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HomeMy WebLinkAboutTumwater Creek Bridge - Building CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY ECONOMIC DEVELOPMENT BUILDINC.DIVISION Now/ 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number 12- 00000062 Date 2/17/12 Application pin number 598158 Property Address UNASSIGNED ASSESSOR PARCEL NUMBER: 06- 30- 00 -0 -0 -0920 -0000- .REPORT SALES TAX Application type description COMM NEW CONST on your state excise tax form Subdivision Name Property Use to the City of Port Angeles Property Zoning UNKNOWN (Location Code 0502) Application valuation 809184 Application desc BRIDGE OVER TUMWATER CREEK Owner Contractor PORT OF PORT ANGELES REDSIDE CONSTRUCTION LLC Tw L1114 1 a PO BOX 1350 PO BOX 267 X I'1 �V PORT ANGELES WA 983620251 PORT GAMBLE WA 98364 (360) 297 -9557 Permit BUILDING PERMIT COMMERCIAL Additional desc BRIDGE OVER TUMWATER CREEK Permit Fee 4732.75 Plan Check Fee 3076.29 Issue Date 2/17/12 Valuation 809184 Expiration Date 8/15/12 Qty Unit Charge Per Extension BASE FEE 3260.25 310.00 4.7500 THOU BL- 500,001 -1M (4.75 PER K) 1472.50 Special Notes and Comments February 13, 2012 8:42:37 AM tamiot. Electrical engineering has no requirements The Fire Department has reviewed the project application and has no comments February 17, 2012 10:09:28 AM sroberds. The proposal is a vehicle bridge replacement. approved within the shoreline under shoreline permit SMA 11 -04. No land use issues anticipated as long as bridge is constructed per SMA conditions. Public Works Utility Engineering has no requirements for this plan review. Other Fees STATE SURCHARGE 4.50 Fee summary Charged Paid Credited Due o- Permit Fee Total 4732.75 4732.75 .00 .00 Plan Check Total 3076.29 3076.29 .00 .00 Other Fee Total 4.50 4.50 .00 .00 A. 0-C Grand Total 7813.54 7813.54 .00 .00 Separate Permits are required for electrical work, SEPA, Shoreline, ESA, utilities, private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days, if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. a /7 //g Go4ki) l rZ Date Print Name Signature of Contractor or Authorized Agent Signature of Owner (if owner is builder) T:Forms /Building Division /Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24 -HOUR NOTICE FOR INSPECTIONS V Building Inspections 417 4815 Electrical Inspections 417 4735 Public Works Utilities 417 4831 Backflow Prevention Inspections 417 4886 IT IS UNLAWFUL. TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT IN CONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage Downspouts t J Piers Post Holes (Pole Bldgs.) PLUMBING: Under Floor Slab Rough -In Water Line (Meter to Bldg) Gas Line Back Flow Water FINAL Date Accepted by AIR SEAL: Walls Ceiling FRAMING: Joists Girders Under Floor S hear Wall Hold Downs Walls Roof Ceiling Drywall (Interior Braced Panel Only) T -Bar INSULATION: Slab Wall Floor Ceiling MECHANICAL: Heat Pump Furnace FAU Ducts Rough -In Gas Line Wood Stove Pellet Chimney Commercial Hood Ducts FINAL Date Accepted by MANUFACTURED HOMES: Footing Slab Blocking Hold Downs Skirting PLANNING DEPT. Separate Permit #s SEPA: Parking Lighting ESA: Landscaping _SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY USE Inspection Type Date Accepted By Electrical 417 -4735 Construction R.W. PW Engineering 417 -4831 1 Fire 417 -4653 Planning 417 -4750 Building 417 -4815 T:Forms /Building Division /Building Permit 4SEASONS 452-3023 Fax 0 452-304 T ENGINEERING, INC 619 S. Chase Street 3 0Port A WA 98362 June 11, 2012 Gary Wiggins, PE RECEIVED Director of Engineering Port of Port Angeles PO Box 1350 ,UN 1 2012 Port Angeles, WA 98362 PORT OF PORT ANGELES Subject: Tumwater Creek Bridge Dear Mr. Wiggins, The Tumwater Creek Bridge replacement has now been completed by Redside Construction LLC from Port Gamble WA. The construction has included removal of several old creosote timber bridges and piling within the creek. New construction includes the placement of sheet pile walls, installation of galvanized steel piling, installation of a concrete pile cap and concrete abutments. Work in and around the mouth of Tumwater creek included repair of rip rap seawall and removal of debris. Work in the creek was completed on September 30, in accordance with the Army Corps of Engineers permit. r 4 }1Y ✓�'t2k a �T a G 3 'W 4 r4,.t �uN^ R r 1 f S 'a b .1,40.4„474, rvr. eY V+ r v N «N .'T.� tv vyy i^er",'�' r w .,�w{ f xF, P'9 ''Yrl'r The bridge superstructure was completed by Redside Construction. Final grading and paving was completed by Lakeside Industries. Daily inspections have been done by Port Staff. 4 Seasons Engineering, Inc. has provided limited observation as well. Per our observation, the bridge is complete and ready for service. If you need any other information, please give me a call. Regards, Jay S. Petersen, PE RECEIVED Civil Engineer JUL 21 2012 CITY ORT S. BUIL DI DIVISiOFN ANGELE y R PROJECT STATUS UPDATE Permit 12r-(02. TUXYIWDdor Gr p Date: I phoned the: Applicant 45sr.) at Property Owner at Contractor at I (left a phone message, or discussed):EMDAk The permit (has expired, or will expire soon). What e status of this project? ease call and schedule a final inspection. Submit a "permit extension request" letter. Or Let me know if the project is abandoned. px, k,tres FitEI ra- T:Forms /Building Division/Project Status Update BUILDING PLUMBING MECHANICAL PERMIT APPLICATION LONG FORM (To be used for projects that require plan review.) Pate Received 1 "'L i ermit ®4.'- City of Port Angeles Please print in ink, Date Approved Attn: Building Permit Technician 7 Approved by 321 E. 5th St., Port Angeles, WA 98362 360 -417 -4815 fax: 360- 417 -4711 Credit card payments are accepted Mon -Fri 8 -5 pm (no American Express) Hours: Mon through Fri 8 5 pm Cash checks are accepted Mon -Thurs 8:30 -4 pm Fri 8:30 -12:30 pm Contact person: Jesse Waknitz Phone: 360 417 -3452 Property owner: Port of Port Angeles Phone: 360 -457 -8527 Property owner's mailing address: 338 W. First Street, Port Angeles, WA 98362 Contractor's business name: Redside Construction, LLC Phone: (or property owner's name if he /she is doing /overseeing the work) 360 297 -9557 Contractor's mailing address: PO Box 267 Port Gamble, WA 98364 Contractor's L &I license number: Expiration date: REDSICL925PU 10 -31 -2012 Project Address: At the foot of Tumwater Street, Port Angeles, WA 98362 Project Type: u Residential Commercial .dlndustrial ri Multi family Project Business Name: Tumwater Creek Bridge Replacement Zoning: (for commercial, industrial, or multi family projects) Industrial Parcel# 0630000009200000 Lot# 20 Complete only the portions of this permit that are relevant to your project. Pay the plan check fee (based on the valuation of the project) at the time of submittal Residential Pro y cts submit: (1) e) Two sets of plans* (including engineering calcs, geotech reports, etc. if applicable) Prescriptive Approach Simple Form (confirming conformance to the Energy Code) Commercial Projects submit: X Three sets of plans* (including engineering calcs, geotech reports, etc. if applicable) (1) Paperwork confirming conformance to the Energy Code For large projects, a pre construction meeting with various City department personnel is highly recommended. To schedule a pre construction meeting, contact the Planning Manager at (360) 417 -4750. Additional information may need to be submitted including: landscape plan, parking plan (including ADA spaces, ramps, etc.), utilities (existing proposed), curbs, sidewalks, storm water plan, etc, For Additions New Structures also submit: Site plan (8 1/2" x 11 showing all structures (existing proposed), setbacks, new driveways If an architect or engineer drew the plans or calculations, include at least one "wet- stamped" set of plans and/or calculations, T:Forms /Building Division /Building /Plumbing /Mechanical Permit Application Long Form (Revised 2011) Page 1 of 4 t Repair Solar Panels Miscellaneous: (explain the protect) Project Valuation Remodel: (explain the project, including how the building space is currently being used and what the new, remodeled use will be) Project Valuation If the space will change from commercial to residential, submit: "Checklist Converting Commercial Space into Residential Space" Addition: (explain the project and complete submit page 3) Maximum height of the new addition feet Project Valuation New Structure: (explain the project and complete submit page 31 Replace existing wooden Tumwater Creek Bridge w/ concrete bridge for Port cargo operations at Marine Terminals. Maximum height of the new structure 3.5' feet Project Valuation 809.184.32 PLUMBING PERMIT: Will there be ANY plumbing changes (items moved, added, replaced, or altered) Check one: No Yes If yes, complete submit page 4 "Plumbing Changes" MECHANICAL PERMIT: Will there be ANY mechanical changes (items moved, added, replaced, or altered) Check one: No Yes If yes, complete submit page 4 "Mechanical Changes" Occupancy group of bedrooms Will a lawn sprinkler system be installed? No Occupant load of full baths Will a fire sprinkler system be installed? No Construction type of half baths *Homeowner: If you will be doing overseeing the work, then the project valuation will be determined by doubling the cost of materials, to reflect the value the repair adds to your property. Cost of materials x 2 Project Valuation I have read and completed this application and know it to be true and correct. 1 am authorized to apply for this permit and understand that it is my responsibility to det mine what permits are required, and to obtain permits prior to working on projects. Date v 3 Signature Print Name Jesse Waknitz Page 2 of 4 r Floor Areas Existing square New square Price per new footage footage square foot Basement x 1 Floor 2nd Floor 3 Floor Garage Carport Covered Porch Deck 30" high)* Deck (s 30" high)* Shed Other ^'715 NA $809,184.32 Other Remodel project valuation TOTAL VALUATION $809,184.32 *Walking surface of the deck above ground For residential building projects the minimum square foot valuation we accept is: Dwelling $85.00 per sq, ft. garage /utility /misc.structure $30.00 per sq. ft. porch /deck/carport $12.00 per sq. ft, LOT COVERAGE SITE COVERAGE Lot coverage is the amount or percent of ground area on which buildings are located. It includes: houses, garages, carports, covered patios, cantilevered portions of buildings, roof overhangs that are longer than 30- inches, uncovered decks or porches having walking surfaces higher than 30- inches off the ground, etc. Total footprint of structures 715 sq. ft. T lot size 7,000 sq.ft. Lot coverage 10 Site Coverage is the amount of impervious surface on a parcel, including structures, paved driveways, sidewalks, patios, and other impervious surfaces. (see Port Angeles Municipal Code 17.94.135 for exemptions) Does the project include a new driveway? o yes ls no If yes, what will the driveway be made of? o cement n asphalt o gravel D other (NOTE: 18 feet is the recommended minimum driveway length for residential projects) Does this project include a new parking pad? o yes 1sL no If yes, what will the parking pad be made of? cement n asphalt D gravel n other a) Total footprint of structures sq. ft. (existing new) b) Total concrete, asphalt, other impervious surfaces sq. ft. (existing new) c) Add lines "a" "b" above to get the total impervious sq. ft. (existing new) Total impervious sq. ft. lot size sq. ft. Site coverage Page 3 of 4 Y PLUMBING CHANGES Check "No" or "Yes" (and enter quantities) for each line item. Tvpe Plumbing Changes (Moved, Added, Replaced, or Altered) Sink (hand, mop, floor etc.) No Yes Quantity Toilet No Yes Quantity Bathtub No Yes Quantity Shower N o Yes Quantity Washing Machine N o Yes Quantity Hot Water Heater N o Yes Quantity Water Line (meter to structure) No Yes Quantity Re -plumb the structure No Yes Quantity Sewer Line No Yes Quantity Backflow Prevention Device Types: Beverage Machine No Yes Quantity Landscape Watering System No Yes Quantity Fire Sprinkler System 5 2 inch line No Yes Quantity Fire Sprinkler System 2 inch line No Yes Quantity Please list all other planned plumbing changes or additions that aren't listed above. MECHANICAL CHANGES Check "No" or "Yes" (and enter quantities) for each line item. Type Mechanical Changes (Moved, Added, Replaced, Furnace, heat pump, or or Altered) forced air unit 5 5 tons No Yes Quantity Furnace, heat pump, or forced air unit 5 tons No Yes Quantity Ductless heat pump No Yes Quantity Wall (recessed) heater No Yes Quantity Baseboard heater No Yes Quantity Steffes room heater No Yes Quantity Wood- burning stove No Yes Quantity Pellet stove No Yes Quantity Radiant floor heat No Yes Quantity Gas fireplace or freestanding stove No Yes Quantity Gas cooking stove No Yes Quantity Propane tank set No Yes Quantity Gas line No Yes Quantity Boiler No Yes Quantity Clothes Dryer No Yes Quantity Ventilation fan (single duct) No Yes Quantity Hood duct mechanical exhaust No Yes Quantity Ventilation system (not part of a heating or air conditioning system) No Yes Quantity Air handler No Yes Quantity Evaporative cooler (non portable) No Yes Quantity Please Ilst all other planned mechanical changes or additions that aren't listed above. Page 4 of 4 Contractors or Tradespeople Printer Friendly Page Page 1 of 2 General /Specialty Contractor A business registered as a construction contractor with Litt to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name REDSIDE CONSTRUCTION LLC UBI No. 602874073 Phone 3602979557 Status Active Address Po Box 267 License No. REDSICL925PU Suite /Apt. License Type Construction Contractor City Port Gamble Effective Date 10/31/2008 State WA Expiration Date 10/31/2012 Zip 98364 Suspend Date County Kitsap Specialty 1 General Business Type Limited Liability Company Specialty 2 Unused Parent Company Business Owner Information Name Role Effective Date Expiration Date BERRY, SAMUEL W Partner /Member 10/31/2008 BERRY, SERENA N Partner /Member 10/25/2010 Bond Information Bond Bond Account Effective Expiration Cancel Impaired Bond Received Bond Company Number Date Date Date Date Amount Date Name 2 RLI Ins Co SSB397193 10/31/2011 Until Cancelled $12,000.0011 /28/2011 1 CBIC 510989 10/31/2008 Until 12/28/2011 Cancelled $12,000.0010/31 /2008 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Company Policy Effective Expiration Cancel Impaired Received Insurance Name Number Date Date Date Date Amount Date National 4 Union Fire 015909994 10/31/2011 10/31/2012 $1,000,000.0011 /03/2011 Ins of PA NATIONAL 3 UNION FIRE 05190999 10/31/2010 10/31/2011 $1,000,000.0011 /05/2010 INS OF PA SECURITY https: fortress .wa.gov /Ini /bbip /Print.aspx 1/23/2012 Contractors or Tradespeople Printer Friendly Page Page 2 of 2 2 NATIONAL SPP1005515 06/15/2010 06/15/2011 $1,000,000.0006 /30/2010 INS CO 1 FIREMANS 0ML920011435 10/31 /2008 10/31/2010 $1,000,000.00 10/30/2009 FUND INS CO Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period https: fortress .wa.gov /lni /bbip /Print.aspx 1/23/2012 (e S 9'✓i 0..i' r 6'r f ay 3 �G� Z f ,6 0 9i 3 v 7 Pgt4re5 P 3 /--'4. 7 r O B/ `r ,3/4 dp e' FILE W \O CO ties'= iz �.e TF,-t P 77- r\• i .o` to 9, o o o ft 1 o e IA/ 0 —o 0 0 o-- o of o 0 U FA rp si oNAL ide;lErs f <6 pe,) Z-2-) 4-0 ,.3) )64 iAto z 2' 5 7 :e5 n v-e 2 4" P 77y a C Jo c(.;e, )4 e 7-7 6,93 't 7 4 1 fr )//vir A/pi (b. 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C 1 E E K I''' 1!I 1 G F I I I I EN I Ir of ✓uAN N- ,,,,A IEPLA C� D T srRA N -6 OMNER SUPPLIED SHEET PILE STOCKPILE LOCATION TOWNSITE OF PORT ANGELES PROJECT SITE TOMNSITE OF PORT ANGELES TOWNSHIP 30 NORTH �,�C`���,,��� TONNSHIP NGE 6 JO NORTH RANGE 6 WEST W.M. c T 4:' APPLICANT: PROJECT ENGINEER: tci� i♦ v� fi PORT OF PORT ANGELES 4 SEASONS ENGINEERING, INC. t i f ♦.o. ,if� ip,v eS O 1�1 A P.O. BOX 1350 JAY S. PETERSEN, P.E. O`OO *i C C PORT ANGELES, WA 98362 619 SOUTH CHASE STREET 1 rz ����e•��`♦`1' 4 Y 101 I�II PORT ANGELES, WA 98362 iiL; it 360 452 -3023 I. T ir 7 PROPOSED: BRIDGE ENGINEER: i REMOVAL OF EXISTING TIMBER GENE UNGER ENGINEERING, LLC 00 J BRIDGES AND CONSTRUCTION OF 1401 WEST 7TH NEW CONCRETE BRIDGE OVER PORT ANGELES, WA 98363 TUMWATER CREEK 360 452 -2098 PROJECT SURVEYOR: e 1. WENGLER SURVEYING AND MAPPING 5' 1: 703 EAST EIGI. T H STREET PORT ANGELES, WA 98362 SCALE: 1 5000' 360- 457 -9600 SCµER au IW00 VICINITY MAP ,I� ,I 1"= 5000' 1 J N ��4• PORT ANGELES HARBOR 1 6 T. TEMP. t�� N N. ECURITY r t..`. N FENCE �SIL T FENCE ��5 f.• C-U ITY p FENCE 6 �JG 'i1� to .'p' P PO D \y q r,� RID E II CALL 48 HOURS 1 t 13F To BE BEFORE YOU DIG E CO B LOCK J r BARRICADES /REMOVED !a! 1- 800 424 -5555 c, b e e ms 0 �p� �q s's' A CONTENTS 1 1 \�FO i PAGE 1 COVER N 2 TOPOGRAPHIC SURVEY E: 1 =100' '11 fr SCAL i 3 DEMOLITION PLAN SCALE FEET 20c, SITE ACCESS MAP N 4 STORMWATER POLLUTION PREVENTION PLAN 1 =too' CONSTRUCTION NOTES: 5 BRIDGE SITE PLAN CROSS SECTION 1. ALL CURRENT O EDITION OF THE STATE OF WASHINGTON STANDARD SPECIFICATIONS 6 RETAINING WALL ELEVATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION, INCLUDING CURRENT AMENDMENTS, AND ANY PROJECT SPECIFIC SPECIAL PROVISIONS OR CONDITIONS AND REQUIREMENTS. 7 GRADING PLAN 2. THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES. THE CONTRACTOR SHALL VERIFY ALL 8 UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING UNDERGROUND 8 STRUCTURAL LOADING DIAGRAM DETAILS LOCATE AT 1 -800- 424 5555 A'MINIMUM OF "48 HOURS PRIOR TO ANY EXCAVATION WORK. 3. MONITOR AND RE- STABILIZE CONSTRUCTION ACCESS WITH CLEAN CRUSHED 8B PRECAST PANEL LAYOUT AND SAWCUT PLANS ROCK AS NEEDED DURING CONSTRUCTION TO PREVENT TRACKING SOILS OFFSITE. 9 4. CONSTRUCTION LAYDOWN AREA IS WEST OF TUMWATER CREEK AS SHOWN, 9 WEST BRIDGE ABUTMENT PLAN CRANES AND OTHER LARGE, HEAVY EQUIPMENT SHOULD BE SETUP WEST OF THE CREEK. TUMWATER STREET IS TO REMAIN OPEN DURING CONSTRUCTION. SUBMIT PLANS AND SCHEDULES FOR ANY CLOSURES PROPOSED, INCLUDING A 9B EAST BRIDGE ABUTMENT PLAN TRAFFIC CONTROL PLAN(S) FOR REVIEW AND APPROVAL IN ACCORDANCE WITH THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD). 4. CONSTRUCTION WORK HOURS SHALL BE RESTRICTED TO 7 A.M. TO 10 P.M., 1 STRUCTURAL DETAILS UNLESS OTHERIMSE APPROVED IN WRITING. 5. ALL WORK BELOW THE ORDINARY HIGH WATER MARK SHALL BE COMPLETED OB STRUCTURAL DETAILS BY SEPTEMBER 30, 2011. VD: JANUARY 2012 DATE: APRIL 2011 TUMWATER CREEK BRIDGE G SEASONS REPLACEMENT VER SHEET SCALE: AS NOTED PORT ANGELES HARBOR DRAWN BY: JEP CITY OF PORT ANGELES, CLALLAM COUNTY, WASHINGTON ENGINEERING, INC (360) 452 -3023 CHECKED: JSP DATUM: NAVD88 619 S. Chose St. Port Angeles, WA 98362 SHEET: 1 r 0 CONSTRUCT NEW CONCRETE BRIDGE PER STRUCTURAL PLANS AND DETAIL$ 0 CONSTRUCT NEW SHEET PILE RETAINING WALL. APPROXIMATELY 150 L.F. OF WALL. O BRIDGE APPROACH TO BE RECONSTRUCTED BY PORT CREWS LEGEND: O CONSTRUCT NEW GUARD RAIL EACH SIDE OF BRIDGE. APPROXIMATELY 60 LINEAL FEET. EXISTING ASPHALT PAVING O CUT BACK SLOPE INSTALL RIP RAP PROTECTION AFTER CONSTRUCTION OF EXISTING SHEET PILE WALL RETAINING WALLS f. PROPOSED CONCRETE BRIDGE ■I 21 ion /I/�D/ EXISTING CONCRETE WALL,., PROPOSED SHEET PILE WALL ctp• •Ik�•oxP' 0 CUT SLOPE BACK INSTALL RIP RAP A' PROTECTION BETWEEN EXISTING NEW 4.1.11 EXISTING TOP OF SLOPE Y� RETAINING WALLS t o p II k VA V L4 EX /STING TOE OF SLOPE 0 CUT OFF AND CAP EXISTING MONITORING ��we gip WELL A MINIMUM OF 2 FEET BELOW GRADE, PER OBECOLOGY GUIDELINES, NES, THIS PORT ANGELES HARBOR EARTHWORK. REBAR D CAP -.II d /�4D 24•MIS ra" 'd!' •g&M &w P■►� PRO TEcr EXSrc. ,C •b., ��‘I u ���I��� r0 I, PIPE ►,re. I a'g I I ll PROTECT xsr 4 1 PIPE, CUTO tit: f ffrOW FACE OF R /P ".r'iel' •1•,' 10 "m UTILITY C�ONDUI SLEEVE THROUGH �F I BUTMENT ENOWALL,� g� p SYPEVESP UNUSED 0 f F e. REBAR &RED CAP i� 0 ���r STATION =1+50.00 O o NORTHING= 420927. 27.841 y tip CENTER OF BRIDGE ti.. FAS 1002501. 96 iAT10N =0 +75.00 r EL =13.61 NOR NG= 420887.287 Alb, FASTING- 2565.086 SCALE: 1"----20' �x �J EXSTG. CATCH BASIN P 0 cot, R EBAR &RED CAP 10 �o y \uf0 STATION =0 +00.00 SCALE W FEET .I .Q►.' FFSET =30.p0 NORTHING =42s .0.. C i QEA •'2644.398 Ala EL =1483 :��7 T'�` NF Q 1 1 CONSTRUCTION NOTES: �-�l! it' al F N1R r 1. PLACE RIP RAP WITH EXCAVATOR OR FROM ib 1( �r v O \VF SKIP OR LARGE BUCKET LOWERED TO THE 17e I o SLOPE. THE PLACEMENT METHOD, STOCKPILING, O B; \Q AND HANDLING SHALL BE ARRANGED SO THERE CF` IS NO SEGREGATION OF ROCK AND A WELL 4 i I 0 GRADED MASS WITH THE MINIMUM PRACTICABLE l� PERCENTAGE OF V0105 PRODUCED, ROCK ,y A F Gr PLACEMENT SHALL BEGIN AT THE BOTTOM OF THE AREA r0 BE R/PRAPPED AND PROCEED y po REBAR RED CAP UPSLOPE. Wa 11 o' STATION =0+00.00 2.STEEL SHEET PILE SHALL BE OWNER SUPPLIED e. NOR THING= 4208 PAIRS OF PREVIOUSLY USED 2 PILES, EXSTG. SHEET PILE WALL 1 h EAST =1002628.176 �i OR CONTRACTOR FURNISHED NEW SHEET PILE d EL =75.03 WITH SECTION MODULUS GREATER THAN 65 CU. IN. /FT. OWNER SUPPLIED SHEET PILE 1 70 "0 UTILITY CONDUIT CONSISTS OF (19) PAIRS X 75'± OF a PREVIOUSLY USED Z- SECTION SHEET PILE. T G CONTRACTOR IS RESPONSIBLE FOR INSPECTING EXSTG CONCRETE &.SHEET P E WALL STOCK PILE OF OWNER SUPPLIED SHEET PILE NCO 6 Ock i TO DETERMINE SUITABILITY FOR USE. �aG i1, CALL 48 HOURS °F P BEFORE YOU DIG impo f SG GRP 1 1 1 11 1 1 1 800- 424 5555 1 p c bs Gs r SURVEYOR NOTES BRIDGE SITE PLAN PROVIDED BY WENGLER SURVEYING MAPPING 1.) THIS SURVEY IS BASED UPON THE 1 =20' WASHINGTON COORDINATE SYSTEM GRID, NORTH ZONE, NORTH AMERICAN DATUM OF 1983, 1991 ADJUSTMENT (NAD8J /91) BY WENGLER SURVEYING MAPPING 2.) THE VERTICAL DATUM USED FOR MIN. T.O. SLAB a=7.5.2 THIS SURVEY AND FOR DETERMINING MAX. T.O. SLAB EL =15.7 THE LINE OF MEAN HIGH TIDE AS 5" POURED IN PLACE SHOWN HEREON IS THE NORTH CONCRETE DECK PER PRECAST AMERICAN VERTICAL DATUM OF 1988 RECONSTRUCTED GIRDER MANUFACTURER NAVD88 SUBTRACT 42 FEET. MTHE TO BRIDGE APPROACH PRESTRESSED CONCRETE CONVERTED ELEVATION OF MHW TO BY PORT NAV088 IS 6.10 FEET. GIRDERS: 48" DEEP MAX. RECONSTRUCTED 4.83' 23' 4.83' BRIDGE APPROACH EXSTG. AC _■w 1 BY PORT !�\�rf�� ^n��i� �r �r T��: 1;:�r T \i�'7 �%tj�'r �Tr��� ��'�7�'i MN, BOTTOM r r r r .l�r r r �r�i r r r✓ r r��i r r O GIR DER r r r r i r r r r Vv r r ✓^r, r, ]`r/', 10. �r���ir�� q n n .r ��i i r� COMPACTED STR UCTURAL E LE V 11 i ri q TAT r r�i G r� T FILL, 95% A STM Wag MHHW 6.10 :.r r fir r.% x I i 0 r �r Y rNr r r r r �u�rl.� �<ra�!.� r\ I i i i Sd' i\i� t /P i i i \r R V �i< r T r A rr CONCRETE:„.! /0 'r4 �N;yy r r;r,r �i r iw CDF OR LEAN CONCRET r FILL VOIDS BELOW 7 0 i\i i ,,P REMOVE SOIL, DEBRIS, PILES, %?i j 0 0- P� ,TOM OF P/LE' "CAP ^i �S SHEE ,�rj vr TIM ETC. AS NEEDED ���T r MLLW -0.42 'a sr J /,.:L'.:7:Sipi,:L: :S,<' �a g r i d i\ %PILING i�j \y)TO INSTALL NEW PILING AND ✓N TO BE REMOVED 2 FEET i` CUT OFF EXISTING SHEET PILES 'Yr;,:s.% yr YV y \i Y/ -v BELOW MUOLINE; /i�r r ��'12 �������ri�i�r��!i� 6 a� ir� BETWEEN NEW REMOVED r �r/r r rr /\r m GA ST y r �SHEET PILE WALLS DOWN TO rr G gPIPE PILING PER jp j\y rr y 1 STRUCTURAL Y/�y ,60_EVEL OF EXSTG. CREEK N Y OTTOM �4, 4 I 'SPEC 'S AND �I �i 10.0 13 5 ESE r 15.0 I f —44D S PV/L 4 0+00 1+100 STATION PROFILE ELEVATION VIEW: bridge 1"--10' O L REVD: JANUARY 2012 TUMWATER CREEK BRIDGE DATE: APRIL 2011 REPLACEMENT BRIDGE SITE PLAN PORT ANGELES HARBOR SEASONS SCALE: AS NOTED DRAWN BY. JEP CITY OF PORT ANGELES, CLALLAM COUNTY, WASHINGTON ENGINEERING, INC. (360) 452 3023 CHECKED: JSP DATUM: NAV088 619 S. Chose St. Port Angeles, WA 98362 SHEET: 5 NA- r Ir 6' yI v. I I PLACE PER S NORE 1, RAP .40001.4P s SHEET 5 4 1 0 i Ur 1. v j j 1.75 j\\/ //i //i t J GEOTEXTILE KEY IN i r A.,/,\,\\, \.0I 'GRAVEL �'/A, NUM ',FILTER /j i /i� /i� /i /i� /i /i /i iy /i� /ii /i�l:\!: i is i \i \i i \i \i \i� \i i i i \i \i CEOTEXTILE TO BE \j \�j ANCHOR ROCK CONSTRUCTION <N, 9, i <\�!i�‘ 2 CEO TEXTILE FOR 4\ .K, \l,\/.∎ A SEPARATION PER RIP RAP SLOPE CROSS SECTION 9- 33.2(1) TABLE 3, WOVEN NOT TO SCALE 17'± 38'± 17'± (4 PAIRS) (9 PAIRS) (4 PAIRS) 35.5' PILE CAP 17' 17' 20. I PRECAST 5" CAST IN PLACE q CONCRETE DECK SLAB GIRDERS •�__l e T.D. WALL 0 ���i r EL =14.0' EXISTING GRADE J 1 10. I K pF AT BACK 1 7ALT Z 1 .I3TWG G'• o i ni :ENT 2 OF S "EE C!NCRE PIL1 AP 0 B_+'0 ALL, I... PLES hrT ah 1 CONTRACTOR TO SUBMIT DETAIL FOR APPROVAL OF PROPOSED SHEET PILE CONNECTION AT ANGLE POINTS 10.I `1E:L S-IEET 'ILIV MIN. TIP I EL= -13.5 20. I -0 +10 0 +00 STATION 0 +87 1 +00 ELEVATION VIEW: WEST WALL 1 =10' CALL 48 HOURS BEFORE YOU DIG 41 1 -800- 424 -5555 17'± 38'± 17'± (4 PAIRS) (9 PAIRS) (4 PAIRS) 35.5' PILE CAP 17' 20.0 PRECAST CONCRETE To. WALL GIRDERS EL =14.0' T.O. WALL di EXIS TWG GRADE a :o i .8:° r it m aY '00..00' 0..'�. EL =14.0 AT BACK OF WALL r 10.0 L_ I L_ CUT DOWN SHEET PILE WALL 'di I BELOW PILE CAP EXTENSION p -0 m EXISTING GRADE L L AT CENTER OF NE CONSRE PILE G AP 00 z 2 4, BEI-110 P LES hOT o F0V d U 2 1 0. 0 5 EL 5-IEET .ILIYG EL TIP I EL- -13.5' 20.0 I 1 I I -0 +10 0 +00 1 0 0 0 3 1 +20 STATION ELEVATION VIEW: EAST WALL 1 =10' 1 0 REV'O: JANUARY 2012 TUMWA TER CREEK BRIDGE DATE: APRIL 2011 REPLACEMENT RETAINING WALL ELEVATIONS SCALE: sCALE: AS NOTED PORT ANGELES HARBOR CITY OF PORT ANGELES, CLALLAM DRAWN BY: JEP COUNTY, WASHINGTON ENGINEERING, INC. (360) 452 -3023 CHECKED: JSP DATUM: NAVD88 619 5. Chose 51. Port Angeles, WA 98362 SHEET: 6 r LEGEND: EXISTING ASPHALT PAVING EXISTING SHEET PILE WALL •I PROPOSED CONCRETE BRIDGE EXISTING CONCRETE WALL r,,.,,, PROPOSED SHEET PILE WALL —v----,--..,— EXISTING TOP OF SLOPE PROPOSED TOP OF SLOPE hopI EXISTING TOE OF SLOPE PROPOSED TOE OF SLOPE ;�R:!�E4, T x 100.0 EXISTING SPOT ELEVATION Ip `i* d im. P K� ES HARBO P ORT ANGEL BLEND NEW. Y tq 4� 'a 7 W I A. 0IZO *4 0 y 4 STACKED RIP RAP W/ -r EXISTING 40 •kVA •�W• .��..�0 its. 1 &�pl i mp A a +d j e 71 /Z74002 REMOVE RIP RAP AS i Q��� 1lo ja y.rj~ NEEDED TO N irw Eli f CONSTRUCT PILE I �S ∎r— v e CAP EXTENSION. REPLACE AROUND x Op fk ih y PILES AND CAP A I•• o AFTER 4.27 STA PON =1 +50.00 NORTHING-420927.841 h�P TATION =0 +75.00 4 a ti .89 NOR NG =420887.287 iair EXISTING A, �Z� EXSTC: CATCH =b +00.00 7• f i QL OFFSET =30:00 j i �By NOR THING 42 o �iNF 'EA "02644.398 ■wk7494•06 7 ma�c tOOFte VIASP, 410 7 fitika 4 15.'47 o S TA TION =0 +00.00 NOR THING= 420846. 732 EXS TC. SHEET PILE WALL 4• 14,99 EAS TING= 1002628.1 76 15.24 P S 4 EXSTC CONCRETE SHEET P E WALL A RP /G GRADING PLAN 1"=20' CALL 48 HOURS BEFORE YOU DIG g. 'W" 1 800- 424 5555 A REVD: JANUARY 2012 TUMWATER CREEK BRIDGE DA TE: APRIL 2011 REPLACEMENT GRADING PLAN �SEASOIVS SCALE: AS NOTED PORT ANGELES HARBOR CITY OF PORT ANGELES, CLALLAM DRAWN B Y: JEP COUNTY. WASHINGTON ENGINEERING, INC. (360) 452 -3023 CHECKED: JSP DA TUM: NAVO88 619 5. Chose St. Port Angeles, WA 98362 SHEET: 7 36' -8" 24' 1 4' —IO" PILE CAP 27' 4 ,4' -10" 1 1 PILE CAP N LOG STACKER: j PRESENT UNIT LIFTS 45 TONS In 1 MAX. LOAD PER FRONT 81 TONS 50 TONS PER WHEEL m MAX LOAD PER BACK 23 TONS 14 TONS PER WHEEL I I CURB AND iv 1 1 RAIL N b R LOG LOADER LOADING DIAGRAM 1/8 -0" 4' Up r o SPECIFICATIONS STRUCTURAL NOTES '1 1 These notes ore typicol unless noted or detailed otherwise on drawings ,I --:‘.7—\\\, Code All materials, workmanship, design and construction shall conform to the drawings, specifications, the International Building Code (IBC) 2009 edition, and the Washington State Department of Transportation (WSDOT) Standard Specifications for Rood, Bridge, and Municipal Construction, 2010 Edition, to Specifications and standards where referenced on the drawings ore to be the latest edition. in Concrete All concrete shall be mixed, proportioned, conveyed and placed in occordonce with section 1905 of the IBC and the American Concrete Institute's Specifications for Structural Concrete (ACI 301). All concrete sholl be stone oggregate concrete having a unit weight of approximotely 150 pounds per io cubic foot. Concrete strength at 28 days (fc) and mix criteria shall be as follows: In n n in n fc Max. Water /Cement Ratio Minimum Cement Content Per Cubic Yard 2500 psi 0.55 5ii Sock 6 The minimum omount of cement listed above may be changed if o concrete performance mix is submitted to the engineer for approval two weeks prior to placing any concrete. The performance mix 10 °HDPE shall include the omounts of cement, line and coorse aggregate, water, and admixtures, os well os the CONDUIT water— cement ratio, slump, concrete yield and substantiating strength dote in accordance with IBC section 1904 and 1905. All concrete exposed to the weather or freezing temperatures shall be oir—entroined in accordance with CURB AND ACI 318 Toble 4.2.1 for moderate exposure. RAIL ''..(‘'..-7 1 1 4 j, Rein forcing Steel Reinforcing steel shall be deformed billet steel con forming to ASTM A -615, and shall be grade 40 N i oa (Fy= 40,000 psi), epoxy coated. Minimum taps and Embedment PILE CAP PILE CAP 32' -8" Unless otherwise noted, reinforcing splice lengths and development lengths sholl be as tabulated below: Bar Size Development Length Lop Splice Tension Compression Tension Compression Top Bars Other Bars All Bars Top Bars Other Bars All Bors BRIDGE PLAN VIEW #3 22 17 9 28 22 72 J #4 29 22 17 37 29 15 8�� =1' 15 36 28 14 47 36 19 1/8"=1'-0" ly6 43 J3 17 56 43 23 Notes: 1. All lengths ore in inches. 2. All lop splices are class B. 1 Q 3. "Top Bors" ore horizontal reinforcement placed such thot more than 12 inches of concrete is cost in the member below the bar. Concrete Cover on Reinforcing Concrete cost ogoinst and permanently exposed to earth: 3" Concrete exposed to eorth and weather: #6 bars and larger 2" #5 bars and smaller 1 ;4" Concrete not exposed to earth or weather: Slobs, Wolls, and Joists 7" Column ties, spirals, and beam stirrups 1 X" Concrete Generol Notes: 19'-10" T Vertical bars shall start from 3" clear of bottom of footing. Horizon tot bars shall start a distance of X the normal bar spocing from top of footing and top of framed slobs. In addition, there shall be a horizontal bar of o maximum of 3 inches from top of wall and bottom of framed slobs. Provide corner burs to match the horizontal reinforcing with tension lap splice at each side per Coble, or bend one side over to provide tension lap. .14.-2"1, All construction joints shall be thoroughly cteoned and properly prepared immediately prior to pouring of concrete. Dowel steel shall be the some size and spacing os moin reinforcing detailed beyond joint. FOOTPRINT OF WHEEL WHEN LOADED: Provide 3'" chamfer at all corners except as noted. 3 50. FT. PER TIRE Non Shrink Grout '0 Non shrink grout shall be cement based with o minimum compressive strength of 5000 psi when BOAT LIFT: tested in occordance with ASTM C -109. Grout shall be mixed and placed in strict occordance with the N PRESENT UNIT LIFTS 70 TONS monu focturer's recommendations. MAX LOAD PER WHEEL 30 TONS Precast Concrete Girders Precast Concrete Girders shall be designed to accommodate HS20 -44 loading and the loading conditions illustrated, in occordance with the current AASHTO LRFD Design Specifications and WSDOT Bridge Design Monuol LRFD. Monu(octurer of precast girders sholl be certified by the Precast /Prestressed Concrete Institute's Plant Certification Program for the type of prestressed member to be produced and shell be approved by WSDOT as 0 Certified Prestress Concrete Fabricator. rill Contractor shall 'submit certifications, calculations, shop drawings, and specifications for approval prior to manufacture. Steel Pioe Piles Steel pipe piles shall be 72 "0 x JAI" (HSS12.75X0.375) hot dip galvanized steel pipe piles w/ closed ends Drive to o minimum bearing capacity of 60 tons in accordance with WSDOT standard spec. BOAT LIFT LOADING DIAGRAM 6- 05.3(72). Fill with 2500 psi air entrained concrete. 1/8 =1 0 A REVD: JANUARY 2012 TUMWATER CREEK BRIDGE DATE: APRIL 2011 REPLACEMENT BRIDGE LOADING DIAGRAM PORT ANGELES HARBOR 4SEASONS SCALE: AS NOTED ORAWN BY. JEP CITY OF PORT ANGELES, CLALLAM COUNTY, WASHINGTON ENGINEERING, INC, (360) 452 -3023 CHECKED: JSP DATUM: NAVO88 619 S. Chose St. Port Angeles, WA 98362 SHEET 8 1 VVV 21. -3.. 13' -5" 19'- l "6" (5 EXSTG. PANELS 4' -3') 4.- 3.. -3" /lJ/ -3. i n n II a d II I n 1 1 e II d A R I a CD II z N O ci) 1 II d ob n a .oL 0 II .0 '1,-L .D q, w d° r- 11 e r Z �Ii e d e m I i II I 1 d b e o= S -On b 6'- 10 7' -i' 21' -3" 14' -0l 1 6 8. -3" 9' -2 6" (5 EXSTG. PANELS 4' -3 e 1.- 0136., i 18 -6 1/ 8 ti 0 0 0 1. 0 Gi 140 0 O �d o s. Z m2ma �i m o I z ap 0 r ip, 0 r C v il mmm p m 4 n A r v Z mf U) nti lap 1 j l g nl O o o m Z n i 01 DSA D A Un ?'1 A 7 N yy mO lj C C mcm VI II rn 0 4 Ill Z L------- -o O v 01 N c `J 11 b, 10 v O a te\ z m z mac' Q ammn mho y Z000 m" zz Z ln p -OF v g x P v D C `i rn z Do ti 4 [a 1 �7 4 p0 O ...1 "............7P TUMWATER CREEK BRIDGE DATE: JANUARY 2012 REPLACEMENT PRECAST PANEL LAYOUT AND PORT ANGELES HARBOR SEASONS SCALE: AS NOTED CITY OUNTY, ASHIN GELES, CLALLAM SA WC UT PLANS DRAWN ECKED JEP COUNTY, WASHINGTON ENGINEERING, INC. /NC. (36oJ +s2- .7o2.7 CHECKED: JSP DATUM: NA V088 619 S. Chose S!. Port Angeles, WA 98362 SHEET: 8B �a, N J a r0 Z Z c glnaAA 1 r, �2 1 z O a O ti m m o 4• -10" I A n r V) 0 1. ..."1/4...,< rn CO z Z o 5 az Z hilt m i Ln L., r. 1 _)_._._,4, >y p :J p z 326 a m ti n m°mo c�mo A o- 1 I o n pc k eg I 2 ic�mm ID �xAx 101111 1 ci auto I —Q yx Z m �iI p• mc,x I ox amm E m c,m C I m rp- A 2 A m N c c T iq, L D a I 4 p A (5 p 2 r- I a m C O I p Dill 2 Z c I ti C I a t Iplp IL 1 1' 2 -10" 1' 1T1 II C o III A REVD: JANUARY 2012 TUMwATER CREEK BRIDGE DATE: APRIL 2011 REPLACEMENT WEST BRIDGE ABUTMENT SCALE: SCALE: AS NOTED PORT ANGELES HARBOR CITY OF PORT ANGELES, CLALLAM DRAWN BY: JEP COUNTY, WASHINGTON PLAN ENGINEERING, INC. (360) 452 -3023 CHECKED: JSP DATUM: NAVD88 619 S. Chose St. Port Angeles, WA 98362 SHEET: 9 1.4 F N IJJ II D II I 2' -6" O –I O a m z 2. V) T 1 f: a In a o -1 T R1 v 2c z i og O 2 ti III a< a co o o \i zS o O--_• c Z Y IT1 '0 D m ij m a 2 ncm mF r-2A 2 O Or. t r t2.0 a F., 2A C d a 0 2Af 4 0,-,-) ,l V Aa aA�VO m��o z m NI ..-""'-e-. c m c ;C r-� 2 2mA 22;2 Ax m of \i ti m m r I III 5c n, t m I Arr ?C m x I v a 4• 1 0 pi O N 1 \i 1 T N Ill a I w 11111' 1 1■ M m ry t o a N CD t no,N o .i,„ na \2 Qi AX i ri D c a Ic) f tn s,a m P, m� m�a O J -t O A O Z r) 1 a U 2mN O w r G)DO 1 m m °m N> �I or ti w 8" n 1 a IN L.. a \l a o j 11-=-°-17 Ilerdir I 'C I CO 1 2 -10 1 REPLACER CREEK BRIDGE EAST BRIDGE ABUTMENT DATE: JANUARY 2012 REPLACEMENT SEASONS SCALE: AS NOTED PORT ANGELES HARBOR CITY OF PORT ANGELES, CLALLAM DRAWN BY: JEP COUNTY, WASHINGTON PLAN ENGINEERING, INC. (360) 452 -3013 CHECKED: JSP DATUM: NAVD88 619 5. Chose 5t. Port Angeles. WA 98362 SHEET: 913 V v v 1 1 RAILING NOTE: ALI PARTS CAI VANITFD 9" h Sr- 9" II BASE (TYP ilk N a t1 a A N, 6X2XJ /s 1' -4" 6 ®4' -9" O.C. 28'_6" 1 4" sraucr. Y2 "0 BOLT, 1 PER TUBING RAIL PER POST N I 9 31'-2" 9" v 4X2XYi 4 5 POST v STRUCT. r4' -9" O.C. 32' -8" TUBING 1 tv r 3 "0 BOLTS RAILING POST LAYOUT SOUTH SIDE (4) d 57'-8" 1/8 1 0 (z) OOWN B I I e N /e "x8Y2 "x10" I (2) UP PLATE i CHAMFER, TYP. 10" PLATE I I —d5 12'• O.C. 6 6 St =I 10" O O Y4 V I, d4 REBAR AT 12" e O.C. EA. WAY OR AS 7 n m IL MANUFACTURER IRDER Y. V PRESTRESSED ra 0 J CONCRETE GIRDERS 'J46 "0 HOLE FOR J h "0 BOLTS (rYP.) 11 2 53 /4 23 /4" CURB RAILING CROSS SECTION RAILING BASE PLATE DETAIL 10 "0 UTILITY CONDUIT NOTES: (2) -14 EA. SIDE OF (2)-16's OVER OPENING OPENING 1. ALL REBAR TO BE EPDXY COATED 2. ALL STEEL TO BE HOT DIP GALVANIZED TIT I—F I I� FT 71 1 lye z•a9rtl1lrt 1 t-.171,N. 1,I 1 I -l- I--Lfil 11 ilk 1_-1 11 1111111111 1111111111 11 11111 111 FIT 17 TITIT El II IITITIITI 1111111111 1111111111 1__ I I I I I J_.u_L I _J_ u LI ABUTMENT UTILITY CONDUIT DETAIL 1/2 =1' -0" SEAL E BEARING POURED IN PLACE DECK CAST IN PLACE PER GIRDER JOINING HEADWALL SUPPLIER #4'S ®6" O.C. PRE STRESSED IN WALL d 6 10 O.C. CONCRETE AROUND ENI EA. SIDE GIRDER Z d4'S 0 6" O.C. IN I d4 REBAR HAIRPIN 4 1 WALL &AROUND 2 PARS PER 16" O. C, la" EN, BEARING PAD ONCRETE OR CDF FILL TO N v 14 ®6" O.C. �I� FACE OF SHEET PILES EA. FACE Nth. i �t w/ a SLDp (4) -16'S a ,d6�, J 18' 18' —#6.. T) x 2 'r 1y N I #4'S 0 6" O.C. TP- #10__ Ill 9.)_/6.5 x 2' 8 2' j 1/2" PLATE 3 d ti., 12 "0 GALV. STEEL PILING A a i� 3/8 WALL E r 0 12' GALV. STEEL PILING, 4'8" WALL F I 4 -d x 48 I FILLED WITH 3000 P51 CONCRETE. 5X AIR %G %%G% ENTRAINMENT ENT SHEET PILE WALL ABUTMENT PILE CAP CROSS SECTION 1/2"-- l'-0" A REVD: JANUARY 2012 TUMWATER CREEK BRIDGE DATE: APRIL 2011 REPLACEMENT DETAILS PORT ANGELES HARBOR SEASONS SCALE: AS NOTED CITY OF PORT ANGELES, CLALLAM DRAWN BY: JEP COUNTY. WASHINGTON ENGINEERING, INC. (360) 452 -3023 CHECKED: JSP DATUM: NAVD88 619 S. Chose St. Port Angeles. WA 98362 SHEET: 10 N ,r SAW CUT AND REMOVE EXSTG. END WALL, EPDXY COAT END OF 1" REBA" o, SEAL DRILL AND EPDXY INTO EXSTG. CAP 39' -101 16 X4'5 6" 115 T 11546„ O.C. L;_r 111: ED IP �II ,'4'S ®6" O. i 7 I, 9" 1 8 ®4' -9" O.C. 38' 9" RAILING POST LAYOUT NORTH SIDE UT OFF 1/8 2 SHEET PILE NORTH WEST END WALL CROSS SECTION 1/2 =1' -0” SEAL i BEARING PLACE DECK IIIII CAST IN PLACE PER GIRDER JOINING HEADWALL SUPPLIER 14'5 ®6" O.C. PRE- STRESSED IN WALL 16 0 10" O.C. CONCRETE AROUND EN/ EA. SIDE GIRDER a ,¢'4'S 6" O.C. IN I II 14 REBAR HAIRPIN 4 r- Z WALL AROUND 2 PAIRS PER 16" O.C. 14 EN' 1' -6" m O I BEARING PAD N o #4 6" O. C. z EA. FACE 11 I u 0 7)-{6'S x 2', I2, r 1 6.04 07.& A 6 1. 14'S ®6" O.C. k���•�■�� ,ice f.. 1/2" PLATE ��T� �1 i 'LACE GEOTEXTILE AND MIN. ?,j�i G 2" COMPACTED CRUSHED ROCK h J 8. y 4 12 "0 GALV. STEEL PILING t 4 Ir 1 i 3/8" WALL {4) ,4'6' x 48 HEAVY LOOSE RIP jj �_r RAP PLACE PER 12 "0 GALV. STEEL PILING, /e" WALL i NOTE 1, SHEET 5 \FILLED WITH 3000 PSI CONCRETE, 5X AIR I )!Zr ENTRAINMENT' CUT OFF SHEET PILING BELOW �r�I GRAVEL FILTER A A A A 4•4111,441n- BOTTOM OF PILE CA" '�4� BLANKET Ali llegig REMOVE RIP RAP AND QUARRY SPA AS NEEDED FOR PILE DRIVING. REPLACE RIP RAP BETWEEN PILES AFTER DRIVING AND FILL GAPS AND LEVEL UP WITH COMPACTED QUARRY SPALLS (4" MINUS) ABUTMENT PILE CAP CROSS SECTION —NEW CAP ON EAST END 1/2 =1' -0" TUMWATER CREEK BRIDGE DATE: JANUARY 2012 REPLACEMENT DETAILS SEASONS SCALE: AS NOTED PORT ANGELES HARBOR CITY OF PORT ANGELES, CLALLAM DRAWN BY: JEP COUNTY, WASHINGTON ENGINEERING, INC (360) 452 -3023 CHECKED: JSP DATUM: NAVD88 619 S. Chose St. Port Angeles, WA 98362 SHEET: lOB r t P-6..7i.:,. 5. ot 4.4 e 77 i „,/-7) /1„ z -c lee,fre i l 0 e •C x er J/ troe! 41-e. I 5 1 i I r e .....c. e C "fe ee..e.,,ez. 1 4 t_ 1 je k f 70 7; c 1,7 1 1, le5; C-c/-€77 w r 1 5r IFif w et? it ,...:r...) 7 4 r 1 i y of CZ e. r vti• 3 i 1 i f i V I 7 Cre.e.7 ef. j f i sc 6) j r" 4 vr /V- •1 i d 7 .e. a e -e 6 tT,.:6- 6- i v; 44,, I tr.a.....x._ ;Vete k't 9. 1 :5. 1 f aZ ...e9 t/ 7 4 Z j• 7 LA I 4 t t U /1//..1"-6Z c 0 lit, ,p P .4: 6 .-6, I 6 4 .-17. .P.i 11 T 14110 63 :_;,7 ,,sjoriALet ,,,,•.,..r, 7 t 1 /9 I k f .2.. 7"' e>.1 9" r•• 1 6::= ,-'1":,. 7.....r _701-41 i i r.7„, 1 3 1 4 el, e'er./ A A .17 i•t- .e....-175 foe-4-1 1 i 1 i iN1 1 1......._____ 0 g -.4 1 4„ 4 1..) I \.1 I 1 I 1 i i 1 1 rp I I E q.) 1 i 44,:,.. 1 i I 1 4 1.1J. —4 t I nl 1 1 vi ,14 li i I I i I t i 1 0 1 I I 1 1 0 1 1 I I i 8 I 1 P•el:ii V d '14 1 C' .e 6 I ,H i 7.- j i Ck 8Pc /1 7" 04 6' 1 1 „4-• t. it r 1 \A i .i.' -0 ef zle, 01 1 71 1 /il waif I e 0.1 ,r../ ,s" tw w/( i 1 1 1 ai i, r 1 '4I4 5 f' *I I 14 1 8 I I t f k t p .4 ;..i 4 54 I d 1 I i 1111 1 I i r 0 0 4.--- g. i SW4e.--fr"-- I i I I I ,,y34, I 1 I I 1 1 i i 1 S 14 1 it 41 r 1, 11 1_, I z.' 1 1 1 f;-/1/;,_. 1 W AI. 1 i I /1" ,6 i! c 7 ?:;t: Cdr.leVe re., ye 41 r 7 l DESIGN CALCULATIONS CPPC JOB #611841 Tumwater Creek Bridge Replacement Port Angeles, Washington t* s'flhI..r,� .s' ,44 1 9970 �O ♦CA••• c, S .E \�<v, EXPIRES: 7/14/12 I 10- t FOR APPROVAL CENTRAL PRE -MIX PRESTRESS CO. PRE (509) 533 -3300 FAX: (509) 536 -3313 MI N. 922 CARNAHAN SPOKANE VALLEY, WASHINGTON 99212 P.O. BOX 3366 SPOKANE VALLEY, WASHINGTON 99220 -3366 Q�� po te44 1=D c i CERTIFIED PLANT U) o. \14--- N M W C O W ti (/1 t L V m �j v L� U N 0 Z N j O S ii Q II aNN f- Z ZZO N G 2 1 4( _1 t J H II V o 1-- 71 0 p 1 M O O W J :71 0 0 Z CCvlaa O 0 K i c II V O p Cr D IN/1 1-3 0 Ce a M n o UwN m =m U d V M OW J J li t i 4. a a Z Z W J W J 0 J 9 0 s Z in W M S t t6 W In B X n t NN 0 p N. 1 4 o 1 cE, a 1 1 1 O N 1 i ID a MCI c n t N y F o 0 1 0 t a a (n cd 0 o ^1 b Z Z 0 1 1 L. 1 f V Y w v 0� 1 t V 0 p N o co N Q s 3 N a I d U e II Q I p 1 p (n 04 o W M 0 1- 1 0 V' V) N Z t 1 0 oo 1 z o (n (n t o Is M t k o N 0 0 w ai M W W 1- W N 01 0 W 1 .1 ..I -.1 1 (ii 7.- 7 PRELIM. DATE JOB NO. SHEET NO. 081 -V26 0 Z BRIDGES 17- 0 o 955- A 26 VOIDED SLAB 0 U. DRAFT CE-1-27/111-,1-1 oo -J SLH CROSS SECTION P1 ^l a. 05/99 Eriksson Technologies, Inc. Sht of By: SLH, Ck: Project Tumwater Creek Bridge 8/26/11 (81 10:07:13 Task 26" Voided Slab Span /Girder 1 2 Job. No. 611841 Client File: PSBeam1- HS20final.psb PSBeam p. 1 of 3 Specification: LRFD i Bridge Geometry: LRFD(g) Rectangular Beam with circular Bridge Width 34.000 ft Curb -to -Curb 31.667 ft Beam Spacing 4.250 ft No. Beams 8 No. Lanes 2 r Skew Angle 0.000 deg Framing Plan Overhang 2.125 ft de 0.960 ft V Span Data: Span/Girder 1 2 Girder Length 29.330 ft Bmg Pad Length 12.00 in Pad Offsets(UR) i left end 0.748 ft 00 1 00 00 00 00 00 00 right end 0.748 ft Bridge Cross Section CL Bmg to Bmg 27.833 ft 1 Cast -In -Place Deck: `n k ey' U ca ftSK-` aN Slab Width 51.00 in V Slab Thickness 5.00 in Haunch Width 0.00 in I i Haunch Thickness 0.00 in Suppl. Thickness 0.00 in Wearing Thickness 0.00 in Material Properties: Beam Concrete fc 5.000 ksi fci 3.500 ksi density 0.155 kcf Deck Concrete fc 3.500 ksi L�NO41- 10 density 0.150 kcf Pretensioning Steel Diameter 0.50 in Area 0.153 in2 fpu 270 ksi Girder Cross Section Grade Low Relaxation Strand pull fraction 0.750 Loads: Section name: 51VS26 Dead (Non Composite) Flanges: Width,in Thick,In No. webs 2 Beam wt. 0.989 kff Deck wt. 0.266 kif top 50.63 6.13 Web width,in 11.75 Overlay wt. 0.000 klf bottom 50.63 6.13 bwo,in 50.63 Diaphragm wt. 0.000 kip Std. diaph. locations NONE Gross Properties Transformed Other uniform: 0.000 kif Beam Beam +Deck Bm +Dk +Ov Beam(c1?fin Bm +Dk +Ov Dead (Composite) SP-r Height, in 26.0 31.0 31.0 26.0 31.0 Barriers 0.062 kif FWS 0.143 kif Area, in2 919.0 1132.3 1132.3 931.1 1144.45 Other 0.000 kif cg, in 12.9 15.9 15.9 12.8 15.7 Live Load MI, in4 67447.0 109921.5 109921.5 68725.8 112033.9 Veh1: HS20, Veh1: Log Stacker Pedestrian Load 0.000 kif Sb, in3 5220.4 6932.7 6932.7 5375.3 7129.1 St, in3 5156.5 10835.5 10835.5 5200.8 10893.0 Sdck, in3 8675.2 8675.2 8760.6 PSBaam Pm tressed concrete bridge been design, version 4.11 Copyriyd O 2000.G Ericsson Technologies, Inc(LRFD.00m) Eriksson Technologies, Inc. y: of B By: SLH, Ck: Project Tumwater Creek Bridge 8/26/11 10:07:13 Task 26" Voided Slab Span /Girder 1 2 Job. No. 611841 Client File: PSBeaml- HS20final.psb PSBeam p. 2 of 3 Beam Elevation Pattem Profile Straight Pattem Draped Pattem Across Beam Beam End Drape Point Row No. Bev (in) Row No. Elev(in) Row No. Elev(in) 1 10 2.00 2 4 4.00 0 l 1 Pattem End Pattem Drape Pt. End Debonding Symbol Length (ft) 0.00 0 0 Debonding Pattem (End View) Mid Debonding Symbol Length (ft) 0.00 0 0 Debonding Pattem (Mid View) No. Debonded= 0 0.0%) Total Debonded Length= 0.0 ft Pattem Properties/Casting Data: No. Strands: 14 CO 30.982 kip ea. cg ©end= 2.571 in ES: 0.05 in cg©mid= 2.571 in PS8.am Prestressed concrete bridge beam design, version 4.11 Copyrigte 020004 Eamon Technologies, trr6.(LRFD.con) Eriksson Technologies, Inc. y: B of By: SLH, Ck: Project Tumwater Creek Bridge 8/28/11 10:07:13 Task 26" Voided Slab Span /Girder 1 2 Job. No. 611841 Client File: PSBeam1- HS20final.psb PSBeam p. 3 of 3 Beam Elevation Stirrup Layout Zone Gap (ft) Bar Size Spacee@Spac (in) End (ft) A (in2tft) Zone Gap (ft) Bar Sae Specea®Spec (In) End (ft) A (In2/ft) 1 0.20 4 5 sp. (c© 6.00 2.70 0.80 2 1.00 4 10 sp. 12.00 13.70 0.40 3 1.93 4 10 sp. 12.00 25.63 0.40 4 1.00 4 5 sp. 6.00 29.13 0.80 �E- a. G, sPe_ fo Tker. t1r a Beam Elevation Longitudinal Rebar T Longitudinal Reber (Beam) Qty Size Ht. (in) Start(ft) End(ft) Area(m2) 4 4 23.00 0.00 29.33 0.80 0 0 Qty Size Ht. (m) Start(ft) End(ft) Area(In2) 5 4 2.50 0.00 29.33 1.00 _Face L Bearing Midspan PSBeen Prestressed concrete bridge bean design. version 4.11 Cop/Apht 02000-0 Eriksson Ted'r ob es, Inc(13tFD.eom) Licensee: Eriksson Technologies, inc. sht: of PSBeam v. 4.11 Prestressed concrete bridge beam design By SLH Ck: Copyright 0 2000 -9 Eriksson Technologies, Inc. (www.LRFD.com) 8/26/11 0 08:54:09 Filename: PSSeaml- HS2Ofinal.psb PSBeam p. 1 of 6 Project: Tumwater Creek Bridge Task 26" voided Slab Job No.: 611841 Client: Span Length: Framing: Girder Length: 29.33 ft Super Type LRFD(g) Rectangular Beam with circular voids Release span 25.33 ft Bridge width: 34.00 ft No. Beams: 8 overhang 2.13 ft oesign span 27.83 ft Curb -to -Curb: 31.67 ft No. Lanes: 2 de 0.96 ft Beam Spacing: 4.25 ft Beam Loc Int Skew Angle: 0.00 deg cast -In -Place Deck,in: Haunch Deck Overlay wearing Miscellaneous: Thickness 0.00 5.00 0.00 0.00 width 0.00 51.00 0.00 Specification LRFD Eff. Width: 51.00 51.00 Brng Pad Length 12.00 in section Properties: Name 51vs26 Kern Points: Lower= 7.31 in, upper=18.60 in Flanges Top: wid= 50.63 in, Thk= 6.13 in Bot: width= 50.6 in, Ht= 6.1 in web(s) width= 11.75 in, No 2, bwo= 50.63 in 306241 in4 v /S= 5.990 in Iyy= 238794in4 Gross Properties 1 Transformed Properties I Beam Beam+Deck Bm+Dk+ovrlay Bm0Init Bm0Final Beam+Deck Bm+Ok+Ovr Height,in: 26.00 31.00 31.00 26.00 26.00 31.00 31.00 Area,in2 919.00 1132.35 1132.35 933.88 931.10 1144.45 1144.45 cg,in 12.92 15.86 15.86 12.76 12.79 15.72 15.72 ixx 67447 109921 109921 69015 68726 112034 112034 Sb,in3 5220 6933 6933 5411 5375 7129 7129 St,in3 5156 10836 10836 5211 5201 10893 10893 Sdck,in3 8675 8675 8761 8761 Material Properties: Beam(rel) Beam(fin) Deck overlay f'c,ksi 3.500 5.000 3.500 3.500 oensity,kcf: 0.155 0.155 0.150 0.150 Ec,ksi 3586.6 4286.8 3586.6 3586.6 (Ec method: per spec: Ec mult= 33.00, wc= 0.150 kcf) Type Normal Normal Normal Normal Pretensioned Strand: Dia =0.5000 in, Area=0.1530 in2, fpu= 270 ksi, Grade= Low Relaxation Lt= 30.00 in, Ld= 9.81 ft, Ld- debond= 12.27 ft Ep -28S00 ksi, fpy =243 ksi Rebar fy(stirrups) =60.0 ksi, fy(other) =60.0 ksi, fs -26.0 ksi, fstt =30.0 ksi, Es =29000 ksi Loads: Dead Load: Non Composite: Beam. 0.989 kif (SW mult= 1.000), Deck= 0.266 klf, overlay= 0.000 klf Diaphragm: Weight. 0.000 kip Locations: Std: NONE other= 0.000 Composite Barriers. 0.062 klf, FWS 0.143 klf, other= 0.000 klf Live Load: Pedest 0.000 klf vehiclel: HS20 (Molt= 1.000) Dynamic Load Allowance= 0.33 Properties: No. Axles= 3 (Format: Axle No. weight Min. spacing /Max. spacing) 1: 8.Okip 14.0/28.0ft, 2: 32.Okip 14.0/28.Oft, 3: 32.Okip Lane Load: uniform= 0.64 klf, Pm= 18.0 kip, Pv= 26.0 kip Tandem P1 =24.00 kip P2= 24.0 kip, Spacing= 4.0 ft Method to combine: Truc +Lane OR Tandem+Lane vehicle2: Log stacker (Mult= 1.000) Dynamic Load Allowance 0.10 Properties: No. Axles= 2 (Format: Axle No. weight Min. spacing /Max. spacing) 1: 200.0kip 24.0/24.Oft, 2: 56.Okip Lane Load: Uniform= 0.00 klf, Pm= 0.0 kip, Pv= 0.0 kip Tandem P1 25.00 kip, P2= 25.0 kip, Spacing= 4.0 ft Method to combine: Truck OR Lane OR Tandem I/ Analysis results of vehicles 1 2 combined using governing vehicle LL Dist Factors: Dist Facs: M=0.3516 (k= 1.65, sufficiently connected ves, Governing lanes: 2 or more) v =0.4894 1/ Load and Resistance Factors: Load Factors service III: LL Tension= 0.80 Strength 1 Dead Load(DC)- 1.25, FWS(ow) 1.50, Live Load. 1.75 Resist Factors: phi -M= 1.00, phi -v= 0.90 Licensee: Eriksson Technologies, Inc. Sht: of PSBeam v. 4.11 Prestressed concrete bridge beam design By SLH Ck: copyright 0 2000 -9 Eriksson Technologies, Inc. (www.LRFD.com) 8/26/11 0 08:54:09 Filename: PsBeaml- HS2Ofinal.psb PSBeam p. 2 of 6 Pretensioned Strand Pattern: straight strands: 1002.00 404.00 oebonding: NONE Nominal Pattern Properties: Total No.- 14, Is= 2.142 in2, Pull=75.000%, fj= 202.5 ksi, pj 433.8 kip Pr= 390.4 kip, Pf= 357.8 kip ®Beam End: cg= 2.57 in /ecc- 10.35 in OBeam Mid: cg- 2.57 in /ecc- 10.35 in Pretensioning Losses 0 Midspan User-Specified values: Total Loss 0 Releases 20.250 ksi(10.000%) L Total Loss 0 Final 35.438 ksi(17.500%) o'' Post- Tensioning Pattern: NONE Non- Prestressed (Mild) Reinforcement: Logitudinal Reinforcing (rebar): Qty Bar size Ht.(in) start(ft) End(ft) Nominal Area(in2) In Beam: 4 4 23.00 0.00 29.33 0.80 In Deck: 5 4 2.50 0.00 29.33 1.00 Transverse Reinforcement (stirrups): (No. legs: 2) zone Gap(ft) Bar Size No. laces 0 Spacing(in) zone End(ft) Area(in2 /ft) 1 0.20 4 0 6.00 2.70 0.80 uA.04 deco -,t, 1 2 1.00 4 10 0 12.00 13.70 0.40 3 1.93 4 10 0 12.00 25.63 0.40 4 1.00 4 5 0 6.00 29.13 0.80 Licensee: Eriksson Technologies, Inc. sht• of PSBeam v. 4.11 Prestressed concrete bridge beam design By SLH Ck: Copyright 0 2000 -9 Eriksson Technologies, Inc. (www.LRFD.GOm) 8/26/11 0 08:54:09 Filename: PSBeaml- Hs2Ofinal.psb Pseeam p. 3 of 6 ANALYSIS RESULTS: Release (k -ft) Lt 0.11 0.2L 0.3L 0.4L DepPt 0.5L DepPt 0.61 0.71 0.81 0.9L Lt Location (ft) 1.75 2.78 5.57 8.35 11.13 12.52 13.92 15.31 16.70 19.48 22.27 25.05 26.08 Dead Load: Beam M: 6.1 18.0 44.9 64.0 75.5 78.4 79.3 78.4 75.5 64.0 44.9 18.0 6.1 Final (k -ft,K) Brng Lt h/2 0.11 0.41 DepPt 0.5L Dep.Pt 0.61 0.9L h/2 it Brno Location (ft) 0.00 1.75 2.36 2.78 11.13 12.52 13.92 15.31 16.70 25.05 25.47 26.08 27.83 Dead Load: Beam M: 0.0 22.6 29.7 34.5 92.0 94.8 95.8 94.8 92.0 34.5 29.7 22.6 0.0 v: 13.8 12.0 11.4 11.0 2.8 1.4 0.0 -1.4 -2.8 -11.0 -11.4 -12.0 -13.8 Deck M: 0.0 6.1 8.0 9.3 24.7 25.5 25.7 25.5 24.7 9.3 8.0 6.1 0.0 v: 3.7 3.2 3.1 3.0 0.7 0.4 0.0 -0.4 -0.7 -3.0 -3.1 -3.2 -3.7 Barriers M: 0.0 1.4 1.9 2.2 5.8 5.9 6.0 5.9 5.8 2.2 1.9 1.4 0.0 V: 0.9 0.8 0.7 0.7 0.2 0.1 0.0 -0.1 -0.2 -0.7 -0.7 -0.8 -0.9 FWS M: 0.0 3.3 4.3 5.0 13.3 13.7 13.8 13.7 13.3 5.0 4.3 3.3 0.0 v: 2.0 1.7 1.7 1.6 0.4 0.2 0.0 -0.2 -0.4 -1.6 -1.7 -1.7 -2.0 Live Load: Trkl +M: 0 51 67 78 179 177 170 177 179 78 67 51 0 +v: 44.1 40.5 39.2 38.4 21.3 18.6 15.9 -18.6 -21.3 -38.4 -39.2 -40.5 -44.1 Trk2 +M: 0 130 170 196 517 533 538 533 517 196 170 130 0 +v: 111.3 103.2 99.7 98.0 64.6 59.2 53.8 -59.2 -64.6 -98.0 -99.7 -103.2 -111.3 Gov Trk +M: 0 130 170 196 517 533 538 533 517 196 170 130 0 +V: 111.3 103.2 99.7 98.0 64.6 59.2 53.8 -59.2 -64.6 -98.0 -99.7 -103.2 -111.3 1 Reaction (k) -I 1 Rotation (rad) -1 Component 1 Bearing R Bearing L End R End Pretensioning 0.00277 0.00277 Girder weight 13.8 13.8 0.00043 0.00043 Slab+Haunch 3.7 3.7 0.00012 0.00012 Barrier(s) 0.9 0.9 0.00002 0.00002 Future wearing Surface 2.0 2.0 0.00004 0.00004 Design Live Load (Max) 111.8 111.8 0.00000 0.00117 Design Live Load (Min) 0.0 0.0 0.00117 0.00000 Licensee: Eriksson Technologies, Inc. sht: of PSBeam v. 4.11 Prestressed concrete bridge beam design By SLH ck: copyright 14[ 0 9421111::7. Technologies, Inc. (www.LRFD.COm) 8/26/11 0 08:54:09 Filename: a fpsb PSBeam p. 4 of 6 service Limit state: stresses (ksi) CONCRETE STRESSES AT RELEASE (Allowable: tens 0.449/ 0.449, comp= 2.100) Lt 0.1L 0.2L 0.31 0.41 DepPt 0.51 DepPt 0.6L 0.7L 0.8L 0.91 Lt Loc(ft) 1.75 2.78 5.57 8.35 11.13 12.52 13.92 15.31 16.70 19.48 22.27 25.05 26.08 P/S t: -0.345 -0.345 -0.34 -0.34 -0.345 -0.345 -0.345 -0.345 -0.345 -0.34 -0.34 -0.345 -0.345 b: 1.153 1.153 1.15 1.15 1.153 1.153 1.153 1.153 1.153 1.15 1.15 1.153 1.153 Beam t: 0.014 0.042 0.10 0.15 0.174 0.180 0.183 0.180 0.174 0.15 0.10 0.042 0.014 b: -0.014 -0.040 -0.10 -0.14 -0.167 -0.174 -0.176 -0.174 -0.167 -0.14 -0.10 -0.040 -0.014 PS +Bm t: -0.331 -0.303 -0.24 -0.20 -0.171 -0.164 -0.162 -0.164 -0.171 -0.20 -0.24 -0.303 -0.331 b: 1.139 1.113 1.05 1.01 0.985 0.979 0.977 0.979 0.985 1.01 1.05 1.113 1.139 Astt,in2 1.633 1.426 0.99 0.71 0.71 0.99 1.426 1.633 0 bd CONCRETE STRESSES 0 FINAL: +M Env) Lt 0.11 0.2L 0.3L 0.41 DepPt 0.5L DepPt 0.61 0.7L 0.8L 0.9L Lt o e P Loc(ft) 1.75 2.78 5.57 8.35 11.13 12.52 13.92 15.31 16.70 19.48 22.27 25.05 26.08 P/5 t: -0.318 -0.318 -0.32 -0.32 -0.318 -0.318 -0.318 -0.318 -0.318 -0.32 -0.32 -0.318 -0.318 b: 1.064 1.064 1.06 1.06 1.064 1.064 1.064 1.064 1.064 1.06 1.06 1.064 1.064 Beam t: 0.052 0.080 0.14 0.19 0.212 0.219 0.221 0.219 0.212 0.19 0.14 0.080 0.052 b: -0.050 -0.077 -0.14 -0.18 -0.205 -0.212 -0.214 -0.212 -0.205 -0.18 -0.14 -0.077 -0.050 Deck t: 0.014 0.021 0.04 0.05 0.057 0.059 0.059 0.059 0.057 0.05 0.04 0.021 0.014 b: -0.014 -0.021 -0.04 -0.05 -0.055 -0.057 -0.057 -0.057 -0.055 -0.05 -0.04 -0.021 -0.014 Barrs d: 0.002 0.003 0.01 0.01 0.008 0.008 0.008 0.008 0.008 0.01 0.01 0.003 0.002 t: 0.002 0.002 0.00 0.01 0.006 0.007 0.007 0.007 0.006 0.01 0.00 0.002 0.002 b: -0.002 -0.004 -0.01 -0.01 -0.010 -0.010 -0.010 -0.010 -0.010 -0.01 -0.01 -0.004 -0.002 FWS d: 0.004 0.007 0.01 0.02 0.018 0.019 0.019 0.019 0.018 0.02 0.01 0.007 0.004 t: 0.004 0.005 0.01 0.01 0.015 0.015 0.015 0.015 0.015 0.01 0.01 0.005 0.004 b: -0.005 -0.008 -0.01 -0.02 -0.022 -0.023 -0.023 -0.023 -0.022 -0.02 -0.01 -0.008 -0.005 veh+ d: 0.178 0.269 0.47 0.62 0.708 0.730 0.737 0.730 0.708 0.62 0.47 0.269 0.178 t: 0.143 0.216 0.38 0.50 0.569 0.587 0.593 0.587 0.569 0.50 0.38 0.216 0.143 b: -0.218 -0.330 -0.58 -0.76 -0.870 -0.897 -0.906 -0.897 -0.870 -0.76 -0.58 -0.330 -0.218 STRESS COMBOS 0 FINAL: Allowable tension :P +prm=- 0.425,P +prm+LL= -0.425 Allowable compress:P+prm= 2.250,.5(P +prm) +LL- 2.000,P+prm+LL= 3.000• Deck. 1.400 P +Pm d: 0.000 0.010 0.02 0 0 0 0 0.027 0 0.02 0 0 0.000 t: -0.247 -0.210 -0.13 -0.06 -0.028 -0.019 -0.016 -0.019 -0.028 -0.06 -0.13 -0.210 -0.247 b: 0.992 0.955 0.87 0.81 0.772 0.763 0.760 0.763 0.772 0.81 0.87 0.955 0.992 .5(P+ d: 0.000 0.273 0.48 0.63 0.721 0.743 0.751 0.743 0.721 0.63 0.48 0.273 0.000 Pm) +L t: 0.019 0.111 0.32 0.47 0.555 0.577 0.585 0.577 0.555 0.47 0.32 0.111 0.019 P +Pm d: 0.000 0.278 0.49 0.64 0.734 0.757 0.764 0.757 0.734 0.64 0.49 0.278 0.000 +1 t: -0.104 0.006 0.25 0.43 0.541 0.568 0.577 0.568 0.541 0.43 0.25 0.006 -0.104 b: 0.818 0.691 0.41 0.20 0.076 0.045 0.035 0.045 0.076 0.20 0.41 0.691 0.818 Licensee: Eriksson Technologies, Inc. Sht: of PSBeam v. 4.11 Prestressed concrete bridge beam design ay SLH Ck: Copyright 0 2000 -9 Eriksson Technologies, Inc. (www.LRFD.com) 8/26/11 0 08:54:09 Filename: PSeeaml- HS20final.psb PSBeam p. 5 of 6 Strength Limit State: vertical Shear Method: simplified procedure (5.8.3.4.3) (LRFD) f'c= 5.000 ksi, Pf- 357.8 k, alpha -0.000 deg, fpo= 202.5 ksi, 0.125 *f'c =0.625 ksi L End:CG str- 2.57in,Crk loc= 1.$ft,Fl _prov. 0.0kip R End:CG str= 0.47in,Crk loc.- 1.5ft,Fl_prov. 1.Skip CL -brng Fc -brng CritV 0.051 0.101 0.201 0.25L 0.31 0.4L 0.51 Location: 0.00FT 0.50FT 2.36FT 1.39FT 2.78FT 5.57FT 6.96FT 8.35FT 11.13FT 13.92FT vu,kip 196.0 196.0 196.0 196.0 192.3 166.3 154.3 142.3 118.2 94.2 Mu,kipp-ft 0 81 353 218 408 718 842 943 1077 1122 Mu_v -ft 0.0 81.5 353.0 217.8 407.9 718.1 841.6 942.6 1077.2 1122.1 vd,kip 20.3 19.6 16.9 18.3 16.3 12.2 10.2 8.1 4.1 0.0 vi,kip 175.7 176.5 179.2 177.8 176.0 154.1 144.1 134.1 114.2 94.2 Md,k -ft 0.0 10.0 43.9 26.9 50.9 90.5 106.0 118.7 135.7 141.4 Mmax,k -ft 0.0 71.5 309.2 191.0 357.0 627.7 735.6 823.8 941.5 980.7 d,in 28.06 27.82 27.18 27.40 27.14 26.90 26.78 26.66 26.60 26.60 bv,in 23.50 23.50 23.50 23.50 23.50 23.50 23.50 23.50 23.50 23.50 f'c_d,ksi 3.500 3.500 3.500 3.500 3.500 3.500 3.500 3.500 3.500 3.500 McrV,k -ft 433.3 544.5 805.4 740.3 796.6 747.3 728.0 712.1 691.0 684.0 vci,kip 17622.9 1393.0 512.2 736.2 437.6 223.9 180.9 152.1 115.8 93.7 fpc,ksi 0.069 0.119 0.250 0.209 0.253 0.271 0.278 0.284 0.291 0.294 vp,kip 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 vcw,kip 102.0 111.1 133.6 126.8 134.0 136.2 136.9 137.4 138.5 139.0 vc,kip 102.0 111.1 133.6 126.8 134.0 136.2 136.9 137.4 115.8 93.7 vs_req kip 115.8 106.8 84.2 91.1 79.6 48.6 34.5 20.7 15.6 11.0 Avcmp,1n2 /ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Av,1n2 /ft 0.332 0.332 0.332 0.332 0.332 0.332 0.332 0.332 0.332 0.332 Av_prv,in2 /ft 0.800 0.800 0.800 0.800 0.400 0.400 0.400 0.400 0.400 0.400 vr_max,k 741.9 735.6 718.5 724.4 717.6 711.2 708.1 704.9 703.3 703.3 Max_spc,in 22.45 22.26 21.74 21.92 21.71 21.52 21.43 2 33 21.28 21.28 Longit Reinf (5.8.3.5): G sp't w� fx -r eAded.O F. FlR 1.S 1.S 1.S 1.S 1.S 1.$ 1.S 1.5 1.5 Iv P vs_prv,k 122.6 129.1 145,2 140.3 2. 73.4 73.5 73.6 53.2 53.2 lc s a ti FlRegVsPrv,k 1.5 1.5 1.5 1.S 1.$ 1.5 1.5 1.5 1.$ e f- F1- prov,k 110.9 184.0 379.4 312.2 390.5 463.4 499.6 535.5 553.9 553.9 0.61 0.71 0.75L 0.801 0.85L 0.901 0.95L CritV Fc brng CL -brng Location: 16.70FT 19.48FT 20.87FT 22.27FT 23.66FT 25.05FT 26.44FT 25.47FT 27.33FT 27.83FT vu,kip 118.2 142.3 154.3 166.3 179.3 192.3 196.7 196.7 196.7 196.7 Mu,kipp-ft 1077 943 842 718 572 408 218 353 81 0 Mu_v,kip -ft 1077.2 942.6 841.6 718.1 572.3 407.9 217.8 353.0 81.5 0.0 vd,kip 4.1 8.1 10.2 12.2 14.2 16.3 18.3 16.9 19.6 20.3 vi,kip 114.2 134.1 144.1 154.1 165.1 176.0 178.5 179.9 177.2 176.4 Md,k -ft 135.7 118.7 106.0 90.5 72.1 50.9 26.9 43.9 10.0 0.0 Mmax,k -ft 941.5 823.8 735.6 627.7 500.2 357.0 191.0 309.2 71.5 0.0 d,in 26.60 26.66 26.78 26.90 27.02 27.14 27.40 27.18 27.82 28.06 bv,in 23.50 23.50 23.50 23.50 23.50 23.50 23.50 23.50 23.50 23.50 f'c_d,ksi 3.500 3.500 3.500 3.500 3.500 3.500 3.500 3.500 3.500 3.500 Mcrv,k -ft 691.0 712.1 728.0 747.3 770.2 796.6 740.3 805.4 544.5 433.3 vci,kip 115.8 152.1 180.9 223.9 296.8 437.6 738.9 514.0 1398.3 17692.6 fpc ksi 0.291 0.284 0.278 0.271 0.263 0.253 0.209 0.250 0.119 0.069 vp,kip 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 vcw,kip 138.5 137.4 136.9 136.2 135.2 134.0 126.8 133.6 111.1 102.0 vc,kip 115.8 137.4 136.9 136.2 135.2 134.0 126.8 133.6 111.1 102.0 vs,kip 15.6 20.7 34.5 48.6 64.0 79.6 91.9 85.0 107.5 116.6 Avcmp,in2 /ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Av,in2 /ft 0.332 0.332 0.332 0.332 0.332 0.332 0.332 0.332 0.332 0.332 Av- prv,in2 /ft 0.400 0.400 0.400 0.400 0.400 0.400 0.800 0.800 0.800 0.800 vr_max,k 703.3 704.9 708.1 711.2 714.4 717.6 724.4 718.5 735.6 741.9 Max_spc,in 21.28 21.33 21.43 21.52 21.62 21.71 21.92 21.74 22.26 22.45 Longit Reinf (5.8.3.5): FlRegvsMin,k 1.5 1.5 1.5 1.5 1.S 13 1.5 1.5 1.5 1.5 1 A vs_prv,k 53.2 73.6 73.5 73.4 73.1 72.7 140.3 145.2 129.1 122.6 FlRegvsPrv,k 1.5 1.S 1.5 13 1.5 13 1.5 1.5 13 1.5 AA F1- prov,kip 553.9 535.5 499.6 463.4 427.1 390.5 312.2 379.4 184.0 110.9 service Limit State: Pretensioned Anchorage Zone vertical stirrups resisting 4% of total P/s force must be placed within h/4 of girder ends (LRFD 5.10.10.1) P,anchor= 17.4 kip, As,anchor=0.887 i Anchor Zone End= 6.50 in 0.54 ft) S S I4ot '+,1„. ae.1, r* a" Licensee: Eriksson Technologies, Inc. Sht: of Pseeae v. 4.11 Prestressed concrete bridge beam design 8 SLN Ck: Copyright 0 2000 -9 Eriksson Technologies, Inc. (www.LRFD.com) 8/26/11 0 08:54:09 Filename: PSBeam1- NS2Ofinal.psb PSBeam p. 6 of 6 Service Limit State: Camber Deflections I--- Deflection 0 Qtr Pt (in, +-up ---f I Deflection 0 Midspan (in, -up -1 Initial Mult Erection Mult Final Initial Mult Erection Mult Final Pretension 0.19 1.80 0.34 2.20 0.42 0.25 1.80 0.46 2.20 0.56 Beam -0.03 1.85 -0.05 2.40 -0.06 -0.04 1.85 -0.07 2.40 -0.09 Beam+P /S- 0.16 0.30 0.22 0.39 C.- Deck -0.01 2.30 -0.02 -0.01 2.30 -0.03 overlay -0.00 2.30 -0.00 -0.00 2.30 -0.00 Diaphragms -0.00 2.30 -0.00 -0.00 2.30 -0.00 uniform NC -0.00 3.00 -0.00 -0.00 3.00 -0.00 Barriers -0.00 3.00 -0.00 -0.00 3.00 -0.01 FWS -0.00 3.00 -0.01 -0.00 3.00 -0.01 Uniform C -0.00 3.00 -0.00 -0.00 3.00 -0.00 Total Deflection- 0.32 0.43 strength Limit State: Interface shear Surface: Rough c- 0.280 ksi, mu. 1.0, K1 -0.3, K2 -1.80 ksi bf= 50.63 in, ACV 607.50 in2 /ft, Avf -min= 0.506 in2 /ft, vnhJnax= 637.9 kip Crity 0.1L 0.2L 0.3L 0.4L 0.51 0.6L 0.71 0.81 0.9L Crity Loc (ft) 2.36 2.78 5.57 8.35 11.13 13.92 16.70 19.48 22.27 25.05 25.47 vu,kip 196.0 192.3 166.3 142.3 118.2 94.2 118.2 142.3 166.3 192.3 196.7 dv,ksi 27.178 27.142 26.901 26.664 26.603 26.603 26.603 26.664 26.901 27.142 27.178 vuh,ksi 0.142 0.140 0.122 0.105 0.088 0.070 0.088 0.105 0.122 0.140 0.143 vnhr,K 96.2 94.5 82.4 71.1 59.3 47.2 59.3 71.1 82.4 94.5 96.5 Avfc,in2 /F 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Avf,1n2 /F 0.506 0.506 0.506 0.506 0.506 0.506 0.506 0.506 0.506 0.506 0.506 strength Limit State: Flexure (+M Envelope) f'c -u1t- 3.500 ksi, beta_1a0.850, b- 51.000 in, bw=23.500 in, hf= 5.000 in, k=0.28 Loc Aps dp AS ds c a fps Mu Mr cmp Mr Mcr Mr /Mcr phi Mr /Mu ft in2 in in2 in in in ksi k -ft k -ft k -ft k -ft >1.2) (>1) 0.00 0.41 28.43 0.00 31.00 0.86 0.73 267.7 0 259 259 666 0.39 1.000 99.99 2.78 1.49 28.43 0.00 31.00 3.03 2.57 261.9 408 883 883 1080 0.82 1.000 2.17 5.57 1.78 28.43 0.00 31,00 3.59 3.05 260.4 718 1039 1039 1071 0.97 1.000 1.45 8.35 2.07 28.43 0.00 31.00 4.15 3.53 259.0 943 1190 1190 1064 1.12 1.000 1.26 11.13 2.14 28.43 0.00 31.00 4.29 3.65 258.6 1077 1228 1228 1060 1.16 1.000 1.14 13.92 2.14 28.43 0.00 31.00 4.29 3.65 258.6 1122 1228 1228 1058 1.16 1.000 1.09 16.70 2.14 28.43 0.00 31.00 4.29 3.65 258.6 1077 1228 1228 1060 1.16 1.000 1.14 r� 19.48 2.07 28.43 0.00 31.00 4.15 3.53 259.0 943 1190 1190 1064 1.12 1.000 1.26 22.27 1.78 28.43 0.00 31.00 3.59 3.05 260.4 718 1039 1039 1071 0.97 1.000 1.45 25.05 1.49 28.43 0.00 31.00 3.03 2.57 261.9 408 883 883 1080 0.82 1.000 2.17 27.83 0.41 28.43 0.00 31.00 0.86 0.73 267.7 0 259 259 666 0.39 1.000 99.99 r C•NST/!UCTI\ PLANS F#/: TU\/LATL1/ C/!JEK I.iJT)GE �!EI•LACE\IE\T �E RUCA I S TRA /T OFJUAN OWNER SUPPLIED SHEET TON STOCKPILE LOCATION jib TOWNSITE OF PORT ANGELES PROJECT SITE TO MNSITE OF PORT ANGELES ORTH TOWNSHIP 30 NORTH TOE RANGE RANGE 6 WEST, W.M. AT 4. 7' :v...4%.: APPLICANT: PROJECT ENGINEER: A lt O 444,400,14410 i zz o t PORT OF PORT ANGELES 4 SEASONS ENGINEERING, INC. Ira �c y 4 ♦.1 E P.O. BOX 1350 JAY S. PETERSEN, P.E. ♦c i .ka PORT ANGELES, WA 98362 619 SOUTH CHASE STREET 4 .1 2 r ♦•jam �7 PORT ANGELES, WA 98362 ,a, �I■ra.i 360- 452 -3023 I sum PROPOSED: BRIDGE ENGINEER: OM F REMOVAL OF EXISTING TIMBER GENE UNGER ENGINEERING, LLC 5 j BRIDGES AND CONSTRUCTION OF 1401 WEST 7TH NEW CONCRETE BRIDGE OVER PORT ANGELES, WA 98363 TUMWATER CREEK 360- 452 -2098 I PROJECT SURVEYOR: oi ti. WENGLER SURVEYING AND MAPPING t 703 EAST EIGHTH STREET PORT ANGELES, WA 98362 SCALE: i" =5000" 360 457 -9600 500° 0000 SCALE IN FEET VICINITY MAP l v� 1 =5000' _1 1 1 A. PORT ANGELES HARBOR 6 .FT TEMP. L 1 4 N �FENCE \i SILT FENCE N j --x G 3 G i�STj?L -6 F T. TEMP. \i l /p \i� SECURITY 4,,. ��0� 4'A.p F ENCE i J G 'q p 4 PROPOSED �q r BRIDGE ---...,/r,,,,, ooh CALL 48 HOURS 1- F G ECO BLOC BRIDGE TO BE BEFORE YOU DIG I BARRICAOES REMOVED qv 1- 800 424 -5555 G '4, v iii 9PR 4 pR /�J /s``P�\ c� Fes /6� i \v CON TEN SCALE: 1 =100' i,::->„.>:,, a 0 00 200 9 PAGE SCALE IN FEET SITE ACCESS MAP //V A y 1 COVER 1 =100' 2 TOPOGRAPHIC SURVEY CONSTRUCTION NOTES: 1. ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH THE 3 DEMOLITION PLAN CURRENT EDITION OF THE STA TE OF WASHINGTON STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION, INCLUDING CURRENT AMENDMENTS, AND ANY PROJECT SPECIFIC SPECIAL PROVISIONS OR CONDITIONS AND REQUIREMENTS. 4 STORMWATER POLLUTION PREVENTION PLAN 2. THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND SHALL VERIF PROTECTION LOCA PRIOR T TO CONSTRUCTION BOYNCALLINOGRUNDERGROU D Y ALL 5 BRIDGE SITE PLAN CROSS SECTION LOCATE AT 1- 800 424 -5555 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION WORK. 6 RETAINING WALL ELEVATIONS 3, MONITOR AND RE- STABILIZE CONSTRUCTION ACCESS WITH CLEAN CRUSHED ROCK AS NEEDED DURING CONSTRUCTION TO PREVENT TRACKING SOILS OFFSITE. 4. CONSTRUCTION LAYDOWN AREA IS WEST OF TUMWATER CREEK AS SHOWN. 7 GRADING PLAN CRANES AND OTHER LARGE, HEAVY EQUIPMENT SHOULD BE SETUP WEST OF THE CREEK. TUMWATER STREET IS TO REMAIN OPEN DURING CONSTRUCTION. SUBMIT PLANS AND SCHEDULES FOR ANY CLOSURES PROPOSEO, INCLUDING A 8 STRUCTURAL LOADING DIAGRAM DETAILS TRAFFIC CONTROL PLAN(S) FOR REVIEW AND APPROVAL IN ACCORDANCE WITH THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD). 4. CONSTRUCTION WORK HOURS SHALL BE RESTRICTED TO 7 A.M. TO 10 P.M., 9 STRUCTURAL PLAN UNLESS OTHERWISE APPROVED IN WRI TING. 5. ALL WORK BELOW THE ORDINARY HIGH WATER MARK SHALL BE COMPLETED 10 STRUCTURAL DETAILS BY SEPTEMBER 30, 2011. TUMWATER CREEK BRIDGE DATE: APRIL 2011 REPLACEMENT C OVER S HEE T PORT ANGELES HARBOR SEASONS SCALE: AS NOTED CITY OF PORT ANGELES, CLALLAM DRAWN BY: JEP COUNTY, WASHINGTON ENGINEERING, INC. (360) 452 -3023 CHECKED: JSP DATUM: NAVD88 619 S. Chose St. Port Angeles. WA 98362 SHEET: 1 FilzF TOPOGRAPHIC SURVEY OF PORTIONS OF TUMWATER CREEK PORT ANGELES, CLALLAM COUNTY, WASHINGTON FOR: FOUR SEASONS ENGINEERING, INC. MENGLIR SERVEYNG MAPPING Oa PORT ANGELES HARBOR 1 10 330 EAST FIRST ST., SUITE 10 207 I 1 l PORT ANGELES WASHINGTON 98362 2.71 1 4.41 Ma (360) 457 ma FAX (360) 457- 9556 --1--------- I ��p c t w ww. wenglersurveying. com u t� t TOE OF RIP RAP �pQ rAF' 0 5 9 7 \E g TOE OF RIP RAP 6.1 js� GRAVEL 71 1� \s TOE OF I RIP RAP �g� i 1 O .J6 UPLAND LIMITS --II-7_75- 9 11 OF RIP RAP r'' `5. q k p h _J 12 13- Z- 1 1 4a O6 I 7 r//,‘ UPLAND LIMITS T PILE S -1 OF RIP RAP 7 6 I 4,,-, \`I WOOD RETAINING WALL i T 15 1 I c J 1 GRA VEL ilk 8 13 .48 I I lin 4� :7: SRC CL BRIDGE 1 +50 Z =13.61 f �l UPLAND LlM/TS OF RIP RAP GIRT UPLAND LIMITS i OF RIP RAP 1 1 =20' 1 61 13,92 MAPP E PORTION I OF BRIDGE DECK CATCH BASIN 0 10 20 40 13.82 RIM ELEV. 14.49 SCALE IN FEET A I •''r' a I.E. S. w. i1.••' PA VEMENT ili 13.65 APPROXIMATE LOCATION CATCH BASIN LEGEND 1 OF WOOD PILINGS \/o RIM ELEV. 14.73 MAPPED EXPOSED PORTION LE. N.E. 12.54' OF BRIDGE 'DECK er';,' O CATCH BASIN O/ 9/ �r CONCRET' 74.38 y BLOCK: 0 SRC 30 FT OS 0 +00 II SIGNS, ROADSIDE REFLECTORS Q c O LOCKED WELLHEAD Z =14.83 1IA WATER VALVE G O; O P" 1.98 CONCRETED, �2 0 �P TELEPHONE RISER BLOCKS 0 WOOD PILING, 10" DIAMETER f0 fie' /7,a 4Q' 1 0 SRC BR! GE O WOOD PILING 15" DIAMETER 1 1 p �T J O 74.93 Z =15.03 X X X FENCELINE (METAL T- POSTS WITH BOXWIRE AND•9&T66;CREEN) 4.,, c' 0 a 4 1 b 15.80 SPOT ELEVATION ,z, 14.9 4 15 hl t,---' P O 14.7 �Py� I P O MAPPED EXPOSED PORTIO i f Q OF BRIDGE DECK I 1 Q Q 4 7 GRA vEL /1//' 0 v1 CATCH BASIN X 2 0 RIM ELEV 14.51' 4 f� 1P I.E. N.E. 77.31' I.E. SW 11.33' P •15.70 MAPPED EXPOSED PORTION OF BRIDGE DECK 15.26 WESTPORT SHIPYARDS BUILDIN 'V i e I z. q_ 15.33 NOTES O I.) THIS SURVEY IS BASED UPON THE WASHINGTON COORDINATE SYSTEM GRID, NORTH ZONE, NORTH AMERICAN //I y �Py DATUM OF 1983, 1991 ADJUSTMENT (NAD83/91), SAID OA TUM WAS DERIVED FROM TIES TO GPS STATIONS 0 0 06313360P(C11 -3 -1), 06300381P(F13 -3 -1), 06300380P(G13 -1 -1) AND 06300482P(G11 -1 -2) AS SHOWN ON VOLUME 34 OF SUR VEYS, PAGE 22 AND VOLUME 48 OF SURVEYS, PAGE 84 RECORDS OF CLALLAM COUNTY, QI"�P WASHINGTON AND "L 467 1974" (PIO TR0790) .�V HEREON ST DATUM AMERICAN N U D TU AND 1988 DETERMINING SAIO WAS DERIVED FRO TIES DERI AS TES TO 15.15 TIDAL BEN MARK "L 467 1974" (P10 TR0790) (TIDAL EPOCH 1983 2001). THE PUBLISHED TIDAL ELEVATION ABOVE MEAN LOWER LOW WATER (MLLW) OF SAID MONUMENT IS 16.33 FEET (TIDAL EPOCH 1983- 2001). THE h t� PUBLISHED NAVD88 OF SAID MONUMENT IS 16.75 FEET. TO CONVERT FROM MLLW TO NAVD88 SUBTRACT 0.42 i FEET. THE PUBLISHED MEAN HIGH WATER (MHW) FOR PORT ANGELES, STRAIT OF JUAN DE FUCA IS 6.52 FEET 0Q' ABOVE MLLW (TIDAL EPOCH 1983 2001). THE CONVERTED ELEVATION OF MHW TO NAVD88 IS 6.10 FEET. 4' (6.52- 0.42= 6.10). C RT 000? \h ELEVATION VALUES SHOWN HEREON ARE IN U.S. SURVEY FEET IN COMPLIANCE WITH CHAPTER 58.20.190 RCW "CONVERSION OF COORDINATES METRIC „1 3.) UNDERGROUND UTILITIES WERE NOT MAPPED DURING THE COURSE OF THIS SURVEY. CALL 7- 800 -424 -5555 BEFORE YOU DIG. TUMWATER CREEK BRIDGE DATE: APRIL 2011 REPLACEMENT SURVEY SEASONS SCALE: AS NOTED PORT ANGELES HARBOR CITY OF PORT ANGELES, DRAWN BY: CLALLAM COUNTY, WASHINGTON ENGINEERING, INC. (360) 452 -3023 CHECKED: DATUM: NAVD88 619 S. Chose Si. Pori Angeles, WA 98362 SHEET: 2 DEMOLITION NOTES: 0 REMOVE EXISTING TREATED WOOD BRIDGE DECK, STRINGERS, PILE CAPS AND SUPPORT PILES. APPROX. 600 SQ. FT. OF BRIDGE DECK AND 15 PILES. EXISTING STEEL PLATE DECK TO REMAIN L� PROPERTY OF PORT OF PORT ANGELES. i 0 ,REMOVE EXISTING TREATED WOOD BRIDGE i DECK, STRINGERS, PILE CAPS AND SUPPORT PILES. APPROX. 1200 SO. FT. 1 ARBOR PO A NGELES H l ]Ci OF BRIDGE DECK AND 30 PILES n l' REMOVE EXISTING SHEET PILE WALL. y •a/ APPROX. 160 LINEAL FT. OF WALL h �/l� 1 �/I t .LIT SHEET PILE WALL TO BE REMOVED R/P r I J 1 -�'Iy Il iii �i 7 G AFTER NEW SHEET PILE WALL IS C L_ JLS Py �JC�', jtJCt i�I:i r -�J L �.�_7 NSTALLED. J r �0 i AI �1 �v P)� ;r'�� I/ �U 4® TELEPHONE PEDESTAL TO BE MOVED OR %f��j_ j f J t J l \C r x REMOVED. i_ C� ®REMOVE EXISTING LOG AND EARTH I :i i il P �L I 600 AND APPROX. y /r CUT OFF AND CAP EXISTING MONITORING REMOVE ALL EXISTING STRUCTURES AND WELL A MINIMUM OF 2 FEET BELOW GRADE, OBSTRUCTIONS WHICH MAY IMPEDE PER DEPT. OF ECOLOGY GUIDELINES, THIS SHEET PILE DRIVING AND PIPE PILE 0 i WORK SHALL BE INCIDENTAL TO PLACEMENT MAY INCLUDE CONCRETE, EARTHWORK. STEEL, ROCK, TIMBER, SOIL, EXISTING j PILES, SHEET PILES, ETC. O 7 RELOCATE EXISTING 20 MPH SIGN 25 FT. SOUTH, REMOVE EXSTG. REFLECTOR POSTS. SA WCUT REMOVE EXISTING ASPHALT O i 0 REMOVE EXISTING TREATED WOOD WALL _u AND PILES. APPROX. 20 LIN. FT. OF WALL AND 5 PILES z :E 10 REMOVE EXISTING PILES. APPROX. 10 -:,1 PILES 11 REMOVE EXISTING RIP RAP RESTACK AFTER r__ EXSTG. CATCH BASIN CONSTRUCTION OF NEW RETAINING WALLS. i EXSTG. PAR TIALLY BURIED TOE -ROCKS TO 0 o 'fj' /i REMAIN. REMOVE ALL CONCRETE STEEL I_ o I e a-= -Y RUBBLE FROM REPAIR AREA i o i/ I CUT AND REMOVE EXISTING REBAR, PIPE, METAL, o 0 O ETC. IN STREAM CORRIDOR AS DIRECTED BY /ter 1 j�ij -o O REMOVE EXISTING TREATED WOOD BRIDGE Q DECK, STRINGERS, PILE CAPS AND r r i SUPPORT PILES. APPROX. 300 S0. FT. I —J OF BRIDGE DECK AND 15 PILES l 1- /OF L: 2 EXSTG. SHEET PILE WALL jf 0 :c <4'4:5` •i ,TG F EXSTG. /CONCRETE SHEET P'LE WALL r NOTE: C O 6 i i----_,,,'----• DRAWING IS A REPRESENTATION OF O 11-7----7-----/-:[6,7: EXISTING CONDITIONS. NOT ALL ITEMS S R' TO BE REMOVED ARE EXPLICITLY SHOWN. e G CONTRACTOR SHALL REVIEW PROJECT 'o PR N SITE AND EXTENT OF DEMOLITION PRIOR 4 Q TO BID. 416. S J4- GFtP pP �\�G `,r /G� o5 G P SAG OI Ex �P/ 1 •A CALL 48 HOURS 4 L BEFORE YOU DIG ',r' k _1101- 800 424 -5555 k k\ /k -7:17-__-/-----, G k k\ 1,4' kU kk kk ,/.4 9 kit N D 05 1 G DEMOLITION NOTES: '<I 0 ll •r I. THE CONTRACTOR SHALL VERIFY ALL EXISTING SITE CONDITIONS, DIMENSIONS, AND UTILITY LOCATIONS PRIOR TO CONSTRUCTION. _j DIMENSION, QUANTITY AND SIZE OF EXISTING CONSTRUCTION IS A j' GUIDELINE ONLY AND MUST BE VERIFIED. y 2.CONTRACTOR IS RESPONSIBLE FOR ALL METHODS, SEQUENCES. AND i,S SAFETY PRECAUTIONS REQUIRED TO ACCOMPLISH THE WORK SHOWN. PROVIDE TEMPORARY BRACING, SHORING OF STRUCTURES, EXISTING I CONSTRUCTION AND EXCAVATION AS REQUIRED. O." 1' 3.ALL PILING TO BE REMOVED SHALL BE CUT AT LEAST 2 FEET BELOW THE MUDLINE AND THE HOLE CAPPED WITH CLEAN SAND. j 4.CUT UP ALL TREATED TIMBER REMOVED INTO LESS THAN 4 FOOT SECTIONS AND DISPOSE OF IN AN APPROVED FACILITY. ALL END,. BOX CULI'ERT SURVEYOR NOTES REMOVED MATERIAL I5 THE PROPERTY OF THE CONTRACTOR AND 7/ SHALL BE DISPOSED OF IN ACCORDANCE WITH ALL APPLICABLE i.) THIS SURVEY IS BASED UPON THE S.NEW SHEET PILE WALLS LANDWARD OF EXISTING WALLS SHALL BE WASHINGTON COORDINATE SYSTEM GRID, NORTH _j ZONE, NORTH AMERICAN DATUM OF 7983, 1991 IN PLACE PRIOR TO REMOVAL OF EXISTING WALLS. SUBMIT PLANS 1' ADJUSTMENT (NAD83 /97) BY W£NGLER AND SCHEDULES FOR APPROVAL, FOR THE WALL REMOVAL. ,_j SURVEYING MAPPING INDICATE TECHNIQUES TO BE USED TO CONTAIN SOIL AND DEBRIS, '3 2.) THE VERTICAL DATUM USED FOR AND TIMING OF WORK AND TIDE LEVELS. THIS SURVEY AND FOR DETERMINING 6. ALL WORK BELOW ORDINARY HIGH WATER MARK SHALL BE ,j THE LINE OF MEAN HIGH TIDE AS COMPLETED BY SEPTEMBER 30, 2011. 7. CONTRACTOR SHALL TAKE ALL DUE PRECAUTION TO PREVENT y' SHOWN HEREON IS THE NORTH 4 AMERICAN VERTICAL DATUM OF 1988 CONSTRUCTION DEBRIS AND MATERIALS FROM ENTERING THE CREEK (NAVD88). TO CONVERT FROM MLL W TO OR HARBOR. DAILY INSPECTION AND REMOVAL OF CONSTRUCTION SCALE: 1"=.20' NAV088 SUBTRACT 0.42 FEET. THE MATERIAL SHALL BE REQUIRED. CONVERTED ELEVATION OF MHW TO 0 20 40 NAVD88 IS 6.10 FEET. SCALE IN FEET TUMWATER CREEK BRIDGE DATE: APRIL 2011 REPLACEMENT SCALE: AS NOTED DEMOLITION PLAN 4 SEA S ONS PORT ANGELES HARBOR CITY OF PORT ANGELES, CLALLAM DRAWN BY: JEP COUNTY, WASHINGTON ENGINEER ING, INC. (360) 452 -3023 CHECKED: JSP DATUM: NAVD88 619 S. Chose St. Port Angeles, WA 98362 SHEET: 3 O MOVE EXISTING SILT FENCE AND INSTALL NEW SILT FENCE AROUND UPLAND WORK AREA PRIOR TO DEMOLITION INSTALL 6 FT. TALL(MIN.) EROSION CONTROL FENCE (WOVEN GEOTEXTILE W/ WIRE BACKING). L•c. CONTRACTOR TO PROVIDE DETAIL OR PROPOSED ALTERNATE V J i` Y,'::-- a CONTAINMENT MEASURE FOR ppRT A HAR BOR v� ('`kr (-',r APPROVAL. PLACE IN CREEK F BOTTOM ALONG TOE OF EXISTING t`f V-. IJ IJ SHEET PILE WALL OR TOE OF j /I r TEM PORARY SILT AND SLOPE PRIOR TO DEMOLITION ;r r� jc BARRIER, 1 J "I I� mil,, yp SEE NOTE 2 ��1� 3 COVER ALL EXPOSED SOILS �_4 i J f� ._i t ^�JL �I_ r te~ O DURING CONSTRUCTION WITH 417 r 170( /I�I I J� t J J \(�C WT AG, PLASTIC SHEETING WITHIN 2 r'^�1/�.� /'?j U.A r r =i i L A \J DAYS MAXIMUM. k l i n i i- 2 /R /L/ R INSTALL NE W EXISTING PRIOR OIL k x x I k '--I j k `I X X -x X DEBRIS BETWEEN NEW AND EXISTING WALLS 7 i f,`y =1\ 'i l 1 I I FENCE WORK AREA WITH N N /f.A i i(l k f I k FENCE ORARY 6 FOOT SECURITY 0 N T,t \7" .-‘,__J I -O 0 L-, j am X1 7 AFTER FINAL GRADING, A te k J j� STABILIZE EXPOSED SOILS BY RESEEDING AND APPLYING U k k I STRAW MULCH OR COVERINGS WITH CRUSHED ROCK r y ;I %mi Y l PLACE NEW RIP RAP AT TOE OF 1 7 -f1 _1,.?_ BANK FOR STABILIZATION WHERE I f 4- F -O BRIDGES, PILING, PLANKING, O WHALERS, ETC. ARE REMOVED, /I -1 r// AS DIRECTED BY ENGINEER. ...TV" `1, r. D -1.'� 1 \C EXSTG. CATCH BASIN Po J T A I Sl .2 /N 0 ���l� \h c'x EXISTING SILT FENCE 0 1 \Fli 0 h. iii 1 y t t_„.- 1 y J I 1�' -L j f t r f- s ,,,t,____1::„. EXSTG. SHEET PI WALL j j/ EX. TG /CONCRETE &SHEET PCE WALL Xi SCALE: I"=20' q,Q�/ j 0 20 40 -T� if SCALE M FEET FS` 1 'k 9 ix- (3.. ,/d/ S i /,\s' q- 7 h CALL 48 HOURS BEFORE YOU DIG SURVEYOR NOTES N PROVIDED BYWENGLERSURVEnNG &MAPPING O P i 1- 800 424 -5555 I.) THIS SUR IS BASED UPON THE WASHINGTON COORDINATE SYSTEM GRID. NORTH LONE. NORTH AMERICAN DATUM OF 1983. 1991 J ADJUSTMENT (NAD83/91) BY WENGLER 7 SURVEYING k MAPPING 2.) THE VERTICAL DATUM USED FOR 4 j THIS SURVEY AND FOR DETERMINING y THE LINE OF MEAN HIGH TIDE AS SHOWN HEREON IS THE NORTH AMERICAN VERTICAL DATUM OF 1988 Y 2X2 POSTS Y 6' O.C. MAX 2.2 POSTS 0 6' O.C. MAX. (NAVD88). TO CONVERT FROM MLLW TO r NAVD88 SUBTRACT 0.42 FEET. THE GEOTEXTILE FILTER FABRIC W/ CONVERTED ELEVATION OF MHW TO GEOTEXTILE FILTER FABRIC w/ WIRE MESH BACKING NAV088 IS 630 FEET. CONTRACTOR WIRE MESH BACKING /k k PROVIDED LAY FABRIC DOWN BURY GEOTEXTILE IN 4 "X4" SECURITY COVER BOTTOM OF TRENCH, BACKFILL WITH h< FENCING GEOTEXTILE FABRIC NATIVE SOIL AND COMPACT /_F v IN GRAVEL N v cy /r7, ‘„E MI N. ''''s/`\/ 7 OPTION 2 O// OPTION 1 j NOTES: 3 INSTALL SILT FENCING ALONG CONTOUR INSTALL THE ENDS OF THE SILT FENCE TO POINT SLIGHTLY UP -SLOPE TO =.x PREVENT SEDIMENT FROM FLOWING AROUND THE ENDS OF THE FENCE. .y 4 MAINTAIN REGULARLY THROUGHOUT CONSTRUCTION. REMOVE ACCUMULATED O J SEDIMENT. REPAIR OR REPLACE DAMAGED SECTIONS. 1 SILT FENCE 1 NOT TO SCALE E BOX CU�V ,4;' TUMWATER CREEK BRIDGE DATE: APRIL 2011 REPLACEMENT STORMWATER POLLUTION 4SEASOIVS SCALE: AS NOTED PORT ANGELES HARBOR CITY OF PORT ANGELES, CLALLAM DRAWN B Y.: JEP COUNTY, WASHINGTON PREVENTION PLAN ENGINEERING, INC. (360) 452 -3023 CHECKED: JSP DATUM: NAVD88 619 S. Chose St. Port Angeles, WA 98362 SHEET: 4 0 CONSTRUCT NEW CONCRETE BRIDGE PER STRUCTURAL PLANS AND DETAILS 0 CONSTRUCT NEW SHEET PILE RETAINING WALL. APPROXIMATELY 150 L.F. OF WALL. 0 BRIDGE APPROACH TO BE RECONSTRUCTED BY PORT CREWS LEGEND: 0 CONSTRUCT NEW GUARD RAIL EACH SIDE OF BRIDGE. APPROXIMATELY 60 LINEAL FEET. EXIST /NG ASPHALT PAVING 0 CUT BACK SLOPE INSTALL RIP RAP U"" PROTECTION AFTER CONSTRUCTION OF .rw, EXISTING SHEET PILE WALL j \Pty( °11` RETAINING WALLS I I PROPOSED CONCRETE BRIDGE �c'J• ^FDH EXISTING CONCRETE WALL PROPOSED SHEET PILE WALL '4-1- 0 CUT SLOPE BACK INSTALL RIP RAP i, 1,,E 1 PROTECTION BETWEEN EXISTING NEW M RETAINING WALLS. EX /STING TOP OF SLOPE l l4 (86 :1:=V i' 1 0 CUT OFF AND CAP EXISTING MONITORING EXISTING TOE OF SLOPE I PER DEPT. OF ECOLOGY GUIDELINES, THIS HARB Z`Ar'� F!4 my A MINIMUM OF 2 FEET BELOW GRADE, WORK SHALL BE INCIDENTAL TO PO ANG ELES EARTHWORK. REBAR RED CAP .I rS 1, -r DQ' q J i OFF SET 30 00 j I/ v1=•=-.-.._ Z 1y i JL JN 420953 0 7 TH '1 L— I PROTECT EXSTG. It" 2 /,r r 1 ASTING 1002518 218 r] A N �'f] PfP£ nr r l III ._e� l� /L EE 1 a pf J jL 4 �u p )L- i7 L Lr _1 1 1>:T i k:�i T R IP R A y '5"jrrc ir;?\PC 1 c Ar'Or ,i PROTECT EXSTG, ',�T.J 0 I r. G\- 1 1 I j PIPE, CUTOFF Of i, FACE OF RIPRAP� I v 10 "0 UTILITY C ONDUI I SLEEVE THROUGH '2' -I -‘--2L,__1 I ABUTMENT ENDWALL, 7YP., CAP UNUSED \li L_, 1 SLEEVES REBAR RED CAP P I,/ 0 r7.,:. 1 j STATION =1 50.00 a /J ir i -7 L� NORTHING= 420927. 841 CENTER OF BRIDGE p i r r TATION =0 +75.00 FUTURE SANITARY SEWER LINE SHOWN EASTING= 1002501.996 NO NG= 420887.287 y �r FOR ILLUSTRATION, SUPPLY THREADED EL =13.61 •4k I i I, SLEEVES IN BOTTOM OF BRIDGE DECK EASTING c 2565.086 I X' Ih1 (,j AND 10 "0 CAPPED SLEEVES THROUGH (,—1 A J J ABUTMENT I SCALE: 1"= 20' 9 2 tZ i Y C \EXSTG. CATCH BASIN 1. PLACE RIP RAP WITH EXCAVATOR OR FROM y1P 0 :;#A a e .�Sp� R EBA R &RED CAP o za /o 'h Q- �G� STATION= b+00.00 SCALE IN FEET 1��. OFFSET= 30.00" �0 �Bp NORTHING= 420871x988 d� Q ��c"C �.'EASSING ',02644.398 17 i G `I F =14.83 7 f I 2 CONSTRUCTION NOTES: C)•:., SY �p 1(L' S/ fC/ <1 'F SKIP OR LARGE BUCKET LOWERED TO THE '`.fi r' 6 O or SLOPE. THE PLACEMENT METHOD, STOCKPILING, 7:--,0, O fi r B�pf� I AND HANDLING SHALL BE ARRANGED SO THERE 1 0 o IS NO SEGREGATION OF ROCK AND A WELL Y, GRADED MASS WITH THE MINIMUM PRACTICABLE I PERCENTAGE OF VOIDS PRODUCED. ROCK /07_.J 4- PLACEMENT SHALL BEGIN AT THE BOTTOM OF '1' 1� ll THE AREA TO BE RIPRAPPED AND PROCEED IJ?� o REBAR RED CAP i o UPSLOPE. p o STATION =0 +00.00 2.STEEL SHEET PILE SHALL BE OWNER SUPPLIED tir NORTHING 420846.732 PAIRS OF PREVIOUSLY USED Z- SECTION PILES, EXSTG. SHEET PILE WALL EASTING 1002628. f 76 OR CONTRACTOR FURNISHED NEW SHEET PILE EL =15.03 WITH SECTION MODULUS GREATER THAN 65 CU. 40 IN. /FT. OWNER SUPPLIED SHEET PILE 1 FUTURE WATER LINE SHOWN FOR CONSISTS OF (19) PAIRS X 75'1 OF ILLUSTRATION. SUPPLY THREADED PREVIOUSLY USED Z- SECTION SHEET PILE. e-1 r SLEEVES IN BOTTOM OF BRIDGE DECK CONTRACTOR IS RESPONSIBLE FOR INSPECTING SC S- EXSTG. /CONCRETE SHEET PILE WALL AND 10 "0 CAPPED SLEEVES THROUGH STOCK PILE OF OWNER SUPPLIED SHEET PILE %C ABUTMENT TO DETERMINE SUITABILITY FOR USE. a q j Iy CALL 48 HOURS s oF5 i 9P BEFORE YOU DIG //A s�. G RP� u D 1 800 424 -5555 G��/ SUR VEYOR NOTES BRIDGE SITE PLAN PROVIDED BY WENGLER SURVEYING MAPPING 7.) THIS SURVEY IS BASED UPON THE 1 =20' WASHINGTON COORDINATE SYSTEM GRID, NORTH ZONE, NORTH AMERICAN DATUM OF 7983, 7991 ADJUSTMENT (NA083/97) BY WENGLER SURVEYING MAPPING 2.) THE VERTICAL DATUM USED FOR MIN. T.O. SLAB EL =15.2 THIS SURVEY AND FOR DETERMINING MAX. T.O. SLAB EL= 15. THE LINE OF MEAN HIGH T10E AS 5" POURED IN PLACE SHOWN HEREON IS THE NORTH CONCRETE DECK PER PRECAST AMERICAN VERTICAL DATUM OF 7988 RECONSTRUCTED GIRDER MANUFACTURER NAVD8 SUBTRA O 4 T CT 0 42 FEET.HE TO BRIDGE APPROACH BY PORT PRESTRESSED CONCRETE N 6.10 FEET. N OF MHw TO GIRDERS: 48" DEEP MAX. RECONSTRUCTED 4.83' 23' 4.83' BRIDGE APPROACH EXSTG. AC--..,...,„„.„„, 1 BY PORT %M IN. BOTTOM i /i r/ OF GIRDER i1 n n COMPA STRUCTUR D 10.0- ELEV 11 2 ,77 r FILL 959 ASTM MOD %i� L MHHW 6.10 E V O r 1 2 k 1 k if 1 r PROCTOR Q I1 ,s-,;,,,,,:-..., .irrri ir 1 CDF OR L CONCRETE r r ,�FILL VOIDS BELOW REMOVE SOIL, D PILES 0 o- "'BOTTOM, OF PILE CAP I STEEL SHEET \,TIMBERS, ETC. AS NEEDED rri�r�✓ MLLW -0 .42 4, _.70 INSTALL NEW PILING AND:r�,j CUT OFF EXISTING SHEE PILES r` ,BETWEEN NEW REMOVED r TO BE REMOVED 2 FEET rv. r GALV STEEL SHEET PILE WALLS DOWN TO PIPE PILING PER '`'LEVEL OF EXSTG. CREEK z BELOW MUDLINE; 4' .STRUCTURAL BOTTOM PANS AND L -10.0 •SPEC'S i -73.5 —'MIN. TIP ELEVATIO13--- 15. 0 1 1 OF SHEE PILE 1 I 0 +00 STATION 1 +00 PROFILE ELEVATION VIEW: bridge 1' =10' TUMWATER CREEK BRIDGE DATE: APRIL 2011 REPLACEMENT BRIDGE SITE PLAN PORT ANGELES HARBOR SEASONS SCALE: AS NOTED CITY OF PORT ANGELES, CLALLAM DRAWN BY: JEP COUNTY, WASHINGTON ENGINEERING, INC. (360) 452 3023 CHECKED: JSP DATUM: NAVD88 619 S. Chose St. Port Angeles, WA 98362 SHEET: 5 6 L.A. '5, r HEAVY LOOSE RIP RAP PLACE PER NOTE 1, 2, s. \(7. A SHEET 5 1. 75 /t.'// 7 [—T l'' GE 0 TEXTILE KEY IN 2'% -2 'V "4// ,1; 2 2 s .A% 0s ,,,:////j, 0. fi 2, GEOTEXTILE TO BE ,,';'.2. );,I0 ROCK CONSTRUCTION 2' GEOTEXTILE FOR ie/(1,!Is:%;.•‘/'•' I SEPARATION PER RIP RAP SLOPE CROSS SECTION 9-33.2(1) TABLE 3, WOvEN NOT TO SCALE 17' 38' 17' (4 PAIRS) (9 PA/RS) (4 PAIRS) 35.5' PILE CAP 17' 17' 20.9 PRECAST 5" CAST IN PLACE CONCRETE 1 DECK SLAB GIRDERS 1 1. T.O. WALL d 1- 1 0.• 0 in 1CM OD 00 Eb Man 1 r EL=14.0' 10.11 EXISTING GRADE 1 AT BACK 3r &Cr Z I tj I 0 DI iTINC G•6 C3 1 AT 5eNr.,"T OF 5-rE L, 0 c. CRETE PILE ;V 0.0 L., 13 INID III1,L, PI•E 2 P ES NOT .,1- OM a 5, 1 II i CONTRACTOR TO SUBMIT DETAIL c_ 1 FOR APPROVAL OF PROPOSED I L., SHEET PILE CONNECTION AT ANGLE L.) I POINTS !"1 -10. i t i f I SW L Siff 7 II NG MIN. TIP s f EL=-13. -20.9 -0+10 0+00 STATION 0+87 1+00 ELEVATION VIEW: WEST WALL 0 CALL 48 HOURS BEFORE YOU DIG 7 4 V 1-800-424-5555 17' 38' 17' (4 PAIRS) (9 PAIRS) (4 PAIRS) 35.5' PILE CAP 17' 17' 20.0- r PRECAST CONCRETE 1 T.O. WALL GIRDERS d, T O. WALL "6 irmicrim...-.. 00-000 3 0:0 AT BACK OF WALL L 10.0- Lil 0 Cl 7 EXISTING GRA DE L cS AT CENTER OF F7 CSNCRETE PILE vi ir 0.0 4, K.-11V, NALL, PI z P LES ADT S1- 0 L 0 a 7 _la STEEL SHE E T o- MIN. TIP 1 1 4. EL= -13.5' -20.0 1 I 1 1 11 I -0+10 0+00 1+ STATION 1+20 ELEVATION VIEW: EAST WALL 1"=10' TUMWATER CREEK BRIDGE DATE: APRIL 2011 REPLACEMENT RETAINING WALL ELEVATIONS AS NOTED PORT ANGELES HARBOR 4SEASONS DRAWN BY: JEP CITY OF PORT ANGELES, CLALLAM COUNTY, WASHINGTON ENGINEERING, INC. (360) 452-3023 CHECKED: JSP DATUM: NAVD88 619 S. Chose St. Port Angeles. WA 98362 SHEET: 6 LEGEND: EXISTING ASPHALT PAVING EXISTING SHEET PILE WALL 1‘ .1 PROPOSED CONCRETE BRIDGE EXISTING CONCRETE WALL PROPOSED SHEET PILE WALL EXISTING TOP OF SLOPE —,r— PROPOSED TOP OF SLOPE '��ij- EXISTING TOE OF SLOPE PROPOSED TOE OF SLOPE /)1/ A PI J ,7 UlLS7 x 100.0 EXISTING SPOT ELEVATION ,LJ C3L::r „/"Q1-23---- tQ Lop OR L y /i it PO ANGELE HARB BLEND NEwLV c Ju� J RT STACKED RIP RAP W/ 17' ..jj y !'i l� E X ISTING s rJL� U c Um T �`4 �1! r� E /.:r F G �_r Ur STATION 1+ 50 007 ��J} t G i l` /i 1 PRA P i !/J OFFSE T�30 O o J /I "`L��U( �U it NORTHING 420 077: g� j..- aJ� J /r' �n EASTNG l'02 0 2 7 8 �r� G c J ^t,, �l rift 1 X �H*.t 7 I'.� i v- y°S'r j J Eni W'{ii *x.27 STATION =1 +50.00 tiP f t Z1 s 7 NORTHING= 420927.841 5 EASTING= 1002501.996 TATION =0 75.00 r' i NORT NG= 420887.287 ._I EASTING= )n02565.086 ,j, i f MATCH EXISTING A.C. S, I X•14.49 q s o \Z +3 6 EXSTG. CATCH BASIN SLOPE 4 '44/ STATION =0 +00.00 r r �3��� 9Y OFFSET= 30.00' "C\ v �Bq NORTHING= 420871c968 it P �`�lXN 'EA I/NG 644.398 sofe J -J- /.r1--__.d `K 1, 15.47 L o S TA TION= 0+ 00.00 y1Q NOR THING= 00262 732 EXSTG. SHEET PILE WALL l )C 14 99 EASTING= 1002628.176 i IFS 15.24 r EXSTG /CONCRETE SHEET PILE WALL C° j j '90 I /j P PR K\ N `JE s A RP l J St /s) /3 Ex GRADING PLAN 1".= 20' CALL 48 HOURS BEFORE YOU DIG 4'9 1- 800 424 -5555 TUMWA TER CREEK BRIDGE DATE: APRIL 2011 REPLACEMENT GRADING PLAN PORT ANGELES HARBOR SEASONS SCALE: AS NOTED CITY OF PORT ANGELES, CL ALL AM DRAWN 8Y: JEP COUNTY, WASHINGTON ENGINEERING, INC. (360) 452 -3023 CHECKED: JSP DATUM: NAVD88 619 S. Chose St. Port Angeles, WA 98362 SHEET: 7 32' -8" i 27 -10" I 1 C —C OF BEARING ro 24 1 1 1 i LOG STACK PRESENT UNIT LIFTS 45 TONS CURB AND RAIL I i M AX. LOAD PER FRONT 81 TONS j 50 TONS PER WHEEL b, 1 MAX LOAD PER BACK 23 TONS 14 TONS PER WHEEL 1 I I I 1 I 1 I M LOG LOADER LOADING DIAGRAM SPECIFICATIONS STRUCTURAI NOTES These notes ore typical unless noted or detailed otherwise on drawings I 1 1 Code N All materials, workmanship, design and construction shall conform to the drawings, specifications, the Internotionol Building Code (IBC) 2009 edition, and the Washington Stote Deportment of Transportation I (WSDOT) Standord Specifications for Rood, Bridge, and Municipal Construction, 2010 Edition. 1 1 Specifications and standards where referenced on the drawings are to be the latest edition. �I o e 14' -10" J,4 All concrete shall be mixed, proportioned, conveyed and placed in occordonce with section 7905 of the PILE CAP PILE CAP IBC and the Americon Concrete Institute's Specifications for Structurol Concrete (ACI 301). All concrete shall be stone oggregote concrete having a unit weight of approximately 150 pounds per cubic foot. BRIDGE PLAN VIEW Concrete strength at 28 days (fc) and mix criteria sholl be os follows: 1/8 0 fc Max. Woter /Cement Rollo Minimum Cement Content Per Cubic Yard 2500 psi 0.55 5) Sack The minimum amount of cement listed above moy be changed if o concrete performance mix is submitted to the engineer for approval two weeks prior to placing any concrete. The performance mie shall include the amounts of cement, fine and coarse oggregote, water, and admixtures, as well os the water cement ratio, slump, concrete yield and substantiating strength data in accordance with IBC section 1904 and 1905. All concrete exposed to the weother or freezing temperatures sholl be oir— entrained in accordance with ACI 318 Table 4.2.1 for moderote exposure. Reinforcing Steef Reinforcing steel shall be deformed billet steel conforming to ASTM A -615, and sholl be grade 40 (Fy= 40,000 psi), epoxy coated. Minimum Loos and Embedment Unless otherwise noted, reinforcing splice lengths and development lengths shall be as tabulated below: Bor Size Development Length Lop Splice Tension Compression Tension Compression Top Bars Other Bars All Bars Top Bars Other Bars All Bors 13 22 17 9 28 22 72 #4 29 22 11 37 29 15 36 28 14 47 36 19 #6 43 33 17 56 43 23 Notes: 1. All lengths are in inches. 2. All lop splices ore class B. 3. "Top Bars" ore horizontal reinforcement ploced such that more than 12 inches of concrete is cost in the member below the bor. Concrete Cover on Reinforcing Concrete cast against and permanently exposed to earth: 3" Concrete exposed to earth and weather: #6 bars and larger 2" #5 bars and smaller 1 M" Concrete not exposed to earth or weather: Slabs, Walls, and Joists 1" Column ties, spirals, and beam stirrups 7 3 Concrete General Notes: 19 -10 Vertical bars shall start from 3" clear of bottom of footing. Horizontal born shall start o distance of the normal bar spacing from top of footing and top of framed slabs. In addition, there sholl be a horizontol bar at a maximum of 3 inches from top of wall and bottom of framed slabs. I I> 1 41 Provide corner bars to match the horizontol reinforcing with tension lop splice at each side per table, or bend one side over to provide tension lop. 4 —2 All construction joints shall be thoroughly cleaned and properly prepared immediately prior to pouring of concrete. Dowel steel shall be the some size and spacing as main reinforcing detailed beyond joint. FOOTPRINT OF WHEEL WHEN LOADED: Provide 1 /4" chamfer at oil corners except as noted. 3 S0. FT. PER TIRE Non— Shrink Grout 'n Non shrink grout shall be cement based with o minimum compressive strength of 5000 psi when tested in occordonce with ASTM C -109. Grout shall be mixed and placed in strict occordonce with the N BOAT LIFT: manufacturer's recommendotions. PRESENT UNIT LIFTS 70 TONS MAX LOAD PER WHEEL 30 TONS Precast Concrete Girders Precast Concrete Girders shall be designed to accommodate HS20 -44 loading and the loading conditions illustroted, in accordance with the current AASHTO LRFD Design Specifications and WSDOT Bridge Design Manual LRFD. Manufacturer of precast girders shall be certified by the Precast /Prestressed Concrete Institute's Plant Certification Program for the type of prestressed member to be produced and shall be approved by WSDOT OS o Certified Prestress Concrete Fabricator. I r 1 ,C■ Contractor shall submit certifications, calculations, shop drowings, and specifications for approval prior to manufacture. Steel Pioe Piles Steel pipe piles shall be 12 x 3 /e" (HSS12.75X0.375) hot dip galvanized steel pipe piles w/ closed ends Drive to a minimum bearing capacity of 60 tons in accordance with WSDOT standard spec. BOAT LIFT LOADING DIAGRAM 6- 05.3(12). Fill with 2500 psi air entroined concrete. 1/8 =1 -0 ATER CREEK BRIDGE BRIDGE LOADING DIAGRAM DRAW DATE: APRIL 2011 REPLACEMENT PORT ANGELES HARBOR SEASONS DRA N BY. JEP AS NOTED CITY OF PORT ANGELES, CLALLAM COUNTY, WASHINGTON ENGINEERING, INC. (360) 452 -3023 CHECKED: JSP DATUM: NAVD88 619 S. Chose St. Port Angeles. WA 98362 SHEET: 8 N m n o u o -I o r. 2 -6" r- n Z rn �d ti Q b G G'. w G 'i W L 0 �2 W G AO e nn=i II oy< :-.1 n W a m Z a, L. a n- II m O w G ams II w F) \x nm� n O n II a `ZN om 11 10 0 II O w z z m I JJ C W f• L J N i b n U Am o f 0 n mn to VI C Z m a n 0 z n z m m O 't II II ell TUMWATER CREEK BRIDGE DATE: APRIL 2011 REPLACEMENT BRIDGE ABUTMENT PLAN PORT ANGELES HARBOR SEASONS SCALE: AS NOTED CITY OF PORT ANGELES, CLALLAM DRAWN BY: JEP COUNTY, WASHINGTON ENGINEERING, INC. (360) 451 3023 CHECKED: JSP DATUM: NAVD88 619 S. Chose St. Port Angeles. WA 98362 SHEET: 9 31 NOTE AI L PARTS GAI VANI7FD 29' -6" N N 6 •Y 6 4' -9 O 2 8' -6" 6" 6X2U 1 r STRUCT. Y 2 "m B 1 PER 0 Cli In CD 19 to TUBING RAIL PE P OST RAILING POST 1 BASE (TYP.) 4XRXY, W6X15.5 POST 'III '4 S 4' -9'" O.C. TUBING m /,"m BOL RAILING POST LAYOUT N a (4) #5 37 -8" 1/8 —O" (2) DOWN 8" I 18 N %e "X8Y2 "X10" (2) UP PLATE I CHAMFER. TYP. 10" e Y2 "X8Y2'X10" 10" PLATE II CI 12" O.C. 6 r] 6.. 3„ g" 10° 0 0 4 0 II #4 REBAR AT 12 v w O.C. EA. WAY OR AS 41 e ro I SPECIFIED BY GIRDER III MANUFACTURER Y. V II PRESTRESSED O J CONCRETE GIRDERS W T 3 /4.'0 HOTS FOR 11.. 2 5 3 /4 23/4.. 1 m BOLTS (TYP,) RAILING BASE PLATE DETAIL CURB RAILING CROSS SECTION 1 l'— 0" 3 =1' -0" 10 "0 UTILITY CONDUIT NOTES: (2) -y4 EA. SIDE OF (2) #6'S OVER OPENING OPENING 1. ALL REBAR TO BE EPDXY COATED 2. ALL STEEL TO BE HOT DIP GALVANIZED 1 1 1 Ir I FT I 1 v 12'19 r I I MI 1. 1 I I- 1 IO Il 1-I 111 1 I 1 I 1 1 I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TITII T 1 1 1 TI T I TI T IT IT I 1 1111111111 _LI I_L L1 II I L II_I_ I_L L1 J I ABUTMENT UTILITY CONDUIT DETAIL 1/2 =1' -0" BEARING POURED IN SEAL j PLACE DECK CAST IN PLACE PER GIRDER IIIIIII JOINING HEADWALL SUPPLIER ,f4'S 6" O.C. IN WALL PRE STRESSED 4 '6 ®10" O.C. CONCRETE AROUND ENS EA. SIDE GIRDER 2 #4'S 6" 0,C. IN jl4 REBAR HAIRPIN 4`� Z Z WALL AROUND 2 PAIRS PER 16" O.C. 14" EN, ONCRETE OR CDF FILL TO v #4 ®6" O.C. BEARING PA FACE OF SHEET PILES EA. FACE `�I (4) -#6'S ;PI 6---. r' 7 s's X z' IB IB' to N 3 l #4'S 6" O.C. s, .'i 9) 6 'S X 2' L 2' 18. 18' I llhI III 1/2" PLATE 3/8 r, II j II II� 12 "0 GALV. STEEL PILING 3/8" WALL '.-8" 6" WI 4)-476 's x 48 "r 12 "0 GALV STEEL PILING, 3 /8" WALL I 'I f% FILLED WITH 3000 PSI CONCRETE, 5% AIR U 1 1; U /,u ENTRAINMENT j' j SHEET PILE WALL ABUTMENT PILE CAP CROSS SECTION 1/2 =1' -0" TUMWATER CREEK BRIDGE DATE: APRIL 2011 REPLACEMENT DETAILS PORT ANGELES HARBOR 4SEASONS SCALE: AS NOTED DRAWN BY: JEP CITY OF PORT ANGELES, CLALLAM COUNTY, WASHINGTON ENGINEERING, INC. (360) 452 -3023 CHECKED: JSP DATUM: NAVD88 619 5. Chose St. Port Angeles. WA 98362 SHEET: 10