agencies. 8. To insure the quality of sediments added to the pocket beaches, sediments will be obtained fi-orn local (North Olympic Peninsula) sources. Specifications for sediments will be provided to the contractor. When delivered, sediments will be inspected by the on-site engineer to insure that they meet the specifications for grain size (roughly 18 percent sand., 50 percent gravel and 32 percent coble). 9. Sediments used for pocket beaches and beach restoration will be inspected for possible signs of hazardous material or exotic species. Soils will be observed for any signs of(lisco[oration and excess organic matter. Note: Conditions 5 and 6 were amended following, the public hearing Cor the associated shoreline substantial development permit per Section WAC I I-197-350(5) 11(1b: Mail. 2;2372012 DOE, MNIk, DF&\V & USACOF" LAN RiTiNgIff-witim 1:: Prollvmtlmj-j� :r .r s oWashingtor HYDRAULICPF�[�J��T A�P�(��[ coal 48 Devonshimmma FISH and eonrrus.oc1 ' See appeal process wend o/epx wonu`e^v WA 98563 w/Loups (360)249-4628 Issue Date: May 29.2O12 Control Number: 126083-2 Project Expiration Date: May 19.2V14 FPA/Public Notice #: N/A PERMITTEE U AUTHORIZED AGENT DRCONTRACTOR City of Port Angeles P0Box 115V Port Angeles, YVA883G2 360-417-4751 Studio Cascade Inc 117W Pacific Ave Ste 200 Spokane, WA 99201 509-835-3770 Project NameWaterfront Transportation Plan -Phase 1 Esplanade Project Description: Phase | includes work tVconstruct mnnwynwaba esplanade between Oak Street and Laurel Street consisting ofconcrete pedestrian walkway with metal grating at overlooks extending over existing rip rap. Atotal of59'18inch steel piles, 5 of which are at or below k8HHVV, will be driven from upland in the dry. Mitigation for overwater impacts will include removal of all treated wood piles and debris from the construction area. Amplans are developed and funded for future phases, this HPAmay be revised and extended, however this HPAinonly for the phase 1 work right 1. Work below the ordinary high water line shall not occur from February 15 through June 14 of any year for the protection of migrating juvenile salmonids, however, when working with equipment stationed above the OHVVL'and the activity ioabove the K4NHVVline, then work may proceed anytime solong aotidal waters are greater than 15feet from the project. NOTIFICATION REQUIREMENT: 2. If at anytime. as e result of project ocdv0eo, fish are obnana*d in distrgno, a fish kill ocour$, or water quality problems develop (including equipment leaks or spills), immediate notification shall be made to the Washington Military Department's Emergency Management Division at 1-800-258- 5990, and tothe Area Habitat Biologist listed below. 3. The permittee or contractor shall notify the Area Habitat Biologist (AHB) listed below by fax (360) 878-1894. or e-mail: Chdo.Wohdbill kJ@dfw.vva.8ovofthe projectnbartdate, Notification shall be received bvthe AHBprior h)the start ofconstruction activities. 4.Officer Winn Miller shall receive written notification (e-naU:Winn. K4i|ky wo.Qov)fnorn(he person to whom this Hydraulic Project Approva|(HPA) is issued (permittee) or the agent/contractor noless than three working days prior tustart ofwork, and again within seven doy3ofoonnp|etionof work toarrange for ocompliance inspection, The notification shall include the permittee'sname, Page 1of 6 Washington HYDRAULIC PROJECT /\PPR(}\/A[ Department of FISH and *cwrrvo�vx1 Soo appeal process at end mopx Woups |saueDate: May 20.2012 Project Expiration Date: May 13, 2014 Control Number: FPA/Public Notice It (,oaslal ^oDevonshire Road w^meyovv WA 98563 (360) 249-4628 126083-2 project location, starting date for work o/completion date ofwork, and the control number for this 5. Work shall be accomplished per plans and specifications approved by the Washington Department oƒFish and Wildlife entitled "Waterfront Improvement Transportation Plan -The Esplanade" and dated February O`2012.and the 10D%construction plans entitled "Port Angeles Waterfront Development Project -Phase 1" dated March 2. 2012 and submitted [Wmn:h 30. 2012. except as modified by this Hydraulic Project Approval, A copy of these plans and this HPA shall be available on site during construction. 6. All trash and unauthorized fill, including incidental concrete blocks or pieces, all angular rock, non-native fill material, metal, treated wood, glass, floating debris and paper below the ordinary high water line (C)HVVL)|nand around the applicant's project on*a(hatmanbereadi|yreachadby project construction equipment from the upland areoadjacent tnthe shoreline shall beremoved and deposited otonapproved upland disposal site. 7.Mitigation for ovenwoharimpacts includes the removal ofcreosote pilesinthe area the esplanade will bmplaced nrinand around the applicant's project mw*ewih|chconbeneedik/reaohodbvpnojoci construction equipment from the upland area adjacent tothe shoreline. 8. A temporary filter fabric fence, installed as indicated in the e-mail received on May 4, 2012, shall not result inthe entrapment offish otany time aaiaillustrated inyour project p|anse0d|fsuoh occurs is not on approved element ofthis HPA. Atemporary filter fabric fence installed on the beach can beconsidered mfish trap and shall be subject tofurther consultation with and approval hnmVVDFVV. 9. The existing rock revetment shall be removed only as required for the installation of the e*p|anade, and only rook meeting provision #11 ohoU be reused along the face of and under the esplanade. Any ofthe removed material that is not reused shall be deposited upland such that it does not enter waters Vfthe state. 10. The waterward face of the reconstructed rock revetment shall be located no further waterward than the existing functioning revetment. 11. Rook for the reconstructed revetment shall be composed of oleen, angular n`uteho| of sufficient durability and size to prevent its being broken up or washed away by high water or wave action. 12,All upland drainage fiohUimes shall beincorporated into the landward side ofthe revetment near beach grade to prevent erosion of the shoreline. Page 2of0 ^ Washington Depahmen/w HYDRAULIC PROJECT APPROVAL pm*o"u nCwrr.onuu1'See appeal process a'end mHpx WILDLIFE Issue Date: May 2D.2V12 Project Expiration Date: May 13, 2014 Control Number: FPA/Public Notice # Coastaj 48Devonshire Road Montesano, ww98563 (360) 249-4628 126083-2 NIA 13. Project activities shall not occur when the project area, including the work corridor isinundated by tidal waters. 14. Use of equipment on the beach shall be held to a minimum, confined to a single access point, and limited k/m25-hoct work corridor watenwordofthe base rocks. Construction materials shall not touch the beach outside this work corridor, When working with equipment stationed above the OHWL, and the activity is above the MHHW line, then work may proceed anytime solong astidal waters are greater than 15 feet from the project. 15. Excavated materials containing silt, clay, or other fine grained soil shall not be stockpiled below the ordinary high water line. 18. Beach area depressions created during project activities shall bereshaped tupre-project beach level upon project completion. 17.Any wet concrete shall beprevented from entering waters ofthe state. Forms for any concrete structure shall beconstructed k>prevent leaching ofwet concrete. Impervious materials shall bo placed over any exposed concrete not lined with the forms that will come in contact with state waters. Forms and impervious materials shall remain inplace until the concrete iecured. 18. All components of the esplanade structure that are elevated above the mean higher high water line, as illustrated in project p|ans, shall have VYOFVV approved light penetrating grading over minimum of5OY6surface area. That grating shall have anopen space confiuurmtonofominimum 1Q.Amspecified in the application, the 59 pilings shall be 18 inch steel piles, but only 5 of these will be placed below MHHW. The rest will be at or above OHWL 20.Any existing creosote pilings inthe project aneathstnanbereodi|yreaohedbyp ' tt construction equipment from the upland area adjacent tnthe shoreline shall baremoved and disposed ofupland such that they donot enter waters nfthe state. 21, All piling, lumber, and other materials treated with preservatives shall be sufficiently cured to minimize leaching into the water or bed. 22.All lumber tobeused for the project ehaUmeetormxceedtheshan6ardses(mb|imhmdin'Bect Management Practices For the Use of Treated Wood in Aquatic and Other Sensitive Environments' developed by the Western Wood Preservers Institute, Wood Preservation Canada, Southern Pressure Treaters' Association, and Timber Piling Council, dated August 1, 2006, and any current amendments or addenda to it. Current amendments and addenda include but may not be limited to 'Amnndmwnt#1:CCA-ChromatedCopperAroenete'.dated0otober25.2O0G�and`Addendum#1: ACC - Acid ChromatedCopper'.dated February 28'2OO7. Page 3 of 6 Washington HYDRAULIC PROJECT APPROVAL Department of FISH and RCw,,,55.021'See appeal vmcessmend mxpA q c Wxoop Issue Date: May 20'2O12 Project Expiration Date: May 13, 2014 Control Number FPA/Public Notice Coastal ^oDevonshire Road Montesano, *weosoo (360) 249-4628 1200O3-2 23. Removal or destruction of overhanging bankline vegetation shall be limited to that necessary for the construction ofthe project. 24`All natural habitat features unthe beach larger than 12 inches indiameter, 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. 25, Project activities shall be conducted to minimize siltation of the beach area and bed. 26. All debris, petroleum products, or deleterious material resulting from construction shall be removed from the beach area and bed and prevented from entering waters of the state. 27. Project activities sho| not degrade water quality to the detriment offish life. 28. An emergency spill containment kit must be located on site along with a pollution prevention plan detailing planned fue|inA, rnahahm|e stonoQv, and equipment aboragw. VVQmte storage areas must beprepared toaddress prevention and cleanup ofaccidental spills. PROJECT LOCATIONS Location #1 Downtown Port Angeles WORKSTART: May29,2012 WORK END: May 13,2014 18,9060 Pria 18 Marine Straits APPLY TOALL HYDRAULIC PROJECT APPROVALS This Hydraulic Project Approval pertains only to those requirements of the Washington State Hydraulic Code, specifically Chapter 77.55RCYV(formerly RCVV7720). Additional authorization from other public agencies may bm necessary for this project. The person(s) to whom this Hydraulic Project Approval is issued is responsible for applying for and obtaining 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. Page 4of6 Washington Depaxmentv/ HYDRAULIC PROJECT APPROVAL FISH and ncWrzas,co1'See appeal process mend v/*p* wxLourc Issue Date: May 29,2V12 Project Expiration Date: May 13, 2014 This Hydraulic Project Approval does not authorize trespass. Control Number: FPA/Public Notice #: Coastal 48 Devonshire Road Montesano, *mouosx (360) 249-4628 120083-2 The pnmon(n)k`whom this Hydraulic Project Approval imissued and oporator(o) performing the work may beheld liable for any loss or damage to fish life or fish habitat that results from failure to comply with the provisions cf this Hydraulic Project Approval, Failure |ncomply with the provisions ofthis Hydraulic Project Approval could result inacivil penalty ofupioone hundred dollars per day and/or a gross misdemeanor charge, possibly punishable by fine and/or imprisonment, All Hydraulic Project Approvals issued under RCVV77.55.021 are subject \oadditional restrictions, conditions, or revocation ifthe Department ofFish and Wildlife determines that changed conditions require such action. The pormnn(o)*nwhom this Hydraulic Project Approval ioissued has the right toappeal those decisions, Procedures for filing appeals are listed below. Requests for any change to an unexpired HPA must be made in writing. Requests for new HPAs must be made by submitting complete application. Sendyour requests iothe department by: mail h`the Washington Department of Fish and Wildlife, Habitat Program, 600 Capitol Way North, Olympia, Washington 98501-1091; e-mail to HPAopp|imsdona@dhw.wm.Uov; fax 0u(36O}902'2946�nrhand-delivery k/the Natural Resources Building, 1111 Washington StSE, Habitat Program, Fifth floor. APPEALS INFORMATION Uyou wish toappeal the issuance, denial, conditioning, ormodification n/nHydmv)icPn4mctAppmvo|(HPA). Washington Department ufFish and Wildlife 0WDFVV recommends that you first contact the department employee who issued or denied the HPA to discuss your concerns. Such a discussion may resolve yourconcerns without the need for further appeal action. If you proceed with an appeal, you may request an informal or formal appeal. WDFW enMirages you to take advantage of the informal appeal process before initiating a formal appeal, The informal appeal process includes a review by department management of the HPA or denial and often resolves issues faster and with less legal complexity than the formal appeal process. If the informal appeal process does not resolve your concerns, you may advance your appeal to the formal process. You rnay contact the HPA Appeals Coordinator at (360) 902-2534 for more infonnmVvn. A. INFORMAL APPEALS: WAC 220,110-340 is the rule describing how to request an informal appealofVVDFYV actions taken under Chapter 77,55 RCW. Please refer to that rule for complete informal appealprocedures. The following information summarizes that rule. Aperson who imaggrieved bythe issuance, denial, conditioning, ormodifioedonofenHPAmay request aninformal appeal ofthat action. You must send your request b`VYDFVVhymail 8nthe Washington Department ofFish and Wildlife HpAAppeals Coordinator, M0VCapitol Way North, Olympia, Washington 38501'1081; e -mail to HPAopyUmti000@dhw»"a.gnv;fax to(308)882-2846;vrhand-delivery mthe Natural Resources Building, 1111 Washington St SE, Habitat Program, Fifth floor. WDFW must receive your request within 30 days from the date you receive notice of the decision. If You agree, and you applied for the HPA, resolution of the appeal may be facilitated through an informal conference with the WDFW employee responsible for the decision and a Supervisor,|famon|u||nn ionot reached through the informal conference, oryou are not the person who applied for the HPA.the HPAAppeals Coordinator or designee will conduct an informal hearing and recommend a decision to the Director or designee, If you are not satisfied with the results ol the informal appeal, you may file a request for a formal appeal. B.FORMAL APPEALS: WAC 22O-11;-35Ois the rule describing how to request a formal appeal of WDFW actions taken under Chapter 77.55RCwkPlease refer tuthat rule for complete formal appeal procedures. The following information summarizes that rule. Page h,fO Washington HYDRAULIC PROJECT APPROVAL Department of FISH and RCWns5.021 See appeal process atend mxnA WILDLIFE Issue Date; May 29.2O12 Project Expiration Date: May 13'2014 Control Number: FP4/Pub|icNotice #: Coastal 48 Devonshife n"aj Montesano. ww98561 (,560) 249-4628 126083-2 A person who is aggrieved by the issuance, denial, conditioning, or modification of an HPA may requesta formal appeal wfthat action. You must send your requestfor pformal appeal hothe clerk u/the Pollution Control Hearings Boards and serve a copy on WDFW within 30 days from the date You receive notice of the decision. You may serve YYDFVV by mail to the Washington Department ofFish and Wildlife HPAAppea|o Coon|ine(or, 800 Capitol YVey North. Olympia, Washington 985U1'1O91;e-mail wHPAapp|irahuno@dfvv.wm.gnv�fax to(360)QO2'2940;nrhand-delivery 8u the Natural Resources Building, 1111Washington St SE, Habitat Program. Fifth floor. The time period for requesting u formal appeal imsuspended during consideration of a timely informal appeal, If there has been an informal appeal, you may request a formal appeal within 30 days from the date you receive the Director's or designee's written decision in response Nthe informal appeal. C. FAILURE T0APPEAL WITHIN THE REQUIRED TIME PERIODS: If there isnotimely request for amappeal, the VVDFVVaction shall bpfinal and unappealable. ENFORCEMENT: Sergeant Anderson (20) P2 Habitat Biologist wa|dbcnn*@dhw/wa.gmv for Director Chris Waldbillig 360-874-7258 WDFW CC: Roberta Koroz.City ofPort Angeles Aa-neiU Pamela Gmnguinetti,USACEProject reviewer (e-mail) Brady Scott, WaDNIR Aquatics Manager (e-mail) Page 6c46 Section 401 Water Quality Certification ATTACHMENT H-5 Section 404 Nationwide Permit ATTACHMENTI PORT ANGELLS WATERFRONT DEVELOPMEN 1` PROJECT ANGELES, ES, WAi;Nlf C;lC7N PHASE 1 Contact Listw,,,, ry AL7MUSTRATWF- AFENC"5 C rty M 1 6 1 A o.C.. Nit N ndt Ca s 4 -'"+J Fh W417471 (r',l vim' W,,lgew, vtl362 mdC Ca. !6 f r"' if74P) ph;fin 160 4 11 leV4 L adv 3f 7;pa`` f 3+i F7 L 1p �'( 4 f' ri dL btl - ra !kr triNf. ua r 9'p 9 a x f 8T'f Ftt' 1 T(( dJ 4TY,P fr +� f5 WA 61.. to & 4017111IX t! r up.' ! 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CUFC P3 a , ].A 41tll Y t I.Flf w i . flRCI (.1, l i AA]I Y GI IIFR i I? x DRIVEWA r` RAMP ,u, M, ,r_ X14 jTPi f ` tlEa UP N' P1?,91' G DETI:CeABLE iV NNING 11 PLidp: NON A �tw;x L s. 1; STORM DRAIN (TEAN OUT ( A` CI I D Af: 1 N 1) 1 HIG N �9 I () N �11 ( I t, ) T Y I I f s CATCII I )A-�l 1; STORM DRAIN (TEAN OUT ( A` CI I D Af: 1 N 1) 1 HIG N �9 I () N �11 ( I t, ) T Y I I f s CATCII I )A-�l w ~� - - A E.��..I S ITE i`o(iTE}: i �w s - i I t i 1 s E t1 Rlj1 CMIf R P01I r.. ... 1 it � r r it E, ___ __._. ._.. __._......_—_ r .__ _.._. ...__.._.— ......... ...._.____ 60 .... zK � wrvro M ! .. F„ J`.ANrfARY,tEWFR UYAN OUT 1(11 i<.r a.✓rte .. e� r.r,.. i - 3 III11 \ti I1R Vlff ifR 4' o i �r r c w. it s ••.tN] I ,fie )',i9 � b ` f ti' n1 1T itU91--1d,AN 1101.1. 1)13471' CO � -n; r. •, u; ;:; .. �., , z�:p :cam;. „� . .�,r r r Al I)PAN A 1,M111 1s Q,:N.10 tjaj( r � . li r.- Q,i l'b, 111. ., 1.. til.. r C�1 f MJd1 R I (Yfl S CO IT NOT1 :^ & SHV+f2l Vla llf)h � � � va 6 ------------- SITE PLAN ^� __ SPRL3 C702 ----------- ------ — f i i E V t7NDUf NOTE'� � rtNrxA� urrt � �Tl IT, T, d �i s AHMO IX]I1N°` ( , r L u it ro- A un o, c�.. f ) a L LeF�( �'xd*�i1 � (oua� s urxcrcswer mni re,) � .� � , . • �� SITE PLAN f i ii to l � _ , ,r ,m. ... rC u ♦ � ._ ,i�,a.N�ri3i�,�A i �r uu �,ir•., vi C703 REFERENCE SYMBOLS ABBREVIATIONS DRAWING INDEX Nn' M1M MA oZ %n,CN E A' 1 11- Al. 111"N s 11,11w "I SI -1 11 FIA -11, All. A14,1 1171 T.,, Al. 1 -71 -514 -1 - CODES & CLASSIFICATIONS GENERAL NOTES SCOPE OF WORK in IA -1-1 1- F,1111 11—JI 1-11G Zzi W I'— Illf- 10072 Faaoa ......... . - .... . ......... .... ...... ... ........... .......... .......... ....... . ............ 7 Tl - P[ V T 'g k,§ YOM, E_______________ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _-_r,___________ - - - - - AVLNU J," ?AILROA"'- SITE PLAN I... . - M � 1]�l PLAN - - - - - - - - - - - - - - . ............. ......... . z .......... ...... ........ . ....... z F-AVIRIF "If - - - - - - - - - - - - - - - - -- RAJ ROAD AVLNUL ...... . ........ .. 1.P,V, " z F-AVIRIF ........... SITE 11 -IN A112 w� z Wrc u'.u'2dY�,. L».»..... ......... .........» ......».. ........� 4 u r � r a w i p � } � w a :- ......... ................. �.....»� .......r: ........i >. SITE FLAN aro A113 a \M c� PAILIZOAD AVN.,E a x; wa3 ' T t \. SITS RAN DIM NSIONS PAILIZOAD AVN.,E a x; ... ✓ ' T rc � SITS RAN DIM NSIONS 17 SFr A115' Ff! ;,ALPOIAD PUNU,- 4 �z a z a gin gi r"I S N r= , i z W o �,r ;.; rr �• � i w •,,x �� r � aa< o '� FW i .. e a , w i ,c„•a • I SITE PLAN DIMENSIONS �c A117 P� X i 2 W nq z J w v � Afl9 -------------- SITE RAN DIMENSIONS ' 7 118 y�d z k e k " i _ S Z $ N t W O W �u � nF� a �o' LAN MIENSIQNS •� SIT: FDI � - "' irrora rA119 U roYti: � II 1 _CCr + Ih r a, M n n NT A I 1 ' f�` p dI .. _ —v aix ENIARGED SITE PLAN yr .r-0. r120 ADE SETION 6jwj=.Z� (;—) 1 11 1e I e c ¢ 12 71, ESPLANADE SECTION z 3 1-2 A131 .L- C I ME A140 U VENEER SECTION CII T ARCH GLASS PORT HOLE ARCH GLASS PORT HOLE I.— . 1 .1 F7.1 757r, GROOVED PC CONC STEF/BLCH TACTILE WARNWG _PVR AT NN GARDEN Y -,Ml o'j PC CONC VENEER & SKT8D DETERRENT I A'. I I nW s GROOVED PC,��! VELAR & SKTBD DETERRENT GLASS T MARKER TRAIL T NOT USEDNOT USED I �i) �F� i4l GLASS RAILING POST Y'. 'I- ft "I., I'll NOT USED KE N7 Is __1 111 POW "*T USED LED STAIR -RAMP RAIL PEST 11. 1011 ... .... ... Cr F9 IGfF Al Lim g CABLE RAIL WITH HAND FAIL I POST EV 4:T M� .... ..... . T_ 7— gFGC ........... ....... .. ALUM 1A.1 MOTION FYP CONIC EJ1'�ONC 1��R7E JOINT �'T "Is NOT USED KE N7 Is __1 111 POW "*T USED LED STAIR -RAMP RAIL PEST 11. 1011 ... .... ... Cr F9 IGfF Al Lim g CABLE RAIL WITH HAND FAIL I POST EV 4:T .............. LAWN L -31M. ....... . .. .......... ..... ........ ....... .... .............. �113 ,,IAGE TIIE:mom EDULE 0 A -.. ... f ._. IRRIGATION PIPE SIZE LEGEND ,t IRRIGATION POINT OF CONNECTION (P.O.C.) IRRIGATION ABBREVIATIONS I I P TT �17 IRRIGATION PLAN .....11.01 Yij; �`�� "MYA��. Yu"41M� A�' ';.fi h\ OUTDOOR AUTOMATIC CONTROLLER 'F"`PEDESTALMOUNT u; , y�yf1y �M/ v I i j 4 n ✓ F A p""" SPRINKLER HEAD WI TREE ROOT BUBBLER DETAIL SWING JOINT RISER DETAIL C"' PRESSURE REDUCING VALVE DETAIL .: I I � a �y o {{ u, s r i r .. W QUICK COUPLER VALVE DETAIL SLEEVE UNDER PAVEMENT DETAIL ''. .. .. 12.02 LANDSCAPE MEGIEN SCHEDULE *am LANDSCAPE PLAN �m rc shy LANDSCAPE PLAN �m I g' SHRUB & GROUND COVER PLANTING DETAIL t•kS w 4. p TREE PIT SOIL PREPARATION 8 PLANTING 1-60-11—PR—EPA-11-A. TION DE..TAIL - RAIN GARDEY JOA!C STR �� __ �._.u� � i -�� : � M P '� ", "` ,. .. ., �. � ,. Mpg` Product Drawing Rest"' Product Drawinglcmdv,� `pef `6BENCIA DETAIL . ...... . ........ . 7 —RASII RECEPTACLEDETAIL, ADBREYIATIICIINS �Vl SYMBOL s vu X, 1 11 � 11;T �11 I0 �i 11 Z" 1411 SYMBOL s vu X, GENERAL OF I I 1 1111 1 1 ll� �l I Al I IL �L IA III � I 'I I I ',I �l 11117111- 1, Al 11-11111, 1- ANCHORS Lx C A 1— IT, I., I I I III—I It I — DIIIII, I — I U I 1 111, CA I "I III DEFERRED SUBMITTALS FOUNDATION DESIGN w us 4, --w SO.02 . . ..... ...... .. lw ................ .. . . .. .. -DIMENSIONED PILE LAYOUT PLAN WEST 94- — QDIMENSIONED PILE LAYOUT PLAN - EAST l�)- - - - - - - - PIAN - L`' DOE y� A I ej� rn.....1, -- L 0. � � p `i ESPLANADE FOUNDATION PLAN WEST END T i 'S 11 > ) 1 2 ESPLANADE SLAB PLAN.. WEST END � p a /� \\` > \: � p a GRATING FRAMING PLAN m c"ll I w 2.04 f� N ] Pr w a a wn a e .1 !e!r PIM )•r)—� uj r 1\ ariuv A W Yk N c�,rnmk........... r ace—..........., N SECTION `S J DETAIL, ,,,� 3.00 r YW/ qty if 71 4 �2 SECTION TYP. WALL EXPANSION JOINT (EJ) TYP. WALL CONTROL JOINT (CJ) S3.01 m y.SECTION —111 f-13 .1 Lo O SECTION S3.02 z SECTION z 21 Cti ,G ATI A ... x � „y.u�f1'✓„",�✓ N!rsvwrs vEa Ltia �✓ t._'.. • _....... ._.-_ ... i , LL, �n}SECTION <I q .r•�+`t},„�r Jnr { r .. s..E. _,. .:i Wg� z �i 11 P. vh u, p m d- CAI 0-Y, xIr .II'll1. M , TYPICAL PILE ti' FILE @ GRIDLINE E QB-0 �© PILES ON GRIDLINE E ., . ~rcP 4 1.....aJs 17s --_..-...___ U rt Y^ su N.+n IIT e, 1011 A 11 11 fi 11 1- N— ( E 1., IA lu „ITI ICYN:: AA ry4� q VT.01 �z. u. ,w,w.......� 2 Y �f Ir)«:_+. rvr „una r;.',., m. au.Cti9„r• �,� `. ~/// lF / „Aati w.,,,v'�s� Citi cM ..__ a'' � 17 id5 / I C a SECTICIN c SECTION , 21N P � pf Y G a IV L�2 au Bn,i W i wur, can � _r r Y 1111 t�.4 , IY5 /Y' u fv /E ? SECTION � F } SECTION,_ *� � 'J4.02 SECTION SECTION_ SECTION X J SECTION SECTION SECTION "ro 77f; 'T SECTION sarvnx ui SECTION ( SECTION A) - y F N U ) \ (A\. 9... �.....� \ 4 rwv s ' a 11.1 eA p �TT �r A u cav — 6 11-L-1 "� , E PLAN VIEW MRE RUN CHART ---- ------- - — . . . . . . ................. CALL BEFORE YOU MG . ....... '4 �T J nr yr w.« +m w rti,i w., a v vii n vuu«r.i; m . ,a. a-, a, ry+xx �,. W aw +..e.vo um 0 ZVI, (t"k 4 1 56 "'e", EOOO LAUKI-PMEYOUNC EIOO aF^ac�zeu aures ,„ FLAG NWES: .. ....... z�,r—� PARTIAL SITE PLAN - ELECTRICAL . . .. .. ......... .. CALLBF FORE YOU D[G' A� E110 . . ..... ... . 0 u iiv A-lz —13= PARTIAL SITE PLAN - ELECTRICAL . . .. .. ......... .. CALLBF FORE YOU D[G' A� E110 i �s w �-lk- J, CC I , J I J ,\ GEN ERA NryTES Z FLAG narEs ,7 k , \ — u — ww PART_IL SITE PLAN -ELECTCAL -- m cuE sEF;nae YOU-0r, PARTIAL SITE PLAN - ELECTRICAL CALL gFOK YOM DR, to GENEM NOTES: II . . . . . . . . . . FLAG WTES: i II II i z an PARTIAL SITE PLAN - ELECTRICAL CALL gFOK YOM DR, FLAG NOTES. POWERONE-LINE DIAGRAM CALLBUOREYOU UG' v i IVC4 A ALL BEFORE YOK. I *ilom NON -PALO POWER TRENCH DETAIL n DUPLEX RECEPTACLE AT TREE MOUNTING DETAIL (4) N014 -PALO COMMUNICATION TRENCH -DETAIL NON -PALO POWER TRENCH DETAIL W "' ti r' a+ Y 0 ii W F AS bTD xre 5 .x a� Y a" aac�. e�FpetE y_Ou DIG' T R g PALO TRENCH DETAIL _..'�\ ..... f E800 / CAST -IN PLACE POLE BASE DETAIL CALL BEFOKE you DIC IN CAST - WALL ANCHOR BOLTS DETAIL 111; 17, _ -(-l) I E801 LIGHTING FIXTURE SCHEDULE - ADDITIONAL REQUIREMENTS CALL BEFORE YOU DIG Ir GENERAL NMEH p c va. x FLAG NOTES .cx. a cup. v'vr, earAuv,i. C 'L56NVq -- � a a LwHmw ccvTnBL PAL ' [ s � I _� LCµ B t• GJLk +�' �� .. -- tier _ n m— !K rr t � in�ivve- u fd Se]l"?.,.v„tR'ai LIX'A'I �4 Gf.r.0 L Y.ih::VR..4,4vS.. f--" s ry-(m:Rx TYPICAL LIGHTING CONTROL SCHEMATIC DIAGRAM u,' F n. roman uses . a+aia A�✓D'.iET � 4 CAI L BEFORE YOU uIG E803