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HomeMy WebLinkAboutBLD07-098 Includes drawingsBIJILDING PtrRMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Torvnsend, WA 98368 (360)379-s09s Project Inforntation PermitType CommercialMiscellaneous Site Address FERRY TERMINAL Project Description Exterior improvements to ferry terminal Permit # Project Name Parcel # BLD07-098 FERRY REMODEL 989701 301 Names Associated witlt this Project Type Name Applicant State Of Washington-Nat Resour Owner State Of Washington-Nat Resour Contractor Drury Construction Contractor Drury Construction Contact Phone # License Type License # Exp Date (360) 394-6000 (360) 3e4-6000 CITY STATE 6446 12t31/2007 DRURYC*2 33t 04 I 05 t2009 Fee Information Project Detoils Stores - Type V-B 700 SQFT Project Valuation Building Permit Fee Plan Review Fee State Building Code Council Fee Technology Fee for Building Permit Record Retention Fee for Building Permit $52.346.00 664.7s 432.09 4.50 13.30 10.00 Total Fees $1,124.64 *** SEE ATTACHED CONDITIONS }<X'C Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the infonnation provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. Date Issued lssued By: 091t0/2001 PWESTERFIELD Print Nam " Lo n/Ni< WooDS BUILDINGPERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-s09s Project Informotion PermitType Commercial Miscellaneous Site Address FERRY TERMINAL Project Description Exterior improvements to ferry terminal Permit # Project Name Parcel # BLD07-098 FERRY REMODEL 989701 301 Conditions 10. Special Inspection required for high strength concrete and placement ofreinforcing steel. Special Inspection reports shall be copied to the Building Department. 20. Special Inspection required for field welding of structural steel. Special Inspection reports shall be copied to the Building Department. 30. Special Inspection required for shear walls and holdowns. Special Inspection reporls shall be copied to the Building Department. 40. Electrical permit required from WA State Labor & Industries (L & !; contact L &I @360-411-2702 Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further cenify that I am the owner ofthe property or authorized agent ofthe owner- print Name Date tssued: 09/10/200"1 IssuedBy: PWESTERFIELD CO N S T R U C T I O N PR O G R E S S RE C O R I ) CI T Y OF PO R T TO W N S E N D De v e l o p m e n t Se r v i c e s De p a r t m e n t 25 0 Ma d i s o n St r e e t " Su i t e 3, Po r t To w n s e n d . WA 98 3 6 8 PO S T TH I S CA R D IN A SA F E , CO N S P I C U O U S LO C A T I O N , PL E A S E DO NO T RE M O V E TH I S NO T I C E UN T I L AL L RE Q U I R E D IN S P E C T I O N S AR E MA D E AN D SI G N E D OFF BY TH E AP P R O P R I A T E AU T H O R I T Y AN D TH E BU I L D I N G IS AP P R O V E D FO R OC C U P A N C Y , ST A M P E D AP P R O V E D PL A N S MU S T BE AV A I L A B L E ON TH E JO B S I T E , PA R C E L NO . 98 9 7 0 1 3 0 1 pE R M t T NO . BL D 0 7 - 0 9 8 TS S U E D DA T E Og t l O t z O O T D( p t R A T t O N DATE 03/08/2008 AD D R E S S FE R R Y T E R M I N A L CO N S T R U C T I O N TY P E OC C U P A N T LOAD OW N E R ST A T E OF WA S H I N G T O N - N A T RE S O U R PR O J E C T DE S C R I PT I O N Ex t e r i o r i m pr o v e m en t s to fe r r v te r m in a l CO N T R A C T O R DR U R Y CO N S T R U C T I O N LE N D E R IN S P E C T I O N IN S P DA T E CO M M E N T S IN S P E C T I O N IN S P DA T E COMMENTS FI N A L BU I L D I N G SP E C I A L IN S P E C T I O N FO O T I N G SL A B SH E A R W A L L & HO L D O W N S FR A M I N G PO S T S AN D BE A M S PO S T I V E CO N N E C T I O N S DO O R U- F A C T O R WI N D O W U. F A C T O R SA F E T Y GL A Z N G ST R U C T U R A L ST E E L IN S U L A T I O N GW B FI N A L - E L E C - I N S P FI R E . F I N A L TO RE Q U E S T AN TN S P E C T T O N CA L L (3 6 0 ) 38 5 - 2 2 9 4 . IN S P E C T I O N RE Q U E S T S MU S T BE RE C E I V E D PR I O R TO 3: 0 0 PM FO R NE X T DA Y IN S P E C T I O N )ICITY OF PORT TOWNSEND PERMIT ACTIVITY LOG PERMIT # F,r-lr>nz q8 SCOPE OF WORK: DATE RECEIVED i.ai- I I -o-7 DATE ACTION INITIALS ENTERED TNTO CHET CA-to - No evidence CHECKED FOR COMPLETENESS ,t )rtl-tt-t( \ c<.rtt a a \ 1-za - dv str r'n0 I tf'I --1 Inspection Report Project Permit # Inspection & Notes ) Date lnspector 9.zl"ot llRsr L) /t t\l\ '/lr/61,<&otI 2 CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want the inspection. For Monday inspections, call by 3:00 PM Friday. NUMBER:BIOD Y - OqADATE OF'INSPECTION: SITE ADDRESS: PROJECT NAME: CONTACT PERSON: CONTRACTOR: PHONE: TYPE OF TION:rl rL) N APPROVED ! APPROVED WITH CORRECTIONS Ok to proceed. Corrections will be checked at next inspection ! NOTAPPROVED Call for re-inspection before proceeding. Inspector Date Approved plans and permit card must be on-site and available at time of inspection. A re-inspection fee may be assessed if work is not ready for inspection. CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want the inspection. For Monday inspections, call by 3:00 PM Friday. LDD1-oqgDATE OF INSPECTION: SITE ADDRESS: PROJECT NAME:D.S bo-r ToNrnacion: CONTACT PERSON:Lo hnr e, PHoNE: TYPE OF INSPECTION: r:-5 dL_I N APPROVED ! APPROVED WITH CORRECTIONS Ok to proceed. Corrections will be checked at next inspection ! NOTAPPROVED Call for re-inspection before proceeding. Inspector Date Approved plans and permit card must be on-site and available at time of inspection. A re-inspection fee may be qssessed if work is not ready for inspection. CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want the inspection. For Monday inspections, call by 3:00 PM Friday. PERMIT NUMBER:DATE OF INSPECTION: SITE ADDRESS: PROJECT N CONTACT PERSON TYPE OF ON.{ PHONE: .n L/ ! APPROVED ! APPROVED WITH CORRECTIONS Ok to proceed. Corrections will be checked at next inspection ! NOTAPPROVED Call for re-inspection before proceeding. Inspector Date Approved plans and permit card must be on-site and available at time of inspection. A re-inspection fee may be assessed if work is not ready for inspection. Page 1 of3,' Jan Hopfenbeck From: Jan Hopfenbeck Sent: Monday, August 27,2007 9:07 AM To: 'Scott, Mark' Gc: Scottie Foster; Penny Westerfield; Lu, Lei; Sowers, David Subject: RE: Status of bld07-098 Hello Mark, We have not heard from you regarding a contractor. Just please let us know when the bid is awarded and fbrward contractor information (they'll need a City business license) to us and we'll make sure you have the permit when you're ready to begin. Thanks again, Jan From : Scott, Ma rk fma i lto : ScottM@wsdot.wa. gov] Sent: Monday, July 23,2007 4:30 PM To: Jan Hopfenbeck Cc: Scottie Foster; Penny Westerfield; Lu, Lei; Sowers, David Subject: RE: Status of bld07-098 Jan Thanks for the confirmation 1. I will send the information on the contractor when we get one on board. Call or e-mail me and let me know when the permit is ready. 2. Our specification requires the contractor to obtain all required licenses and permits. 3. Normally WSDOT pays for plan review and the Contractor will pay for permits and licensing fees. Please bill us for any outstanding portion of the plan review fee and then set the permit charges up so that our Contractor will pay the normal permit amount. Please send the bill to my address and I will hand it off to the right person down here. Our estimate for the work at the Port Townsend terminal, which includes the installation of the EFS equipment, is in the $105k range. Please let me know if you have any further questions. Mark A. Scott, Architect Maintenance and Operations Programs HQ Facilities Office Tumwater State Office Building 7345 Linderson Way SW Tumwater, WA 98501 (360)70s-7367 (360)s61-1206 Cell FAX (360) 70s-6829 From : Ja n Hopfen beck [ma ilto :j hopfen beck@cityofpt. us] Sent: Monday, July 23,2007 11:38 AM To: Scott, Mark Cc: Scottie Foster; Penny Westefield Subject: RE: Status of bld07-098 812712007 Page 2 of 3 Mark, We'll have this approved and ready to issue this week but we will need contractor info. Who will be providing this info once the bid is awarded? (The Contractor will also need a City business license to conduct work within the City). Who do we call when the permit is ready for issuance? Shall we invoice WSDOT for the remainder of the permit fees that will be due upon issuance or is payment of the remaining permit fees included in the awarded contract? (l think we generally invoice the State but would you let us know please?) Thanks Mark, Jan From : Scott, Ma rk fma i lto : ScottM @wsdot.wa. gov] Sent: Monday, July 23,2007 10:09 AM To: Scottie Foster; Sam Neville Cc: Lu, Lei; Jan Hopfenbeck; Reynolds, Kevin Subject: RE: Status of bld07-098 Scottie, Thanks for getting back to me. I'm not sure where the communication might have come to halt work on this project. Unfortunately it's not reality based. We will need an estimate on the time necessary to complete the review. Hopefully we can get this expedited and complete it in the next couple of weeks as this project is currently out on Ad. We had planned to open the bids the middle of this week. Please give me a call and see if we can't speak to this issue today Mark A. Scott, Architect Maintenance and Operations Programs HQ Facilities Office Tumwater State Office Building 7345 Linderson Way SW Tumwater, WA 98501 (360)70s-7367 (360)561-1206 Cell FAX (360) 705-6829 From : Scottie Foster fmailto: sfoster@cityofpt, us] Sent: Friday, July 20, 2007 L:02 PM To: Sam Neville; Scott, Mark Subject: Status of bld07-098 Mr. Scott, Please check with WSDOT folks about the status of this permit (BLD07-098) for the new roof to cover the electronic fare collection turnstiles at the PT ferry terminal. We had been lead to believe that the work would not be undertaken this year meaning that the permit would not be needed at this time. The review process for this permit is on hold at this time awaiting any further information from WSDOT on the matter. 8/27/2007 a-l I Please let me know how WSDOT wishes to proceed with this permit. Regards, Scottie Foster Administrative Assistant Development Services Department 360-344-3057 '-J Page 3 of3 8127/2007 I 'l FAX COVER City of Port Townsend Development Services Department 250 Madison Street, Suite 3 Port Townsend, WA 98368 (360) 379-5095 Fax (360) 344-4619 0?8 TO -Sii-n LV 3ir^PSo 'll COMPANY/AGENCY: bq FAX NUMBER:- 7Ds -8z DATE: =-7- O"/ FROM: scail; e SUBJECT:Levnrve-zilct B Ld6. a?P+ Fe-es TOTAL NO. OF PAGES INCLUDING COVER SHEET: COMMENTS: CT[OC-j^ E.b'rs -fhe \ qUqa- Lenr"wf-; + L-- Eui tDi \tq ep?\,cgnDu, \\onq \rr-Ih -ri"s z faqo QJnscK\idT oE J-T€tvL5 y\e_edeL q_l- $ubn";rfu\= ?*:eo;ga be sule€-rD bziuql6a 6aQoire'> 'taEzrwl r.pi-T11 \ovrz- \€Pl--r 6-c;r-,ot[. jf hque- 51lso ED a t"VU 6tr an E-rvLq; L- 1b R',CL IIuEtl 6\nor^rlNLar Yle- (<gv."-re . Lp: Crlrq VZ',r\ g a 6)rzcK €ov- $t=o (rna& oc-C rc-Thc Li.,<,,f oC €or5 -ru-Dns=rD) Otd \4x- \Di( tNXiO\(E V,ou €oe- f1^e -bo\qnda. ];LEn4€ cql-r fa( l_hrcexbecrho: : o,\s-il;i oug o.bocr_ vovz4/p@ - 37? - bo ?d. 3he- cTlVZo le Jan Hopfenbeck From: Sent: To: Subject: Jan Hopfenbeck Tuesday, May 01,2007 11:42 AM 'Huey, Rick' RE: Status update on LUP07-020 Hi Rick, We have a new fee schedul-e so I needed to doubLe-check the fee calcul-aLions. Based on lhe $1-05,000.00 figure, looks like t.he fees would be: $ 667.78 plan review fee #L027.35 buil-ding permit fee $ 10. OO records retention fee $ 20.55 technology fee $ 4.50 state Building code Council fee Total- of approximaLely $1730.l-8. Hopefully that helps wit.h your budgeting, 'Jan - - - --original Message---- - From: Huey, Rick lmaifto:HueyR@wsdot.wa.govlSent: Wednesday, April 25, 2007 2:05 PM To: Jan Hopfenbeck Subject: RE: Status update on LUP07-020 The cosL is $106,000 - --- -originaf Message-- --- From: Jan Hopfenbeck [mai]-to: jhopfenbeck@cityofpt'usl Sent: Wednesday, April 25, 2007 ]-0:11 AM To: Huey, Rick Subject: RE: Status update on LUP07-020 Is there a vafuation for Lhe roof exLension? - - - - -Original- Message- - - - - From: Huey, Rick [mai]-to:HueyR@wsdot.wa.govl SenE: Tuesday, April 24, 2007 3:02 PM To: Jan Hopfenbeck Subject: FW: Status update on LUP07-020 Jan, what is the buifding permit fee for this project? --- - -Originaf Message-- --- From:,Judy Surber lmai]-to: jsurber@cityofpt.usl Sent: Tuesday, April 24, 2oo7 2:42 PM To: Huey, Rick Subjectr RE: Status updaEe on LUP07-020 Hi Rick, The l-and use permit fee is $1 ,273. Which I hadn'L real-ized was past duel (as you know permit fess are also due on the other 2 WsF's applications). For the building permiL fee, you'l-l- need Eo conLact,Jan Hopfenbeck per my earlier email .Tudy -----originaf Message- - -- - From: Huey, Rick [mai]"to : HueyR@wsdot . wa . govl Sent: Tuesday, upril 24, 2007 L:53 PM To: Judy Subj ect, : Surber RE : SEatus update on IJUPO 7 - 02 0 Is it possible to estimate the cost of this permit? We are trying to plan out spending through the end of rTune. Thanks. - - - --Origina1 Message- - -- - From:,Judy Surber [mailto: jsurber@cityofpt.us] Sent: Tuesday, April 24, 2007 LL:04 AM To: Huey, Rick Subject: Status update on LUP07-020 Hel-l-o Rick, The public comment period for Lhe Electronlc Fare SysLem Turnstiles/Roof exLension (tUp O7-02O) expired on April 20th. We have received one letter of comment from DOE, which I have emailed separately as a pdf file. As for the Historic Preservation Committee review - Charlie Pau1, of the HPC, determined Ehat the proposal did not need formal review. I plan to issue the decision by Monday afternoon. Sincerefy, ,Judy Surber Senior Pfanner <<Judy Surber.vcf>>,t** esafe2 scanned this emaif and found no maficious content *** *r,* fMpoRTANT: Do not open attachments from unrecognized senders *** 2 Scottie Foster ')Page 1 of3 From: PennyWesterfield Sent: Tuesday, July 24,2007 9:15 AM To: Judy Surber; Jan Hopfenbeck Gc: Scottie Foster Subject: RE: Status of bld07-098 CHET still shows Pending. A quick email to all three of us (Jan, Scottie, and me) telling when it was issued will suffice so it can get changed. When was it issued, Judy, so we can change it in CHET? -----Original Message----- From: Judy Surber Sent: Tuesday, July 24,2007 9:01 AM To: Penny Westefield; Jan Hopfenbeck Cc: Scottie Foster Subject: RE: Status of bld07-098 Delays were caused by WSDOT not paying the shoreline permit application fee. Once recieved, it moved along just fine. I don't believe the delay was due to the shoreline permit status being held up in CHET- | think Scottie updated CHET when the shoreline permit was issued. -----Original Message----- From: Penny Westerfield Sent: Monday, July 23,2007 2:10 PM To: Jan Hopfenbeck Cc: Judy Surber; Scottie Foster Subject: RE: Status of bld07-098 We should at least show Judy how to change the status of permits in CHET. lt's not difficult and this would help prevent future delays. The permit still says "pending." Judy, do you even have CHET on your system? -----Original Message----- From: Jan Hopfenbeck Sent: Monday, July 23, 2007 2:02 PM To: 'Scott, Mark'; Scottie Foster; Sam Neville; Judy Surber Cc: Lu, Lei; Reynolds, Kevin; Penny Westerfield Subject: RE: Status of bld07-098 That sounds fine. l'll e-mailyou when the building permit is ready excepting contractor information. lf you'll send the contractor info once the bid is awarded, we'll release the permit then. Thanks again for your help, Jan 7t2512007 Page2 of3 Fro m : Scott, Ma rk [ma i lto : ScottM@wsdot.wa. gov] Sent: Monday, July 23,2007 12:00 PM To: Jan Hopfenbeck; Scottie Foster; Sam Neville; Judy Surber Cc: Lu, Lei; Reynolds, Kevin Subject: RE: Status of bld07-098 As long as we can have confidence that the permit will be ready for our contractor to pick up no later than August 1, we will continue with the bid opening this Thursday. Please let me know if this works from your end Mark Fro m : Ja n Hopfen beck fma i lto :j hopfen beck@cityof pt. us] Sent: Monday, July 23,2007 11:25 AM To: Jan Hopfenbeck; Scott, Mark; Scottie Foster; Sam Neville; Judy Surber Cc: Lu, Lei; Reynolds, Kevin Subject: RE: Status of bld07-098 Judy, Looks like they applied and the permit was approved several weeks ago so you don't need to reply. We'll get the BP issued. Thanks, Jan From: Jan Hopfenbeck Sent: Monday, July 23, 2007 1 1 : 16 AM To: 'Scott, Mark'; Scottie Foster; Sam Neville; Judy Surber Cc: Lu, Lei; Reynolds, Kevin Subject: RE: Status of bld07-098 Good lord! Scottie, thanks for checking on this. l'lltake a look at the plans from a building perspective. lf that's complete we'll have no problem with approval from that end. However, if the Shoreline Permit has not been applied for, notice requirements and processing may present a timing problem. We'll have to check with Judy on the Shoreline Permitting and she's out until tomorrow. l'll let you know on the building review. Jan From : Scott, Ma rk fma i lto : ScottM @wsdot.wa, gov] Sent: Monday, July 23,2007 10:09 AM To: Scottie Foster; Sam Neville Cc: Lu, Lei; Jan Hopfenbeck; Reynolds, Kevin Subject: RE: Status of bld07-098 Scottie, Thanks for getting back to me. I'm not sure where the communication might have come to haltwork on this project. Unfortunately it's not reality based. We will need an estimate on the time necessary to complete the review. Hopefully we can get this expedited and complete it in the next couple of weeks as this project is currently out on Ad. We had planned to open the bids the middle of this week. 7tzs12007 Page 3 of3 Please give me a call and see if we can't speak to this issue today Mark A. Scott, Architect Maintenance and Operations Programs HQ Facilities Office Tumwater State Office Building 7345 Linderson Way SW Tumwater, WA 98501 (360)70s-7367 (360)561-1206 Cell FAX (360) 70s-6829 bld07-098 Mark From : Scottie Foster fmailto :sfoster@cityofpt. us] Sent: Friday, July PM To; Sam Neville; Subject: Status Mr. Scott, Please check with WSDOT folks about the status of this permit (BLD07-098) for the new roof to cover the electronic fare collection turnstiles at the PT ferry terminal. We had been lead to believe that the work would not be undertaken this year meaning that the permit would not be needed at this time. The review process for this permit is on hold at this time awaiting any further information from WSDOT on the matter. Please let me know how WSDOT wishes to proceed with this permit. Regards, Scottie Foster Admin istrative Assistant Development Services Department 360-344-3057 712512007 FlqY-7-aaa7 E9:1BA FRO['1:CITy u, jOnf fOmtSeN 36A3444619 TO : 8P35E7E568e9pia6eA1Ep. e $erviees Commercial Building permit Application > Applications accepted by mail must includo a check for initial plan review of $1 5oj> See lhe "Commerclal Building permil Application Requiremenls" lor details onplan submittal requirements. cityofpt.us Lender lnformalion: Lender lnlormation musl be provided lor projects over $5.000 in vatuarion per RCW 19.22.09s. Na ProJect Valuafion: g tootq Construction Type:tl,h OccupancyRaring:4.9 " Building lnformation (square feet): 1dfloor..-; Restroorns:_ znd floor- Dock(s) 3d floor Stora Basement;_ ls it finished? Yes No orher:.Ngttr ca{EEFct 4re,4 tgf?rn New D Addition S Remodel/Repair tr Change of Use tr Total Lot Coverage (Bullding Footprint): Square feet:_ lmpewious Surface: 6p Contractor: Nam Address: Phone: Email: Slate License City Business License *,.'ly*1 e, Square I hereby certlty that lhe information provided is correct, lhat I am either the owner or authorized to act on behalf of the owner and that all activitles associated wllh this permil will be in accordance with Siate Laws and tha Port Townsend Mun'cipat Code. Print N Project Address & Zoninq Dlstrict:?a,t\ Gumffid frrf4 T*rprintl Legal Descrlption{or Tax #):Addition:_ Block: ??1 ,9fflpf'Use Onlv 'Permit #31^0Of-:OgB As$ociated. Pdrmits:Parcel # C Email Conl Na Address: Email .llta. q6$: €6d:hrn 0 Signature Date:a -\ -\ \ ._ City of Port Townsend , -.. ; RE: X'ile No: Date: Applicant: Planning Department City Hall 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360) 379-5084 FAX (360) 385-767s ADMINISTRATIVE DECISION MTNOR SHORELINE SUBSTANTIAL DEVELOPMENT Port Townsend Ferry Terminal Improvements - Electronic Fare System Tumstiles/Roof Extension - Minor Shoreline Substantial Development Permit Approval LUP #07-020 June2l,2007 Rick Huey, WSDOT Ferries 2g0t 3'd Avenue, Suite 500 Seattle, WA 98121-3014 (206) srs-372t Staff Contact:Judy Surber, Shoreline Administrator Planning Department 360-379-5084 SUMMARY OF APPLICATION AND DECISION Proposal: Type II, Shoreline Substantial Development permit approval for installation of electronic fare system turnstiles and improvements to the existing terminal to provide weather protection to passengers waiting to board the vessel. The new construction is consistent with the design and height of the existing terminal. The roof extension is designed for weather protection' and will not be fully enclosed. Project Location: Port Townend Ferry Terminal, 1301 Water Street, Port Townsend Jefferson County, 98368. Tax Parcel Number 989-701-301 Shoreline Designation: Aquatic Decision: The application is CONDITIONALLY APPROVED. FINDINGS, CONCLUSIONS and DECISION Findings of Fact l) Washington State Fenies (WSF) seeks approval of a Type II, Shoreline Substantial Development permit for improvements to the existing terminal, specifically installation of electronic fare system turnstiles and extension of the roofline to provide weather protection (Exhibit A). WSF is implementing an electronic fare t4/sF - LUP 07-020 Page 2 of2 system to provide online ticketing for passengers. Electronic fare system turnstiles will allow customers with tickets from online system to bypass the ticketing booth. The tumstiles will be installed on the south side of the terminal building adjacent to the existing entrance, and under the existing roof. The west door on this wall will be removed and restored to match the terminal walls. An existing window and the wall below it on this wall will be removed and a new door will be installed. One new post will be placed in-line with the existing posts on this side of the terminal. A wide flange sill beam and aluminum storefront with clear glazing will be installed on the posts to provide weather protection for ferry customers. A 4 ft. wide, 21 ft. long, 6 in thick roof extension will be installed along the south roof edge to provide additional weather protection. The roof extension will match the height of the existing roof. The new constriction is designed to aesthetically match the existing terminal. This structure is designed for weather protection and will not be fully enclosed. 2)The Port Townsend ferry terminal is located at 1301 Water Street, Port Townsend Jefferson County, 98368 (Tax Parcel Number 989-701-301). Shoreline M.aster Plggr,am and Zonipg 3) The terminal is situated on a pier supported over-the-water structure adjacent to the city of Port Townsend's historic downtown. As an over-the-water structure lying beyond the extreme low tide, the terminal falls within the Aquatic shoreline designation and Shorelines of Statewide Significance. 4)Ferry terminals are categorized as transportation facilities under the city's Master Program. The existing legally established Port Townsend ferry terminal is a water- dependent use. s)Adjacent uplands are designated as Urban. Surrounding uses are primarily commercial in nature including a bank, retail shops, dry cleaners, pharmacy, restaurants, and a small public park. The ferry terminal and adjacent public park are zoned P-I Public Infrastructure. Waterfront properties to the west are zoned C-lI General Commercial and properties to the east are zoned C-llI Historic Commercial. In instances where the SMP provisions conflict with basic zgning provisions, the SMP governs. Pursuant to Section 10.4.1 of the City of Port Townsend Shoreline Master Program, the application may be processed as a Type II Minor Shoreline Substantial Development Permit. The proposal involves a shoreline modification to support an existing legally established use. Specifically, the proposal involves minor modifications to an existing ferry terminal including a roof extension of approximately 84 square feet to provide weather protection. Proposed alternations to the existing terminal will not exceed one-story in height nor will they increase the height of the existing roof. The proposal will not alter nor intensiff existing uses; nor 6) 7) IYSF - LUP 07-O2O Page 3 of3 will it alter the over-the -water footprint. Type II Shoreline permits are subject to review and approval by the city's shoreline administrator and public notice is required (PTMC, Chapter 20.01). The decision may be appealed to the city's Hearing Examiner pursuant to Chapters 1.14 and 20.01 PTMC. Public Notice- SEPA and Enviro v Sensitive Areas (ESA) review 8)Notice of Application was provided pursuant to Chapter 20.01 PTMC, including a 30- day comment period (Exhibit B). Said Notice was published in the local newspaper, mailed to neighbors within 300 feet of the site, and posted at the site. One written comment was received during the comment period. In their letter dated April 16, 2007, the Washington Department of Ecology outlined msasures that must be employed to ensure consistency with water quality regulations under Chaptdr 90.48 RCW, Water Pollution Control, and WAC 173-2014,, Water Quality Standards for Surface Waters of the State of Washington (Exhibit C, Letter from DOE). 9) Washinglon State Ferries, acting as lead agency, has determined that the proposal is categorically exempt under the State Environmental Policy Act (SEPA). 10) ' :The terminal building is located in a mapped habitat area and seismic hazard zone. The Director of Development Services Department has determined that Critical Areas requirements can be waived for the proposed modifications to the existing terminal building as alterations are to be conducted atop the existing over-water-structure and the proposal will not result in any approval of over-water shading impacts as compared to those caused by the current structure. A critical areas perrnit wili not be required (PTMC 19.05.040C(2)) provided that the construction shall be conducted in a manner oonsistent with best management practices (BMPs) and the city's engineering design standards. Shqrelinq Master Program Policies and Performange Stapdards l1) The following sections of the Port Townsend Shoreline Master Program (SMP) were reviewed as part of the requested use: 4.4 Circulation Element 5.5 Shorelines of Statewide Significance 5.6 Aquatic Designation 6 Environmental Protection 8.15 Transportation Facilities 12) Project consistency with the above SMP sections, including applicable policies and performance standards, is provided in the Findings below. The reviewed policies and/or performance standards are listed in regular text, with analysis provided in regular font. I{SF - LUP O7-O2O Page 4 of4 13) Section 4.4 Circulation Element: To achieve safe, convenient non-motorized-friendly, and diversified circulation systems to provide public access to the shoreline, efficient movement of people and goods, with minimum disruption to the shoreline environment and minimum conflict among shoreline uses and between shoreline users and abutting upland areas. Analysis: Proposed improvements to the state ferry terminal will provide for efficient movement of people with no additional disruption to the shoreline environment. All improvements are to be constructed on the existing pier surface, l4) The proposal to enhance the existing state ferry terminal is consistent with the policies in section 5.5 Shorelines of Statewide Significance. Specifically, the order of use preferences established in Policy 5.5.1: a. Recognize and protect the statewide interest over local interest. The City has notified applicable state agencies, affected Indian tribes, and statewide interest groups on proposed actions affecting shorelines of statewide significance. Comments have been received from DOE (Exhibit C). b. Preserve the natural character of the shoreline. The proposal would not adversely affect the natural character of the shoreline. Modifications to the existing terminal building will be wholly contained on the existing over- water footprint. c. Result in long-term over short-term benefit. The proposal will benefit the public at large by enhancing operation of a regional transportation system. d. Protect the resources and ecology of the shoreline. Modifications to the existing terminal building will be wholly contained on the existing over- water footprint. e. Increase public access to publicly owned areas of the shoreline. The proposal will shelter passengers awaiting the public ferry. f. Increase recreational opportunities for the public on the shoreline. The proposal neither diminishes nor improves recreational opportunities. g. Providefor any other element as defined in RCW 90.58.100 deemed appropriate or necessary. Minor improvements to the ferry terminal are consistent with the SMA. l5) Policies in Section 5.6 Aquatic Designation call for: " Minimizing interference with surface navigation (Policy 5.6.8) preservation of water quality and habitat (Policy 5,6 9). Analysis: As the proposal will not expand the over-water-structure, there will be no impact to surface navigation. Construction will be conducted in accordance with tne EcologyMSDOT Water Quality lmplementing Agreement, and the WDFW Ferry Terminal General Repair and Maintenance HPA to meet allwater quality protection requirements. Best Management ITSF - LUP O7-O2O Page 5 of5 practices should also be employed to further reduce potential impacts to water quality and habitat, 16) Applicable Development regulations for the Aquatic designation are as follows: DR 5.6.13 - Structures placed in the Aquatic designation shall blend into the surroundings to the greatest extentfeasible utilizing appropriate color(s), texture, non-reflective materials, and other design characteristics DR 5.6.14 - New over-water structures and exterior modifications to existing over- water structures adjacent to the Historic Waterfront District are subject to Historic District Design Review pursuant to Chapter 17.30 PTMC. DR 5.6.23 - No new or expanded structure shall exceed a building height of l8 feet, 6 inches above the deck surface consistent with the existing Union Wharf building, except height limits shall not apply to flagpoles, antennas, andfunctional components of water-dependent uses (e.g., overhead walkways for ferry operations, booms for haul-out facilities), that may exceed the height limit when necessary to perform their intended functions. Analysis: The Historic Preservation Committee Chair was consulted and has determined that the proposal did not require formal historic district review. The proposed height of the structure would not exceed 18-feet 60-inches. Proposed materials and design are compatible with the surroundings. 17) Policies and Regulations in Chapter 6, Environmental Protection, of the SMP are based upon the requirement to: "Assure, at a minimum, that development and use within the shoreline's jurisdiction result in no net loss of ecologicalfunctions necessary to sustain shoreline natural resources..." (Policy 6.3.3 and DR 6.3.2). Provide a level of protection to critical areas that is equal to or greater than the level of protection provided by the adopted Port Townsend critical areas regulations .... " (Policy 6.5.3). Analysis: As conditioned, the proposal will not impact ecological functions nor will it increase the potential impact to critical areas or their buffers. There is no expansion of over-water footprint and, given the height and location of the modified roofline, no additional over water shading will occur. l8) 8.15 Transportation Facilities speaks mainly to road construction. Policy specifically pertaining to ferry terminals is limited to 8.15.11 regarding food service does not apply as no food service is proposed: I4/SF - LUP 07.O2O Page 6 of6 Required Permits and Approvals l9) Shoreline Substantial Development Permit, City of Port Townsend 20) Building Permit Approval, City of Port Townsend DSD Department CONCLUSrolrS Based on the findings of fact entered above, the following conclusions are entered 1) Improvements proposed in the application submitted by WSF meet the definition of "minor" pursuant to Section 10.4.1 of the Shoreline Master Program and thus, the request is correctly processed as a Type II Minor Shoreline Substantial Development Permit. 2) The proposal, as conditioned, is consistent with the goals, policies and standards of the Shoreline Master Program, implementing the Shoreline Management Act (RCW 90.58) including the overarching goal to achieve no-net loss of the functions and values necessary to support existing shoreline resources. 3) As conditioned, the proposed project would not have a detrimental effect on the public interest. DECISION Based on the findings of fact and conclusions of law entered above, the decision of the Shoreline Administrator on the request by Washington State Ferries to improve the existing Port Townsend ferry terminal, as described in the Shoreline Substantial Development Permit, File No. LUP07- 020, is as follows: The application is CONDITIONALLY APPROVED, subject to the following stipulations During Construction 1) To minimize potential impacts to water quality/habitat project activities shall be conducted in accordance with: a. Best management practices contained in the Department of Ecology Stormwater Management Manualfor Puget Sound. All construction debris shall be properly disposed of on land in such a manner that it cannot enter into the waterway or cause water quality degradation to state waters; and, b. Measures to ensure consistency with water qualityrregulations under Chapter 90.:48 RCW, Waler Follution bontrol, and WeC fii-201A, Water Quality Standards for Surface Waters of the State of Washington (Exhibit C). I4/SF . LUP O7-O2O Page 7 of1 Timins Lim itations 2) Pursuant to WAC 173-27 -190, construction pursuant to the permit shall not begin and is not authorized until twenty-one (21) days from the date of filing as defined in RCW 90.58.140(6) and WAC 173-27-130, or until all review proceedings initiated within twenty-one days from the date of such filing have been terminated; except as provided in RCW 90.58.140(5)(a) and (b). Expiration 3) Construction or substantial progress toward construction shall be undertaken in accordance with approved plans within six months of the date of approval of the Shorelines Substantial Development Permit. The director may allow for one six-month extension provided the applicant has shown a good faith effort to comply. Pursuant to WAC 173-27-090, a project for which a Substantial Development Permit has been granted pursuant to the Shoreline Management Act must be completed within five years and a one-year extension may be considered. ENTERED this 2lst day of 2 Judy rbe Cify of Port ownsend Shoreline Administrator List of Exhibits l. Exhibit A - JARPAform, SEPA exemption & site plans 2. Exhibit B - Notice of Application 3. Exhibit C - DOE letter Appeal to Port Townsend Hearing Examiner and Effective Date Pursuant to the provisions of the Port Townsend Shoreline Master Program and Title 20 of the PTMC, an applicant or other party of record who may be aggrieved by this administrative decision may appeal the decision to the city's Hearing Examiner by filing a written appeal in conformance with Chapter 1.14 PTMC within fourteen (14) calendar days after the notice of the decision, or within twenty-one (21) caldndar days if a SEPA determination of NonSignificance is issued concurrently with and as part of the permit decision. All appeals to the hearings examiner shall be processed in accordance with Chapter l.14 PTMC. If no appeal is submitted, the preliminary approval becomes final at the expiration of the notice period. If a written notice of appeal is received within the specified time the matter will be refen'ed to the hearing examiner for a public hearing. The decision of the hearing examiner shall be the final city decision. ?I Post EFS Port Townsend/Keystone Project Washington State Ferries April 30, 2007 Prepared for: Washington State Ferries STRUCTU RAL CALCU LATIONS Port Townsend Terminal ( 30 Prepared By: Bradley A. Martin, P.E @ilE@ MAY 1 1 2Ui,7 I t rl,ill , : : 728 'l34th Street SW, Suite 200 Evereft,WA 98204 42517 41.3800 (Fax 425/741.3900) 3484 sI TE EXPIRES A File No. 25-06-010 I r Iidd n Client Project WSF Port Townsend Terminal Sheet of Design by BAM Date 04127107 Checked by Date 728 134h Street SW Suite 200 Everett, Washington 98204 ?h: 425741-3800 Fax. 425 74j-3900 Structural Design Criteria Project No. 25.06.010 DESIGN SUMMARY Prqect consists of adding covered passenger waiting area onto existing wood-frame building. Building is located on an existing over-water concrete pier structure constructed of precast hollow-core planks on abutments and piles. New addition is a partially-enclosed wood-frame structure on concrete foundations. Foundations are connected to existing planks by casting new concrete against roughened surfaces coated with epoxy bonding agent; no post-installed anchors used to tie new and existing concrete elements together. Vertical load-carrying system is wood roofjoists on wood-frame walls, and steel beam supported by existing wood posts. Addition is connected to the new foundation with standard hold-downs and CIP anchor bolts. Addition has negligible wind loading in north-south direction due to open ends. Lateral loading on new addition is minimal in both directions; Iateralresistance provided by existing structure, and by new wall foundation in east-west direction. Additional design elements include partial height wood-frame walls with cantilevered steel posts in concrete pedestals, and concrete slabs. CODES AND REFERENCES General. 2003Intemational Building Code. ASCE 7-D2Minrmum Design Loads for Buildings and Other Structures Concrete. ACI318-02 Building Code Requirements for Structural Concrete Steel. AISC ASD Manual of Steel Construction, Ninth Edition (1989). AISC LRFD Manual of Steel Construction, Third Edition (2001) ' AISC Seismic Provisions for Structural Steel Buildings (2002) ' AISC Hollow Structural sections Connections Manual (1997). AWS D1.1-2000 Structural Welding Code - Steel. AWS Dl.3-2000 Structural Welding Code - Sheet Steel. AWS DL.4-2000 Structural Welding Code - Reinforcing Steel Wood. ANSI/AF&PA National Design Specification for Wood Construction,200I Edition Catalogs and Miscellaneous. Simpson Strong-Tie Catalog iddletonReid Client Project wsF Port Townsend Terminal Sheet of Design by BAM Date 04127107728 1341h Slreet SW ' Suite 200 Everett, Wastlington 98204 Ph:425741-3800 Fax:425741'3900 Structural Design Criteria Checked by DateProject No. 25.06.010 MATERIAL PROPERTIES Concrete Type All Normal Weight f":4,000 psi Concrete Reinforcing Steel Typical Deformed Welded Wire Fabric ASTM A615, Grade 60 ASTM A497,70 ksi yield Structural Steel Wide Flanges ASTM A992, Grade 50 Plates ASTM A36 {ASTM A572, Grade 50} Angles and Channels ASTM A36 Rods ASTM A36 {ASTM A572, Grade 50} Hollow Structural Steel ASTM A500, Grade B, t:46 ksi Base Plates ASTM A36 Connection Mat'l, Embedded Plates ASTM ,4.36 Bolts ASTM A325 {ASTM A490} Anchor Rods in Concrete/lVlasonry ASTM F1554, Grade 36 {Grade 55, Grade 105} Welding Electrodes E70XX Wood Wall Studs and Plates Joists and Planking Beams and Stringers Posts Glu-lam Beams Hem-Fir No. 2 & Better, F6 : 850 psi Hem-Fir No. 2 & Better, Fu = 850 psi Hem-Fir No. 2 & Better, F6 : 850 psi Hem-Fir No. 2 & Better, Fr = 850 psi 24F-V8, Fu:2400 Psi iddletoniReid Client Prolecl WSF Port Townsend Terminal Sheel of Design by BAM Dare 04127107 Checked by Date 728 1341h StreetSW Suite 200 Everett, Washington 98204 Ph: 425 741-3800 Fax 425741"3900 Structural Desion Criteria Project No. 25.06.010 LIVE LOADS Roof Live Loads Snow Load 25 psf (non-reducible) WIND LOADS Primary Frames Analysis Method Basic Wind Speed Importance Factor Exposure Category Method 2 -Partially Enclosed Structures 85 mph I*: 1.0 D SEISMIC LOADS Basic Lateral Force Resisting System Seismic Use Group Lateral Force Resisting System Factor Importance Factor Site Class Mapped Short Period Acceleration Mapped 1 -Second Period Acceleration Bearing Wall Systemil R:6.5 I: 1.0 D Sr: 1.269 Sr:0.449 h:\\docV5st\06\0 I 0. ..\Calculation\Design Criteria_Port Townsend.doc iddleton'Reid Client r^ls r Sheet / of -Design by 6A/14 Dote oq lzt lot ftecked by Proiect /J 0/Lr r1ilNrr^/t\T€/Z/,ft-/JAL ! 728 l34lh Street 5W-Suite 200 Everell, WA 98204 Ph: 425 741-3800 Fox:425 741-3900 Proiecl No.zs-6g _a/o Dule AL Lrr .TAK€.-etrtr-s UAILS {D Lt<€.ts /-" FL y z*€., 6 16 tt o-c. 3/q o //oa o szo z,r/4 &4 tr&c€ Ft t,Sc z,s ,lrf /,1/ ,o6{ 2,8 / 6+ 2.A V,Sf 9,7 /6 f ,ar'-: / f6r W STaAS Ootvtf €><re\/b FatU.- /"f T. fz- I/ALL elf gs tJctfyoc^/S --> + ?/of- EOOF: a 3*4 gt eq/(o,C |zu f 4Y /. I r,{ /,3 fff z.a /"f z,a /{r 6utLf-/4f eda td.afq f14Ls c 6. Ll Vr{:. 7rr{ 3 @ 728 1341n Street SW - Suite 200 Evereil, Washington 98204 Ph:425741-3800 Fax', 425 741'3900 ProjectNo. ZS* Ob-OlO lient Project ilsf Sheet L of Design by BA lvl Date u Checked by Date Fo n-r t Sg'l,.l0 rfp./4€/\jAI 2OO2 ASCE.7 WIND LOADS LD.: Port Townsend: N-S Direction Data:Ref: sec. gust wind speed V- h- B_ l_= t- 85 mph 13 ft 54 ft 38 ft 0.15 s 0.05 Mean roof height: Bldg. dim. normal to wind: Bldg. dim. parallel to wind: Structure natural period: Damping ratio: Occupancy category: Region: Exposure category: Enclosure category: Roof angle from horizontal opography type: opo crest height: opo half-height distance: fl= Oft Ln= Oft x= Oft zb= 0 ft nt= 1lT - Ko = 0.85 | = 1.00 (negative for valleys) Horiz. distance from crest (negative for upwind direction) (relative to upwind grade, negative for valleys) 6.67 Hz (Rigid Structure) (building structure) base height: Structure natural frequency: Wind directional ity factor: lmportance factor: Standard Occupancy v Non-Hurricane, Hurricane w/ V<100, Alaska v D (Open Water, Non-Hurrican Prone Shoreline)v Partially Enclosed w 20 degrees v FIat v FtG. 6-1 6.3 6.3 A2 o.J TBL. 1-1 TBL. 6-1 6.5.6 6.2 6.3 FtG.6-4 FtG. 6-4 FtG.6-4 FtG. 6-4 6.2 TBL. 6-4 TBL. 6-,1 opographic Factor:Ref: Horiz. attenuation factor: Height attenuation factor: p= 1.5 y= 0.0 Kr = 0.000 Kz= 0.000 K3 = varies, see table opographic multipliers: Topographic factor:Gt=1 varies, see table FrG.6-4 FtG.6-4 FlG.6-4 6.5.7.2 id Gust Factor:Ref: Turbulence intensity factor: Min. equiv.structure height: Equivalent structure height: c = 0.15 Zmin= 7 ft zbar = MAX(0.6*h,2,'n) = 7.8 ft l== c*(33/zbar)1/6= 0.191 t- 650 ebar = 0.125 L.= l"(zbarl33)'0" = 543 Q = (1 /(1 +0.63"((B+h llLzyo'63y11 t2 - G = 0.925*( (1 + 1 .7.3.4. l,.Qy(1 + 1 .7 * 3.4* lz)) = rbulence intensity lntegral length scale factor: lntegral length scale exp.: Turbulence int. length scale Background response: Rigid gust factor: 0.925 0.889 TBL. 6-2 TBL. 6.2 6.5.8.1 6.5.8.1 TBL. 6-2 TBL.6-2 6.5.8.1 6.5.8.1 6.5.8.1 [Reid iddleton't'lient l.JS F 134th StreetSW - Suite 200 Project lo Lf To '.J^/ sEp D fxaa/l; Sheet S of Design by 84/n oare 0f / zz/CI7 Checked by Date Everett, Washington 98204 Ph:425741-3800 Fax:425 741-3900 Project No ZS -esa- ota 2OO2 ASCE.7 WIND LOADS l.D.: Port Townsend: N-S Direction Flexible Structure Gust Factor:Ref: Resonant peak factor: Mean hourly wind factor: Mean hourly wind exponent Mean hourlywind speed: Reduced frequency: Resonance factor n: Resonance factor h: Resonance factor B: Resonance factor L: Resonant response factor: Flexible gust factor: bbar = obar = V.= Nt= Rn= Rn= Re= Rl= ft= \7f- 9n = (2*LN(3600*n1))1/2 +0.577 l(2*LN(3600.n.,)1/2; =4.620 0.8 0.111 bbaf(zbarl33;"b""v*88/60 = 84.98 fVs fifL2N.= 42.581 Hz 7.47.N11(1+10.3*Nr)5r3 = 0.013 1 I (4 .6* n,* h N .) - I I (2. (4 .6* n f h N z)2 )* (1 - e^ C2 *4. 6 * n 1 * h A,/, ) ) = 1 I (4 .6- n i B N,)- 1 I (2* (4.6" n 1. B N z)2 ). (1 - e^ (-2*4. 6 * n 1 * BA,/,) ) = 1 I (1 5 . 4* n,* L N z) - 1 I (2* (1 5 . 4. n 1* L N zl2 )" (1 -e ^ (- 2 * 1 5. 4 * n 1 . LA/, ) ) = (1 /B*Rn*Rh*Ru.(0.53+0.47*R;))1/2 = 0.925-( 1 + 1 .7 * l,* (3 .42* Q2 +g*2*R2;1/2;/ (1 + 1 .7 *3.4" l.) = 0.190 0.050 0.022 0.036 0.889 6.5.8.2 TBL. 6-2 TBL. 6-2 6.5.8.2 6.5.8.2 6.5.8.2 6.5.8.2 6.5.8.2 6.5.8.2 6.5.8.2 6.5.8.2 Velocity pressurc:Ref: K. = varies, see table Q, = 0.00256nG*K't*K6*V2nl =varies, see table Vel. pressure exp. coeff Velocity p ressure: TBL. 6-3 6.5.10 lnternal Ref: GCpi= 0.55 (positive or negative) pi- qi(GOei) = 8.91 psf (positive or negative, w/ qi=qr,) lnternal pressure coefficient: lnternal pressure: FtG.6-5 6.5.12.2 MWFRS design pressures for enclosed, partially enclosed buildings:Ref: p = pe_pi= Q.*(G or G1)*Co-gi*(GCpi) p = pe_pi= Qn*(G or G1)*Co_gi"(GCpi) Windward wall pressure: Other surfaces pressures Location Cp pu (psf) p (psf) Windward wall Leeward wall Side wall Windward roof negative Windward roof positive Leeward roof negative FlaVparallel roof negative FlaVparallel roof negative FlaUparallel roof negative FlaVparallel roof negative 0.8 -0.5 -0.7 -0.3368 0.16316 -0.6368 -0.9 -0.9 -0.5 -0.3 vanes -7.19 -10.07 -4.85 2.35 -9.16 -12.95 -12.95 -7.19 -4.32 VANES -16.10 -18.98 -13.75 11.25 -18.07 -21.86 -21.86 -16.10 -13.22 (see table) (atO-hl2 from windward edge) (at h/2-h from windward edge) (at h-2h from windward edge) (at >2h from windward edge) c&c prossures for enclosed,,partially enclosed buildings: Design pressure: p = pe-pi= g*(GCp)-gi*(GCpi) Note: Determine applicable GCo from Figures 6-1 1 through 6-17 and calculate pressures by hand 6.5.12.2 12.4 Qesign loads for op6n buildings and other structur,es:Refr Design load: F- q.*G*CiAt Note: Determine applicable C; from Figures 6-18 through 6-22 and calculate loads by hand Adjust K6 value as required 6.5.13 iddletonYReid 'ient Nstr 134th Street SW - Suite 200 Project NLr ToLJ^/s€It 0 rZ*t z,t/,+t sneet ? of- Design by BA/YI o^tu o//27 /o7 Checked by Date Everett, Washington 98204 Ph:425741-3800 Fax:425741-3900 Project No. ZS-O 1-OlO 2OO2 ASCE.7 WIND LOADS l.D.: Port Townsend: N-S Direction Height above local grade z (ft\ Height above upwind grade z (ft) Effective height for cladding z(ft) Topo mult. K3 Topo. factor &, MWFRS MWFRS MWFRS MWFRS windward windward V.P.E. velocity wall wall coeff. pressure pressure pressure K, q. (psf) p" (psf) p (psf) c&c V.P.E coeff. K. c&c velocity pressure q. (psf) 0 0 13 13 0.000 0.000 1 1 000 000 1 1 .03 .03 16.19 16.19 11.51 11.51 20.42 20.42 1.03 1.03 '16.19 16.191313 iddletonReid Ilienl 05r Proiecl PoP-T ToL/^lsE^ID 62,14'*,lAL Sheel -.5 of- Design by 6A/u oan 0//27/ot ftecked hy Dole 728 I 34ft Streel 5W - Suile 200 Everett, WA 98204 Ph: 425 741-3800 Fox: 425 741-3900 Proiecl No.s*d6- o eoaF {aE€rS F=DL + o.7S (at + SL) DL= 7 prF SL= zS f r{ UL= //.Sr"rf (r'> 37 7rf 1 o,7s(uL + sL) - Z? /o$ !UOfE ! Ce//Sed//ArcrtE €6'4L S1LJ^/ t//4LL +- SrL Al/aL l/ at/ezt Fu(c AS S{rrt&{ S64Pe#.a"r6& &fF& 6/r. 211/erze .44,/T E tEt/€4-. Le^/< r'4" ,7- /'( = trLT L= 7$4 . t(= Zfl x ?1v$ = 68 lt€ /r= ?t7 Fl ,/t = dAO7 ,V,y'rl S*= { / /'ng (f !1^*= rao ia'16 /s.l,n' = lgo 7s; -* 6{o x 1.6 r lS("o 7r, o,kFb= Zr6qO Vr i > iddletonReid Ilienl dsr 6 Sheel of- Proiecl pa\_f Tou^lsal$ rElL/nr^jAL Design by BAN Dole 7 ftecked hy Dole 728 I 34fi Streel 5W- Suile 200 Everetl, WA 98204 Ph:425 741-3800 Fox: 425 741 -3900 Proiecl No.zs-o(-ato C//€1( DE FLECr E"a^/ : A^o*= //zqe - o.3S ;/t A = S ,.rL4 38L( E t hi = s.7 VIF € = 4Tooroeo Tari Z = 8.7 ,nq A= O.3L;n 1o.35;n ... a. k. 3 I dPLttrr €alf6( '"5 | t NL Ft-tx,vo= l3,B p6€ foeaa=46x7g;f = 4,7prF D( E t3 sTsf x zSr)xs 7s f+]'[AL7tT ^ Z{+)x ?,zs#]l.s'77ft = 17, 6 tr (,oert us/ p Z' Src)J IL .'. Qs€ {Em,o5o6rr 4 e.S rcsf KoLtJ -Oot,Jil5: loIEt frLlltntr ftlLo-poh/Ms Foa ffuO s64/Ltr,r/< Posrs lnAy-- g f-l (/rax ll€{a€e t#<rft t{-= 17,6 ft l zfl = 7 plf T = qfl *lplf = 36 76 iddletonRed Clienl ilsr 1 Sheel of- Design by BAA Dole ?0 Checked by Dole Proiecl &Zr foLJ^JseA/b 728 134fi Street SW-Suile 200 Everell, WA 98204 Ph:425 741-3800 For 425 741-3900 Proierl No.zs-o6-oto !8x rc sn //or€ : 6ft Es St4€ {€€f zn E tdxtr"{& fS€M& EdJ 4 " Uezrrcl AA0./^/1 ,uL/sL DLaoL= TVsf rrL= (.3 ptr rsL = zS lf,f l,s/qt g.5 ' /e/-e : /,2 0L + /6 SL + a,3 U ca,'/rrzats T d.t-,=fg.s f+X &zs,n)x (t, Z* 7 v s$l + f( t, e *zslt{ +'o, 8 x /t sr r{) x ?,sP x a7 S $()l 7f+ /A|€/{AL .a4otr'/4 : ^n= /6* ('/2x7,5 ft) xZo'tt7r$ = IZZ 7l{t\$ b' N rl \C?/?t&We @ LoA 0 Yg I c(t6ck t + V') N /4ar = 2,X 6L kl$ x tLf6 (-= 6, S F{'k y'lay' A, lZz * tS >S ( rL#)z = z . z€(' L I :. (2t e, k, p€rt_ 4frk@p a$LcS iddletonid NStr l34thStreetSW-Suite200 Project pOtLT TOLJA{'Ft\/,f> g ient Sheet of Designby ll/t14 oate 0L/ /27 107 Checked by Date L Everett, Washington 98204 Ph: 425 741-3800 Fax 425 741-3900 Project No. tS:O6-010 STEEL WIDE FLANGE BEAM.GOLUMN ANALYSIS PER AISC LRFD 3RD ED. t.D.: Factored Loads:Section Properties: Axialload: Maximum X moment: Maximum Y moment: D-I u- M*ru* = Mu= 0k 6.5 k-ft 2.2 k-ft Ag= r"- fy= Z*= zr= S"= I"= Iv= Xr= Xz= b/2tt= h/t* = 0oMn" = in2 in in in3 in3 tn- .Atn' .lln' ksi 106/ksi2 k-ft Shape : Gross area: X radius of gyration: Y radius of gyration: X plastic section modulus: Y plastic section modulus: X elastic section modulus: X moment of inertia: Y moment of inertia: Beam buckling factor 1: Beam buckling factor 2: Flange slenderness ratio: Web slenderness ratio: Composite flexural strength 3.83 1.72 1 6.28 2.92 5.46 11.3 3.9 5560 154 5.9 10.6 Geometry lnformation: Flexure unbraced X length Flexure unbrbced Y length Compr. unbraced X length Compr. unbraced Y length X effective length factor: Y effective length factor: Lo" Loy L* Ly K* Ky 12 ft 12 ft 12 ft 12 ft 1 1 Material Properties: Yield stress: Residualstressl Elastic modulus 50 ksi 10 ksi 29000 ksi ry- r-Tr- L-L- Moment Gradient lnput Moment Magnification lnput: E Uru Cbx = 1.0 1/a point X moment: 1/, point X moment: 3/a point X moment: 0 k-ft 0 k-ft 0 k-ft M"A M*e M*c f X Tranwerse Loading I Y Transverse Loading Smaller X end moment: Larger X end moment: Smaller Y end moment: Larger Y moment: I x fnOs Restrained n Y rnot Restrained M1" = 0 k-ft M2* = 0 k-ft Mry = 0 k-ft Mzy = 0 k-ft Resistance Factors: Compr.: 0"0.85 Flexure: 0o = 0.9 Flexure Capacity:AISC Ref: X plastic moment: X buckling moment: X plastic unbraced length: X buckling unbraced length X moment gradient coeff.: X strength if L6*<=L,' X strength if L5r>L,: X design strength Use X strength: Y des ign strength: Mo* = MIN(F y"Zr! 12,1.5"Fr*S*/1 2) = Mo = (Fr-Fr)"Srl12 = Lo* = 1.7O.rr*(E/Fr)t''112 = L^ = rv.Xr /( F'-FJ.( 1 +( 1 +x2l1 06* (F r-F,y2y1 t2,11 12 I 1 2 = Co* = 1 2.S*Mxma*/(2.5*Mxr"**3"M"e+4*M"s+3"M*a) = Mn1* = MIN(Cb**(Mp*-(Mp*-Mo)*(Lb*-Lp*y(Lo-Lo*)),Mo*) = Mn2* = M I N (Cbx*S"*Xf (2)1 t2 [Lb*" 1 2l t y)* (1 +x 12 " x 21 1 06 I 12* 1Lo** 1 2 I r r)' ))t'' I 1 2,M r*1 = $nMn* = lF(Lbx<Lp",Mp*,lF(Lo*>Ln.,M^z*,Mnr*))*00 = 0uMn* = $uMnv = $6*7u*Ful12 = 26.2 k-ft 18.2 k-ft 3.5 ft 16.9 ft 1.00 21.1 k-ft 26.2 k-ft 19.0 k-ft 19.0 k-ft 11.0 k-ft F1-1 F1-7 F1-4 F1-6 F1-3 F1-2 F1-12 F1-1 Gompression Capaclty:AISC Ref: 22.3 0K 137.3 0K 1.11 1.90 USE 12.11 ksi 39.4 k Flange slenderness limit: Web slenderness limit: X slenderness parameter: Y slenderness parameter: Criticalstress: Axialdesign strength: f* = 0.83*(E l(Fr-F,))1t2 = r* = 5,7*( E I F r',s1 t2* 11 -0.74*pu/(Q5*An*Fr)) = 1".* = l(**l**1 2l(r**n)*(Frl"E)t'' = l..u = Kr*/r*1 2l(rr*r).(Frl*E)t'" = F., = | F(1"<= 1 . 5,0.658^(1, "'1 F Yo.B7 7 I 7""2* F r7 = Q"Pn = 0.*,\*F", = 85.1 85.1 E2-4 E2-4 E2-2,E2-3 E2-1 iddleton*Reid ient Llstr 134th Street SW - Suite 200 Project ?OfLf roUl/1etV) 7'€2/4En/4L Sheet Desig 1of nby Dae A// z7 /o-l Checked by Date Everett, Washington 98204 Ph: 425741-3800 Fax: 425 74'1-3900 Project No. 7-9*06-0/0 STEEL WIDE FLANGE BEAM-COLUMN ANALYSIS PER AISC LRFD 3RD ED. t.D.: MomentMagnification: (Non-swaycaseassumed) column curvature coeff I F(X transload, I F(X endrestrain,0.85, 1 ), lF(M2*<>0,0.6-0.4*M1*/M2",0)) = n'*E*r*r1K**I**12y2 = MAX(C'*(1 -P,/P"1*), 1 ) = B1**M*rn"* = lF(Y transload,lF(Y endrestrain,0.85,1 ), lF(M2y<>0,0.6-0.4*M1y/Mzv,0)) = n2*E"r;1q*Lr*1212 = MAX(C,y(1 -P,/P"1u), 1 ) = Bty*My = Euler buckling strength magnification factor: magnified moment: Drelx- 81" = Mu* = uty 0.00 156 k 1.00 6.5 k-ft c1 c1 c1-2 c1-1 column curvature coeff Euler buckling strength magnification factor: magnified moment: Pely = Bty = 0.00 54k 1.00 2.2 k-tt c1 cl c't-2 c1-1 Check: ial demand/capacity:Pu/f"Pn = Pu/fcPn+B/9*(Mu*/$oMn*+Mrr/Q5Mnu)= 0.000 0.483 0.543 <--controls Result: OKlnteraction equation H1 -1a H1-1a lnteraction uation H1-1b Pr/2$"Pn+(M u"/0bMn*+M 1-1b Reid iddleton 0ient I^J5 F Proiecl pCItzr roulnJseu 0 r€rzrt t^AlA/ Sheel to of- 728 134fi Street SW - Suile 200 Evereil, WA 98204 Ph:425 /41-3800 Fox 425 /41 -3900 Proiecl No.7,5'06-o lo Design by BArt'l Dote ?7 7o ftecked by Dole Dtrt€<r{en/: g= L/z?a = A6 i.l I lezrrcAt:t d co^/u€Ar ro AltouAgte zoaa er"* (a.lgz k/[/ta) '' = o, o z?k /tn lz;^/F4 A = *fix /o,d?Z a/< 38'-lX ZTraoa k,si Y //,3 ,'na (AtE El L calr€Rr ro aeter;l6te 1@AD tr d b. /zz k/t //,c = a.oo6 k/;n tz ;" /f+ A = Sx (o,we ^) >* lqq inJ(g.JO;n 1o,6tn .'.4/<, 3aq x Ziroae kr/ x 3.7 snv Reid iddleton 0ienl /^/(tr Sheer 11 of -Design by ,trR Dote al/zt/at ftecked by Dole Proiecl QoRT Tbv.l0!f nt$ 76 Btrttu'A L 728 I 34lh Street SW-Suile 200 fveretl, WA 98204 Ph:425 741-3800 Fox:425 741-3900 Proiecl No.7,5 -o4 -ot o K rlL Y LaPrb b Ltl + 1Tt ltf1 * hJv"ot Nttr*, ilrtl gn (p^/M f, fltffr,rtl i t I I ,3 r.r t r.r-D 25.o 5ruenr P'F<-- 4/'--4 TrtF L^rERhL wrrub {j', rlu1--2 L'- G,7t/ (-----+/,r.V-a' J *-1 //f r 127'ax/ o' /- --) l/'ln/,N \zr,61 5 I 7R5/a /v DUE 77 D-r S +w 2 4x // X LR ffi//t'r-KvERr d*- vJ *o x Z t(p : 1tI lN-K a^"|QR\ED /4d/ YTfts FY WEb eatatEc1-la.\)7-2.0 /r/- K- . T ,- /./ f-- 3. z t n-k- 7u:/u C /"/ -K /l 3.L x Z.A -=- /2 f) t> Ks/<*-+ !', re"'t,'(2. /f / '7t"/ @ /,a;{f 1 //a ^5/(WrZea r MEB neutfi)s> M M I A,fi U MEg f\oy"t7 _>//o x z.a 9c:Fsl ,6 (Q, Reid iddleton I flient ilsr Sheel tL of Design by FL Dole a z 7 ftukedby Dole Proiecl Palzr TINIV{E/U D TEA/48/1/AL 728 I 34fi Sheel 5W - Suile 200 [verell, WA 98204 Ph:425 741-3800 Fox:425 741-3900 Proiecl No.zs'-o6-ato Kv -- q?3 Lb: il/- K- wq4 13E "f-a h4ry=/ {6i x3.?{'/) -- ,{;'''//+ L IZ, cJur 2L *---}k,r -6"0 /1r,r : Z.L ts* trva,lEhK &xtS FEPlr,ti6 {x6 Fds r* ture M$x t3 + >\ =_ 24 L/^/ 3 K5/R-'til/s/(' ) flaH Ar-4 Hnv / /,r LY Z- IoL.TS A- 3 a-7nfa x t/= v/Cz g! :-o ,6t/l-Z/sE- z- ;Ze" fTNaLE l/&K v :. l, //1/As /EK t3o/.7,4,\ /tr *h 7fru /o/a ,+ + + ++ Reid iddleton Proiect PoBr rodtJsato 792v7s.1/AL Sheet 13 of -Design by BA/4 ar/ zz/az728 I 34lh Street SW - Suile 200 Everell, WA 98204 Ph: 425 741-3800 Fox:425 741-3900 0ieni IJsF Doie Checked by Proiecl No.ZS* o&- a/o Dole I dolsr -ru - u/q coM/ ? (oEJr A'/'l tr: zo.z/ Ff .\= Zr+ (Aozsr SPc) tf = zs+ (u<tt- 4r) l/= /zHS r = /SE -Tg ,<l (z) ,{/of€/,/SE 1/- tro16r tt 6otfS . Ce,{a/ Es sheAe auLY. B9,4/LJ r"/gr|re-eAcLY €rJ ilt<t FAA^148, Z'=,ZCa t= 700 +4 Co= l6 Z'= r/20'/t > I ++\ NATT'NAL orr,ftrEcrFrcATroN FoR wooD "o*rt"r,o*63 G=0.43 Hem-Fir G=0.42 Spruce-Pine-Fir G=0.37 Redwood (open grain) G=0.36 Eastern Softwoods Spruce-Pine-Fir (S) Western Cedars Western Woods t s inches oo.o€Ha{)z D inches ko!ti AH IJ ZI lbs. Lll lbs. ZL lbs. zrl lbs. zrl lbs. z -L lbs. ZI lbs. zrl lbs U2 5/8 3t4 7:18 //-'4.- u4 240470 ,,5Q0; . 700 . ,"839::,--940--\ 230 n'0, 300 3,40 310 420 i, 5.3Q. 630' 740 840 2t0 2,4.A,.) 270 3c0 340 l0 200 1t4 T 7tg 1 320 370 410 450 490 t?30 1410 700 \ 88.0.{"' -"lTKo 310 360 400 449. 480 690 ! ,:85' 1030 ,ia.0 1380 620 771]0- 930 1080 1240 270 _3.1Q' 340 380 410 600 :7.Q:,- 910 1060 t2to 260 ,:.300,, 330 3n9, 400 u4 lt2 5tB 3t4 718 1 370 .4rN;. 470 5!r0' 560 7t0 i040 1240 1459 1660 700 ''r9zo 1220 1420 1630 360 :410. 460 50.0; 540 310 :360 390 43-0. 460 660' '910 1090 ' .Lttl,g: 1450 450 u4 1t2 5/8 3t4 718 . 1 710 r, 11050 1440 . r68Q 1910 !4 5/8 ,?;t4, 7t8 .1,'., 1050 ''."1430 1990 ,.; 2-4.4A. ' 600 .,, ,6.q0, 710 ,::!i;j.j.e;'t'. 1040 580 .' ,tN.A:,, r'.640.i:1970 700 ,,,?3-9.,0',.'.''t, 7.5i0.. .,640:i,r. 990 ,'1390 ,,: 1860 ':: ?l-ta ,,' 470980 1810 1t4 1040 600 'i..I47,0,', " riir,;770,,i,1970 830''$5.0 ,. ',,9Q0 ' 990 550 ,, ,1ggO .: '6+0i,r,, 1860 7t0 . :,2410..,,.". :'.'760.'i. 980 540 ii. ij3:?.,0;,,,',::6-eO,i:ri'1840 680 ..,' ?3,90.i:;.',; tri9'3"8i.i;.t; ir. i :, i,23 gbi :',:.: r:!li:';.it80:lr: 980 540 :'' ';!$^1,ffi 1., ;'"?,20 i11840 910 U4 1050 600 ,,:-'!480 :..i :'.r&10 ,,,i1990 1040 -i-''r258.,9 :'.1250',, 990 550 : ;. 1'390.i'r':'-'i": 739,1860 940 ::!24!0| :'10i0J::r, 1480 810 .$g9$l-,:ll,' 4fi1i2580 1310 rl4 3t4 118.',. 1 1470 800 ;,;,1W0 ' '- '' ,103.0i"2550 1290 1390 730 :'1.,1,860. rt' .. ::9,50..*2410 1180 1370 720 .::,'::1.'840j:i:,r:''liriPS-.0.j,i:r.': 2390 1160 1860 950 ,,r.:2+l0ji:,,t;,r, rUt30l':,i: U4 718 ,11 :i:, 1990 1040 r+, €580 ..,.... i'tJ,l-,[, $-1;,r. 1970 1030 .*,4--540'i', . ::': :ii12.9.0r* 1840 930 :i :ii:.i$i3ruj$:,,+Ii60rl''.'i* y4 1 2s80 t3t0 2550 1290 2410 1180 2390 1160 ( ,.1 Table 8.28 Bolt Desi$n Values (Z) tos Single Shear (two member) Gonneclispsr,&3 for sawn lumber with ll4" ASTM A.36 steel side plate Thickness G=0.35 Nothern Species cd a 0.o o t inches zrl lbs. 400 200 . ,5001 1 ',i'291ig600 260.'7.00 ' ,1tr9Q;, ,,1.;800 32t) zL lbs. r-l12 2-1t2 3-1t2 4-y2 5-1t2 7-u2 9-t/2 [-|2 t3-t/2 l. Tabulated 2. Tabulated 3. Tabulated -1 580 260 290, ':: 330 ,, J,020, i ", ,3so , . 1170 390 650 290 ' 860 ' :,:330. ..,,1030 3'10 'l2!g . , r,400i:,.-l3't0 440 880 960 1750 650 ,.i-1960 I 180 !380 1580 330 ,,r,;3?-O." :,.,*: 410 ':MO' ., ' 490 460 1."i,5-f0-', ,,,' 540 .,.,;.r6.(Dlirr EoIo 960 530 .,1,;q" 1,1.61f$;'. :r.'t8l0 640 960 530 .13'5.,9 i.,',":*,{119ii,i,r.l:*1810 860 1350 710 2350 1140 t8l0 900 2350 1140 lateral design values (Z) for bolted connections shall be multiplied by all applicable adjustment factors (see Table 7.3.1) lateral design values (Z) are for "full diameter" bolts (see Reference 6) with a bending yield strength (Fr5) of45,000 psi. lateral design values (Z) are based on a dowel bearing strength (4) of 58,000 psi for ASTM A36 steel. ' AMERICAN FOREST & PAPER ASSOCIATION iddletonReid Clienl usF Sheel 15 of- Proied PzLT -t oL/^Js€Mb TE/zft va/at 728 I 34lh Streel SW- Suile 200 Everetl, WA 98204 Ph:425 741-3800 Fox 425 741-3900 Design by RA/4 Dole o//27 /a 7 ftecked by DoleProiecl No.zs:*a6* a to .I e/oo n rt€Ao€,/t-& F LEXaftEi LT t|€/ /Foc (u r-= //,3 p { 6sL=ZSfs+ f 31pf B, fot t 4, ilgfE: as€ 7S?o (aAo te) VATL{A gL.€ F4({a'U f e4 4"oAA5, /,5 /7 ,{)N-=3/x s.S 11x5.7,fft I7f+l^l' = /58 //f ttl= trL" =T_/,f8 z/f " /tf-t) L = t/26 tr f1 jt 6 = /s, zoa ,v 't'$ F'r= 65o/6i x r1r" rr1,= /r CSo Vs,' (s^)^.u = /a / rl = ?,3 ,n3 -&tr(€(lirea'-' : A^n, = L/z?o -?6t'?/7c7o = o' | ;4 TL ?u8 t-- SsLl 38t/ € tr - 5x 4rgrlF/,r;^fri r(?e ,n)4 EII x / 7ao/ooe /ett' x /// ;n( ,ta O,=O, lo itt <k, {'i iddletonReid Proiea -Fnr routilSeNa 7-Ffl/rl E Ul L shrrr 16 of , Design by BArYI Dote oY/27 /oz ftecked by Dole 728 134ft Street SW - Suile 200 Everell, WA 98204 Ph:425 741-3800 Fox 425 741-3900 dient L]5F: l Proiecl No.?g*a6*o/0 5H€4 /L trALL / Po S r 1OLO ; ood^A5 SH€aae at4eCs 1 /nax = zt 6?a /B (ue sr su e ,reYsfo,r/F ) ht' 4u= 3r( So PftporreE ,S*qrion/ NOSA. ltxD C'/ rJoeb f/lK, ,6 .'. o" k, 3 ,po6rs E5tsfd,Jc a,,c r FT: Truax = L/8o t6 ,'. Qs€ //aS,4\|- ( : HDA/HD Hotrtowns @E[tr_ ,,) r!13,1yaucE are,avairabre with.additionar corrosion proacilon. Additionar pr'ducts 0n mts page may arsj be available with this option, check with sinpson for'datails. DI t See notes below I -dL. 1. Allor,'rable loads have.been increased f'r earthquake or wind road durations withil' fi8,l''.ffiftifiil;llfllikiilfif#fo,#i*4dfiii*is,,rru* m,holdown capacjty. 3. Use a minimum 4x6 nominal post for the HD144. Minimum post size isr'quired to ensure the tension road carrying capacity of the iriticai netiection meets the holdown capacity. 4. HB is the required minimum distance from the end or the stud to the conter of the{irst stud bort hore. End distance may be increased as necessary for insiairation. - 5. The designer must specify anch0r non type, length ind embedrirent. See SSTB Anchor Bolts fuage 33-s4) anci R'ooiti-onai Anchor Desioni ha\e }il.6. Fefer ro technicar buileiin T-nrucuonsprc ro.. reiroiiiininoiii,iitiSni' " ''' (see page 199 for details). 7. Lag bolts will not develop the listed loads.. 8. See page 1g-lb fortesting and other important information. -' 9. Deflection at Highest Allowable Design Load: The deflecti'n of a hordown measured between the anchor b'rt and the strap p.rtion' of the holdown when l'ad€d to the highest allowable loao listed in the cataitig'tibii.This.moveme-nt is stricily due t0 the hord'wn de{ormation undrr. static road'test , ^ .conducted 0n a steer.iig. AIr other sources o1 defrection shail be in addition. r u. wnen_ usrng_ structurat composite lumber columns, bolts must be applied to thewide face ol the column. 11. The Designer shall reduce the allowable loads shown per NDS requirements when bolt threads are in the shear plane. 12. HDA and HD allowabre roads are based 0n the rower of the 2001 NDs rastener values 0r the ultimate load on a steel test jig divided by 2.5. 13. Post design shall be by Designer. 14. Holdowns may be raised ofl sill plate. Reler to lable l0r increaseddellecli0n values (il appli\able). Reter l0 nole q, page 14 lor inslallationinslructions ol raised holdowns. Malerial $tud Machihe Bolts Model NO Sase Ga H84 w H B s0 e Anchor Dia.6 otv Dia. HD2A 7 12 4sAe 2Y2 23/a B z'/18 '/a 1%e 5/e "/aHD5A3105Y4JJYB97AaSaAaY2a"/16 5/a "/4HD64"/a 63/ra 3Y4 111/l.s 37Aa s/ie z'/16 ?k 2 7/a HD8A 3/a 63la '3y,\7 v4 14sle 37Ae sla 21/a 7/a J 7/e HDlOA "/E 7 31/t 181Ae 37/ta ela 21/ts 7/a 4 7/a HD144 '/a 3 7 4 Q1/^20s/ta 35/a "/B 23Aa 1 4 1HD15,J 7 4 3Y2 24v,47Ae 35/e 2%11/e E 1 Allowable Tension Loads SPFiHF (133/160) Wood MemberThickness Model No 1tk 2 2rb 3 31A.4t/t 5Y2 Holdowne Dellection al Hi0hesl Allowable Design Load Flush Load Holdo$rns,1{ Dellecliqn at Highest Allowabls Gode Rel. -HD2A 1555 2055 2565 2775--q75 2775 2760 1320 1740 2165 2570 2565 2565 2550 0.058 0.077 HD5A 1870 2485 3o*5 3705 4to 4010 3980 1585 2110 2625 3130 3645 3700 3680 0.067 0j17 1870 2470 3065 3680 4280 5055 5020 0.041 0.125 HDBA 2710 3655 4530 5480 6350 7470 7330 0.111 0.121 HDlOA 3275 4600 5745 7045 8160 9500 9195 0.269 0.269 HD14A 1 1080 13645 13380 9495 11950 12485 0.215 0.282 HD15 16345 15305 14355 13810 0.082 0.082 44, 1 105, 22 \!ItSaa I I I l I I I Hi I il I I I HII I\'I HIAT SHEARWA H N 0t'lS 1. Bolt slip can occur at holdown stud bolts.2. lncreased bolt slip can occur if oversized holes are drilled through the stud lor holdown stud borts (oversized hores are when the hore-diameter is greater than the bolt diameter plus %6" per Z00l NDS l l .t .2).3. When a holdown is installed on only one side of the stud, an eicentricity exists during loading which can caise more movement in the shearwali system. 4. Unrestrained anchor bolt nuts can spin loose during cyclic loading; _ llinS steel nylon locking nuts or thrbad adhesive rriay'prevent nui spin.5. Movement can occur when nuts are not tightened enough. Retightening bolts before covering wall miy prevent thi;.6. Deflection can occur in the holdown under load caused by stresses due to earthquake or high wind. 7. Lateral displacement at the top of the wall rotates the stud around its base causing the holdown base plate to displace vertically.8. Wo.od shrinkage can occurdue to drying otthe sill plate, rim ioist,and/or top plate; nuts may require reiiglitenlng. 9, Uplift forces on the bolts can cause localized wood crushing at bolt bearing locations. Using larger bearing plates may prevent this. 10. Wood at the end of the studs (siil ptates, rin ioisis, atc./ may crush under normal dead and live loading; additiondl compresiivs iorces due to overturning during earthqudke and high winti loads add to the deflection. BEARING PLATES STUD PLATE FOUNDATION HOLDOWN ANCHOR BP's are required by the City of Los Angeles. Check wlth your local building code on usage. (NDS Section 11.1.2.9 requires a metal plate, metal strap, or minimum of a standad cut washer) SILL D @@and @ ao not appty to the PHD and HD1.39 iddletonReid koiea ?a2 r Tau^l,FI[ Te p ,rn UJA L Sheer 18 of .-----* Design by 64/Yl Dote (hecked by Dole 728 134ft Street SW-Suile 200 Everell, WA 98204 Ph:425 /41-3800 Fox:425 741-3900 flient t^lsf Proiecl No.?s*a6-o(o /,J APLT S4A,L @^/^/ "S Kootr f Pa sfes : dr = /of tf ,,(rreoo' freeu craLc s) ,4rata Z ff x [./$Y + (zz f+ " /.)J = 21 f+L (L' T4^16 sPa 7: loysF x zq {77 = zaa /$ t1f = l,os:cs ,t / /o {1 = lds P /€ ,', lls€toa/ // Z. S Fo/z- ora1tr F . . t6€ Srzrzto,SSd FoL sll€AK 4q= qF# //,4 = LSt tr > zLlott Vxtt = 6e /6 1t.e = 375. /% > f- Z tr Foa z" 6fe -"- e. K- .'. a. K.: EaaF o(€4AAA/1 a,V Sourul FA(€ : /0_zg_, loA/s l.rtrLL ,uer Exce7a frLl4gs LdAys, & s€ f4/4€ 'rf 84t€, sEsItaffir@ lF 1.228 andz38 d0 not have nail holes. Fastener quantities are as required' i. niio*iorJrora, have been increased 25% for rool lgading (z clips), 337" and 60% lor earthquake- oiwinO loading (A angles); no further increase allowed; reduce where other loads ggvern. 3.24 andz6 loads apply with a nail into the top and a nail into the seat' q. Hntls, I6d = 0.162'i dia. x 31A' long,10dx11/z = 0.148' dia. x 1/i long. See page 16-17 for other nail sizes and information. z4 (others sinilaf Typical Z2 Inslallalion A Angtes and Z uipt Model. ,'No; , Dimensions B TF Faslenersl (Tolal) Allowable2 Download (125) Code, Rel. 20 ZsAa 1Y2 13/a 13/a 4-10dx1/z 465 170 Lq 12 1Y2 5v2 2YB |t/c 2-16d .{0c 4.37.87.121 z2B 28 2Va 1Yz 13/a 13/a 10dx11/e1 170 738 28 z-/16.1',/2 13/a 13/a 10dx1/21 244 12 tf2 3Y2 2 t./a 4-16d 865 4,37,121 HL neavy nngles and Grlssels Versatile angle gussets and heaw angles promote standardization and construction economy, and are c0mpatible with Strong-Tie structural hardware. FINISH: H133, 35, 53, S5-Galvanized; others Simpson graY Paint. 0PTl0NS: Gussets may be added to HL models when L > 5' (speciA G after model number' as in HL46G). G0DES: See page l2 for Code Listing Key Chart. Model No. Ga Dimensions Bolts Code Rel.Wr&Wr L Ds Da 0lv. 7 31/n 2 2 180 ail 5 1Y4 2 4 "/a HL53 53/a 2lz 11/a 21/c 4 HL55 53/a 5 11/c 2Y2 21/t 8 HL43 41/t 11/z 2 3/t HL46 3 41/a h 11/t 4 r/1 HL73 7%11/t "/a Hl 76 J 71/t 11/t Zs/a ./a GUSSEI +t 0o 1 . For loads see page 192 HL55 LAS/GA Beintorcing and skewabte Anstes L-Staggered nail pattern reduces the possibility for splitting. LS-Field-adjustable 0' to 1 35" angles. The GA Gusset Angles' embossed bend section provides added strength' MATERIAL: L-1 6 gauge; GA and LS-l 8 gauge FINISH: Galvanized. Some products available in stainless steel or ZMAX@; see Corrosion lniormation, paqe 10-11. INSTALLATION: . Use all speci{ied fasteners; see General Notes. . LS-field skewable; bend one time only. . Joist must be constrained against rotation (for example' with sltid blocking)when using a single LS per connection' . Nail the L angle's wider leg into the ioisl to ensure iable loads and allow correcl nailing. C00ES: See page',l2 Jor Code Listing Key Chart. Dn'f;,:';t:';,1;";':!:!:i,#!:'.1::;:#i:""'{;i::,!:i,";iifta"!'::fi:ii[ilf:. z"a Gi' L 190 LS GA1 1. Ljse a minimum lumber thickness 0J 1%". For 1 /z' lumber, use 0.81 0f table load, except GA1 in Ft direction, use 185 lbs. 2. L angles-loads are for condition F1 or F2; LS angles-loads are for condition F1 only. 3. GA1 and GA2 angles table loads are F1 - loads for F2 are 220 and 335 lbs (100) and 280 and 415 lbs (125), respectively. 4. Roof loads ate 1250h of floor loads unless limlted by other criteria. 5. C0nnectors are tequired on both sides i0 achieve F2 l0ads in b0th direcli0ns. 6. NAILS: 16d = 0.162"dja. x 3% long, 10d = 0.148" dia. x 3" long, 10dx1% = 0.148" dia. x 1 7c' long. See page 1 6-17 for other nail sizes and information. laItri: au (a EOca T SE€ INSTALLATION \\ \\\\ Spruce-Pine'Fir Allowable Loadsl Doug FirLarch/Sot Pine Allowable Loadsl'2'3'1 Code Bel.Snow {115) Rool (125) 133/ 160 Snow (115) Rool Floor (100) L Fasleners Floor (1oo) Model No. 160 1601851851604t0d185185GA1z"/4 335 33,122 290 335 ,J.1C38541549r31/a 6-10d 335GA2 205 2052402442401904-10d 220130 360 385 r44529033533538542015056-10d 485 3,28,39,88, 104,121 380 435 47551055556578-10d 445170 3.39.88. 121600640 ,695 740 480 55010t0dEEE640190I AYt *v6'{0d-4 !6JC-ar WJ--vJb -qzv 'tz;rs8fr 52045048552056060039047/a 8-10d 450LS50 .-5'60r*580*"'673-" AOEtcnAA.F.\I CJn 730 770 )2, go, rzt, tqo 580 67077084089077/a 1210d 670LSS0 L$ Top View t0A0 0tBEcnoN NOTES I 6n lnetrll"linn Tvnical GA lnstallalion C' H Seismic & Hurricane Ties {'-i E@Eillzx,ffi €i :,i l 'i:I These products are availabte with additilnat corrosion protection. Additionat products - on thii page may atso be available with this 0ption, check with Simpson for detaits. 1. Loads have been increased 33% and 60% ior earthquake or wind loading with no furlher increase allowed; reduce where othor loads govern. 2. Allowable loads are for one anchor. A minimum rafter thickness 0f 272' must be used when lraming anchors are installed on each-side o{ the i0ist and on the same side of the plale (exception: H2.5A). 3. Allowable DF/SP uplift load for stud to bottom plat€ installation is 400 lbs. (H2.5); 390 lbs. (H2.5A):360 lbs. (H4) and 310 lbs. (H8). For SPF/HF values multiply these values by 0.86. 4. Allowable loads in the Ft direction are not lntended to replace diaphragm boundary members or prevent cross grain bending o{ the truss or rafter membsrs. Additional shear transfer elements shall be considered where there may be etfecls of cross grain bending or tension. @s DIt D D 5. Hurricane Ties are shown installed on lhs outsid8 of the wall for clarlty. lnstallation on the inside ot the wall is acceptable. For uplift Continuous Load Path, connections in the same area (i.e. truss to plate connectar and plate to stud c1nnecto) mus! be on same side of the wall. 6. Southern Pine allowable loads for H14: 1465 lbs. (133/160), 560 lbs. (Fr Lateral 133/160) and 285 lbs. (Fe Lateral 133/160). 7. Referto technical bulletin T-HTIEBEARING fsr selected hurricane ties allowable bearing enhancement loads (see page 199 fot details). 8. H'lBS can have lhe stud oilsel a maximum oi 1" lrom ,ailet {cenlet i0 tenler) ior a rednced uplift of 890 lbs. (DF/SP), and 765 lbs. (SPF). S. H10S nails l0 plales are 0pii0nal lor uplilt but required l0r laieral i0ads. 10. NAILS: 16dx2v,=0.162'dia.x2lz- long,10d = 0.148'dia. x3" long, 10dx1%= 0.148'dia. x1 !/z" long, 8d = 0.1 31' dia. x2y2' long, Sdxl l/a = 0.131' dia.x1Vz" long. See page 1 6-17 for other nail sizes and inlormation. u,qr i=q an so(a ouF =64 ctz z 42 li 2o G h z 26 od @Io o H1 lnstallation @ nz.sf lnstallation H4 lnslallatlon (Nails into upper top plate) H2 lnslallation H3 lnstallalion (Nails into upper top plate) H5 lnstallatlon (Nails into both top plates) H2.5 lnslallation (Nails into both top plates) lnslallalion (H2.5 similar) (see footnote 3) H2.54 lnslallation (Nails into both top plates) HG Stud to Eand Joist lnstallation H2.5T lnslallati0n (Nails into both top plates) us6 a minimum ol two 8d nails (tolal lo0r8d nails irito T$1o 8d nails into plates. Ei0ht nalls studs (D H0 Slud lo Top Plale lnstallatlon Ga Fasleners SPF/HF Allowable Loads Uplilt Load with 8dx11h Nails (133 & 160 ) Code Ref.To Ralters/ Truss To Plales To Sluds Uplilt Laleral (133/160) (133)(160)Fr (133)(160)Fr Fz H1 18 6-8dx l %4-8d 490 585 485 165 455 400 230 400 230 415 140 370 230 2,4A,82, 121,140 p H2.5 '18 5-8d 5-8d 415 ,'150'365 365 130 130 365 2,6,40,82,121 ,140 na.3A -T-U0-'F6r--OUU OUU I rlr -llu -- 480-:-520 535 110 110 480 40,122 H2.57 '18 5-8d 5-8d 545 545 135 145 545 545 135 '145 425 tqo H3 '18 4-8d 4-8d 455 455 125 160 415 320 320 105 140 290 2,40,82.121,140 H4 20 4-8d 4-8d 360-360 165 160 360 235 235 140 135 235 2,40,121,140 H5 18 4-8d 4-Bd 455 465 115 200'265 265 100 170 265 2,40,82, 121, 140 H5A Deleled - see H5 H6 16 B-8d 8-8d 915 950 785 820 5,41, 121. 140H7Z164-Bd 2-8d 8-8d 930 985 400 800 845 345 HB 18 5.10dx11/z 5-10dx1t/z 620 745 75 - 530 565 75 125 H9KT 0eleted - see ll10 Hl0 18 8-8dx1Yz 8-Bdx11/z 905 585 780 850 505 450 9.121,140 H10S&s 1B B-Bdxll4 8-Bdx1%e B-8d '1010 101 0,545 .215 870 870 470 450 475 170 H10-2 1B 610d 6-10d 760 760 455 655 655 390 340 6,121,140 H117 18 6-16dxZY,6-16dx2%830 830 525 760 715 715 450 655 170 H146 18 11t 12-8dx1'/2 13-8d 1350 1350 ctc 265 1050 1050 480 245 125lzl n-aaxtu 15-8d 1350 1350 515 265 1050 1050 480 245 168 @ @ Hzz lnstallation $ Reid iddleton {.k Proiecl .qotLr roUt,eMb reaAE^|A L Sheet Ll of --- Design by BA /n oon o'/,/az /oi ftecked by Dule 728 134fi Slreel SW - Suite 200 Everell, WA 98204 Ph: 425 741-3800 Fox 425 741-3900 / tsf Proiect No.ZS - 06*0ta t. /w14ol5 & Bor St LL a ,,1E---*'-E".r*"llt@* Z,,r/ -ptailg S*gaf : {-a,a4: l,aso 16 /S f+ = Ssa f lF A,t/e *aA *AFAec t / : lJ@D B rza: E' = Z.(5 Cn Co'/'6 CH= 0,'7 Z= 83o rtr z'= q So ,f sm*x= %0 6 /rceptf = 2.7 f+ z2 ( c1uc KrLl : @ fErt A/fr4cflea c4 t(.s ,t sTrzEN<rll CaM( *.4^,/C.6laL GxieEaS rJooO 't E4reQ aa/ G x-a, ZL Table 8.2E Bolt Desi$n Values (Z) for Sin$le Shear (two member ) Gonnec1i61gl,2,8 BOLTSt6o G=0.49 Douglas-Fir-Larch (N) G=0.55 Mixed Maple Southern Pine G=0.50 Douglas-Fir-Larch G=0.67 Red Oak ZL lbs. zrl lbs. zrl lbs L) lbs, ZL lbs. il lbs, ts in. oo-o ao D in. g =oc0a a ZI lbs. zrl lbs. 620 360 .' . '880 . ,.540r' 't2l0 560 ,:,,.:'L690',,:.: 160[ji: ii 206A 640 1.5 0.500 ;0;-6.?5 : 0.750 ; 0i8{5:' . 1.000 460 ..6., ,t, 850 'rt9 t02Q 450 -590''760 ..;910:. 1080 '120 '1,i30 1460 1850 2290 2.5 0.500 0"62:' 0.750 0_,.875: 1.000 780 ,, t,2.ta,' 1760 nqa, 2670 750 ; -' l ltQr 1560 le60 2420 510 650 830 1050 1280 720 ,11.3.0 1630 ,2ZIA 26'.t0 780 t220 l't60 2394 3t20 560 8.5q 1 150 l3':10' 1620 520 780 950 1,1,60 r390 '/50 1170 I 680 '228A 2850 '130 ,1140, 1640 u30 2"/00 490 710 880 1070 1300 3.5 0.500 0;6?.5 0.750 0._875 1.000 for sawn lumber to concretea Thickness G=0.46 Douglas-Fir (S) Hem-Fir(N) zrl lbs I H--€iJ cto od€a8tll tm in. zr lbs. 350 410 520 550 600 430 560 '730 920 1000 4'70 660 820 1000 1230 zr E:t.d EJ iio o.d!o6EAo F] tm in. 600 860.' 1180 6.0 and ,'1570 1930 710 1080 1410 t:790 2220 710 .,1110 1600 2120 2570 510 760 1060 1280 t460 greater Thickness 6.0 and greater l. Thbulated lateral design values (Z) for bolted connections shall be multiplied by all applicable adjustment factors (see Tablefl.3.1)' 2. Tabulated lateral design values (Z) are for "full diameter" bolts (see Reference 6) with a bending yield strength (F 6) of45,000 psi. 3. Tabulated lateral design values (Z) are based on a dowel bearing strength (4) of 6,000 psi for concrete with minimum f'" = 2000 psi. 4. 6" anchor embedment assumed. AMERICAN WOOD COUNCIL G=0.35 Northern Species zrl lbs.lbs. 660 910 1200 1550 1960 660 1030 1430 1780 2180 280 320 350 3'10 400 330 450 580 6.10 680 400 510 650 810 940 I G=0.3? Redwood (open grain) G=0.36 Eastern Softwoods Spruce-Pine-Fir (S) Western Cedars Westem Woods G=0.43 Hem-Fir G=0.42 Spruce-Pine-Fir zl lbs. ZL lbs. zl lbs. zL lbs. D in. g :oOFco€ o zL lbs. zrl lbs. zr lbs. zrl lbs. ts in. oo-o 6A z .9-sgo -0.625.Em* 290 330 360 3e0 420 520 710 1080 1330 1520 570 820 I 140 ts20 t760 330 4t0 450 49i0 520 s30 780 1090 1360 1560 300 350 3'70 410 440 I1.5 0.8?5 1.000 500 540 ls30 1800 350 480 620 680 72Q 670 950 t250 1600 2010 340 460 60ri 66Q 700 6'.70 930 t230 1580 1990 2.5 0.500 0.625 0.750 0.875 1.000 400 530 690 830 900 700 1040 13s0 r720 2150 690 1020 t340 1700 2t30 390 520 680 810 880 610 1050: 1490 1850' 2260 420 540 6'70 '850 1020 6'70 1040 ' t470 183.0 '.: 2230 400 ,520 660 ,,i 840 980 3.5 0.500 0.625 0.750 0.8?s 1.000 700 1090 1570 2030 2460 460 610 760 940 I 170 690 109o 1560 2000 2430 450 600 750 930 1 150 Reid iddleton '1"n' LlSf 56."1 t3 of Design by RAA Date z o Checked by Date l34thStreetSW-Suite200 ProjectpcutT focLt/JeJD T€/L/14EulAL Everett, Washington 98204 Ph: 425 741-3800 Fax: 425 741-3900 ProjectNo. ZS*A6-o/O CAST.IN CONCRETE ANCHORS PER ACI 318.02 APPENDIX D/1999 PCA Parallelto allLD.: Anchors Normal weight v 0,625 v Unthreaded v J or L hook v ASTM F1554 Gr. 36 v ACI 318-02 Section 9.2 w Head type: Fastener material: J or L hook length: Tension load eccentricity: Shear load eccentricity: Seismic loads for SDC C, Load combinations used: Supplementary reinforcement? Cracking occurs at service levels? Built up g?out pad used? 6in tn hu= d f'" = 4000 Fastener diameter: embedment depth elded plate per D.6.2.3? tn in in Ar" = 0.307 in2 Asrn = N/A in2 f, = 36000 psi f,t = 58000 psi fl ves ! ves I ves fl ves oncretastrength oncrete type: Effective iastener area: Bearing area: Fastener yield strength: Fastener tensile strength €h= ^l -cN - ^l -eV- D,EorF? nves Number of anchors: Width of fastener group: Length of fastener group: No. of edges within 1.5h"1: Top edge distance: Bottom edge distance: Left edge distance: Right edge distance: Edge distance for blowout: Perp. edge dist. for blowout Spacing for blowout: Maximum edge distance: Minimum edge distance: Edge distance for shear: Perp. edge dist. for shear: Shear load direction: Shear edge direction: Edge reinforcement: 2 100 in 100 in 4in 4in 100 in 4in 32 in _ 100 in 4in 100 in . 4in Up w Parallel to edge v #4 bar or greater Y n= x= v- ou= ct= cb= cr = cr= cbo = cboz = so= a=vmax f=vmrn cl= c2= Ductile material?Yes 1 Reduction factor, tensile strength of a brittle steel element Reduction factor, shear strength of a brittle steel element: Reduction factor, tensile or shear strength of concrete: Grout reduction factor: l= 0"= 0sto = 0ssa = Osto = 0sso = 0.= 1 1 0.75 0.65 0.65 0.6 0.7 1 ction factor, shear strength of a ductile steel element: weight factor: reduction factor factor, tensile strength of a ductile steel element: D.3.4 D.3.3.3 D.4.4,5 D.4.4,5 D.4.4,5 D.4.4,5 1.3 h4 = lF(n">2,cmax/1 .S,hr) = Auo = 9*h"l = ANc - Ar.r = MIN(Anc,lt*Aruo)= Nu = lF(h.r< 11,24*?t*f co 5"h"r1 5,16*1,*f.0 5*h"r5/3; = vr = lF(e'n>O,MlN(1/(1+2*e'x/(3*h")),1),1) = y2 = lF(c.6<1 .5*h"1,0,7+0.3*cr1n/(1 .S*hu),1) = ryg = lF(cracking,1,1.25) = N"6 = Ap/Axo*V1*Vz*Vg*No = 6in 324 inz 144 inz 144 inz 22308 tb 1 0.83333 1.25 10328 tb 7230 tbBreakout des stren Effective embedment depth ngle fastener failure area c. tension surface area Use failure surface area: ion breakout strength factor: distance factor: ng factor: Concrete breakout strength : D.5.2.3 D.5.2.1 D.5.2.1 D.5.2.2 D.5.2.6 D.5.2.1 .5.2.4 .5.2.5 iddletonReid ient ilSf Sheet Za/ of Design by B4/4 Date -7 o7 Checked by Date 134th Street SW - Suite 200 ProjeclqoQr podsSrt) ,FZA4 L Everett, Washington 98204 Ph:425741-3800 Fax:425 741 -3900 Project No. ZS-06* A (O CAST.IN CONCRETE ANCHORS PER ACI 318.O2APPENDIX D/1999 PCA Anchors Loaded Parallelto Wt.D.:Ed e Pullout strength: Cracking factor: Pullout design strength Np = lF(J or L hook,0.9"f'"*e',*d,A5rs*B"f'"; = ry4 = lF(cracking,'1,1 .4) = $No = {r*$"*n*N o*tYo = D.5.3.4,5 D.5.3.6 Side face blowout tension strength:lAGl Ref.: Corner blowout factor: . Single blowout strength : Singe BO design strength: Group blowout strength: Group BO design strength cbof = lF(c5o2<3*c6",(1 +MAX(1,c6o2lc,o))14,1) = Nru = lF(coo<0.4*he, 1 6o*c6o*Asrn0 5*1*;r"0 5*"5of ,"N/A";= 0N"o = lF(cso<O.4.hu,0r*0"*N.b,"N/A") = Nsbs = lF(ss<6.cbo,(1 +so/(6*coo))*N"6/cbof,"N/A") = 0.5 N/A Ib N/A Ib N/A Ib N/A Ib0N"= I F(coo<O.4*h",ss<6*cbo),0.*0"*,"N/A"; = D.5.4.2 D.5.4.1 D.5.4.1 strength:ACI Ref.: D.5.1.2 D.6.1.2 AGI Ref.: Avc = Ay = MIN(Ayc,D*Avo) = I = MIN(hu,B.d) = Vo = I F(sec r62s,8,7 )- (l ld )0'2*60 5*1*t"o un"1 t.u = vs = lF(e'v>0,MlN(1(1 +2"e',v/(3*c1)),1),1 ) = Vo = lF(OR(cz>=1.S*cr,dir=1 ),1,0.7+0.3*czl(1.5.c,)) = ry7 = lF(cracking,lNDEX(edgefactors,edgereinf),1.4) = V"n = AvAvo"rys*ryo*ryz*Vb = edf = {V"t = 0.*Q"*edf*V"o = 45000 in2 1200 in2 1200 in2 5in 530501 tb 1 1 1.4 19805 tb 2 277281b Avo 0V" = lF(ductile,Q"*9"6 *v.) =0"$su el tens. design strength strength in tension N" = o"A""*MlN(fur,1 .9"fr,125000) = " = lF(ductile,$""$.to*N",0"n0.u*N") = V" = tr*Auu"lF(stud,1 ,0.6f MlN(f"1,1 .9*fr,125000) =strength in shear: Steel shear debign strength shear hear breakout strength: cking factor: = 4.5*c12 = Concrete breakout stren gth Edge direction factor: Breakout design strength: Single fastenei failure area Calc. shear surface area: Use failure surface area: Load bearing length: Eccentricity factor: Edge distance factor 17806 tb 13355 lb 10683.6 tb 6944 tb D.6.2.1 D.6.2.1 D.0 D.6.2.2,3 D.6.2.5 D.6.2.6 D.6.2.7 D.6.2.1 D.6.2.1 Pryout factor: Pryout strength: Pryout design strength; k"o = lF(h"<2.5,1,2) = V"p = k"o*N"o = V"p = 0"*0""V.0 = 2 20656 tb 14459 rb shear strength::, 6.3.1 6.3.1 Reid iddleton ProietPg4! ro444o rtza.*,UAL Sheet ZS of --- Design by /3AA Dole o7/zz /az Checked by Dole 728 l34lh Steel SW-Suite 200 Evereil WA 98204 Ph:425 741-3800 Fox:425 741-3900 flienf'LJST Project No.zs*o6-0/O Ouf - a F - PzA dle 64 e,4,rL : A^^^ @t col/st-o*a s)qr{ cJAtL = /3f1 d? = Z0,S //+ tfrnn4*. h4.nn cr- = /35 Vlf lJOo a 8L1 : z/= Z Co Cot 4 = qZO p/tr zi= uza / tf 4zovrf/tnp/f =3..!f-lfa* = 4Z irt Cot/( B &4 : ,t/orr! F€.t- "47t4tlJd a Car/< d ,4^/CHO4 d,,4 L C$ , 572€/V< r,</ g/4 sEO ort/ Fx cei€ ps 4/ eo a 6f{_ q , sPC : CZ " 2'.k. id iddleton str 134th Street SW - Suite 200 Projectpoar raJsE^JD 7VAlx or1/"4 L Sheet Z6 ot Design by Date O z7 '7 Checked by Date Everett, Washington 98204 Ph: 425 741-3800 Fax:425 741-3900 Project No. ZS- OG , O lO CAST.IN CONCRETE I\NCHORS PER ACI 318-02 APPENDIX D/1999 PCA l.D.: Anchors Loaded dicular to Ed Normal weight Y 0.625 v Unthreaded v J or L hook v ASTM F1554 Gr. 36 Y ACI 318-02 Section 9.2 v Seismic loads for SDC C, D, E or F? n ves Cracking occurs at service levels? flves in in in si 6in ln h"= d f. = 4000Concrete strength Fastener diameter: al embedment depth type Load combinations used plementary reinforcement? Built up grout pad used? : elded plate per D.6.2.3? Head type: Fastener material th= e'N = e'v = or L hook length: ension load eccentricity: hear load eccentricity: fl vet f]Yes n Y"t Au = 0.307 in2 A6,n = N/A in2 fy = 36000 psi fur = 58000 psi Effective fastener area: : Bearing area: Fastener yield strength : Fastener tensile strength: Bottom edge distance: Left edge distance: Right edge distance: Edge distance for blowout: Perp. edge dist. for blowout Spacing for blowout: Maximum edge distance: Minimum edge distance: Edge distance for shear: Perp. edge dist. for shear: Shear load direction: Shear edge direction: Edge reinforcement: n= x= y= fle= ct= Gb= cr = cr= cbo = Gbo2 = so= ?=vmax cmin = Gl= c2= 2 100 in 100 in 4in 4in 4in 10,0 in 32 in 100 in 4in ,4: in Left w Perpendicular to edge w #4 bar or greater w Ductile material?Yes tn Number of anchors: of fastener group: op edge distance Length of fastener group: No. of edges within 1.5h"1: Reduction factor, tensile strength of a ductile steel element: Reduction factor, shear strength of a ductile steel element: Reduction factor, tensile strength of a brittle steel element: Reduction factor, shear strength of a brittle steel element: Reduction factor, tensile or shear strength of concrete: Grout reduction factor: 1 1 0,75 0.65 0.65 0.6 0.7 1 1,- 0r= 0"ta = 0ssd = 0stn = 0.ru = 0.= Concrete weight factor: ic reduction factor: D.4.4,5 D.4.4,5 D.4.4,5 D.4.4,5 D.4.4,5 D,6.1.3 6in 324 in2 144 in2 144 inz 22308 tb 1 0.83333 1.25 10328 tb 7230 lb hu1 = lF(nu>2,cr"*/1 .5,h") = Aruo = 9*h"r2 = Aruc = Ar,r = MIN(Anc,fl"Aro) = Nu = I F(hur< 1 1,24*rf "0'5*h",1'5,'l 6*1,*f"o'u*h",u") = vr = lF(e'ru>0,MlN(1/(1 +2*e'51/(3*ha)),1 ),1 ) = y2 = lF(c,,.,in<1.5nh.6,0.7+0.3*c,n6/(1.5*hu1),1 ) = ry3 = lF(cracking,1,1.25) = N.6 = Ap/Apo*\r1*V2*\rgnNu = ens ion breakout strength Effective embedment depth fastener failure area: breakout strength: Breakout d stren Calc. tension surface area Use failure surface area: Eccentricity factor: Edge distance factor: Cracking factor: D.5.2.3 D.5.2.1 D.5.2.1 D.5.2.6 D.5.2.1 5,2.2 ' i@ 728 134th Street SW - Suite 200 Everett, Washington 98204 Ph: 425741,3B00 Fax 425 741-3900 'ent F Project tutl'ro///'EW Sheet Z7 or Design by RA Dale Q Checked by Date a Project No.4€Ai/,5 * A/6*ate ! 2 CAST.IN CONCRETE ANCHORS PER ACI 318.02 APPENDIX Di1999 PCA lar to Wall Edgel.D.: Anchors Loaded No = lF(J or L hook,0.g*f'.*e6*d,A5rs*B*f'"; = lya = lF(cracking,1,1.4) = Pullout strength: Cracking factor: Pullout design strength 0tb 1.4 0lb0NV4== $.*Q"*n*N D.5.3.4,5 D.5.3.6 Single blowout strength: Singe BO design strength: Group blowout strength: Group BO design strength cbof = I F(c5o2<3*cso, ( 1 + MAX( 1,c6o2l c,oo)) I 4,1 ) = N"o = I F(cuo<O.4*he, 1 60*cgo*Asrn0'5*1"*f'"0 5*cbof,,'N/A,,;= $N"r = lF(cpo<O.4*h",$.*$"*N*b,"N/A"; = N"bg = lF(se<6"c6o,(1+so/(6*coo))*N"6/cbof,"N/A") = 1 N/A Ib N/A Ib N/A Ib N/A Ib,"N/Au; =0N = I F(c5o<0.4*hu,s6<6*coo),$r* rner blowout factor D.5.4.2 D.5.4.1 D.5.4.1 N" = I'I"A""*MlN(f,t,1.9.fr, 1 25000) = 0N" = lF(ductile,$.*$"16*N",0""0"n*N") = 17806 tb 13355 lb Steel strength in tension I tens. design strength D.5.1.2 V" = n*A""*lF(stud,1,0.6).MlN(fr1,1.9"fr,12b000) = el shear design strength: ' 0V" = lF(ductile,g""g,6* 10683.6 tb 6944 tb"V",$""0"0 *V") = strength in shear:D.6.1.2 Single fastener failure area: Calc. shear surface area: Use failure surface area: Load bearing length: Shear breakout strength: Eccentricity factor: Edge distance factor: 72 in2 72 in2 72 in2 5in 4244 tb 1 1 1.4 5942 rb 1 4159 tb - Avo = 4.5*c12 = Avc -- Ay = MIN(Ayc,n*Avo) - | = MIN(h",8*d)= Vr = lF(sect623,B,7).(l/d;0 2*60.5*1*;,"0.5*c,1.s - Vs = lF(e'v>O,MlN(1(1 +2*e'v/(3*cl)),1 ),1 ) = ry6 = lF(OR(cr>-1.5*c1,dir=1 ),1,0.7+0.3*c2l(1.5"c,)) = ry7 = lF(cracking,lNDEX(edgefactors,edgereinf),.1.4) = V"o = Av/Avo*qru*ryo"ryz*Vb = edf = OV"r = 0r *edf*V cking factor: Concrete breakout strength: Edge direction factor: Breakout design strength: D.6.2.1 D.0 D.6.2.2,3 D.6.2.5 D.6.2.6 D.6.2.1 D.6.2.1 D,6.2.1 7 Pryout factor: Pryout strength: Pryout design strength 2 20656 tb 14459 tb k"o = lF(h"<2.5,1,2) = V"o = k.o*N.5 = = 0.*0.*V D.6.3.1 .6.3.1 ^-.Washington State Department of Transportation HQ Facilities Office PO Box 47328 Olympia, WA 98504-7328 l Transmittal Letter the following items w To: City of Port Townsend Developement Services Department 250 Madison St, Suite 3 Port Townsend, WA 98368 Phone: 360 379-5086 Fax: We Transmit: X Attached I Under Separate Cover Via These are Transmitted as Checked Below: X ForApproval I Approved as Submitted X For Your Action I Approved as Noted n As Requested n Returned for Corrections n For Review and Comment n For Your lnformation DOT Form 230-401 EF Revised 10/2002 E Resubmit copies for approval n Submit copies for distribution n Return corrected printsn n Return Gomments By Remarks: Please send me a receit for the $150.00 We would like to have the permit review done by the first week of June. We will have a contractor the second week ofJune. Call Mark Scott at 360-561-1206 if you have any questions. i',i,iil1 1 I ',',,;J Copy To:From: Stacy Simpson, Architect Phone:360-705-7357 Date May 8,2007 Job Number MS 5653 Attention Jan Hopfenbeck RE: WSF Post EFS Port Townsend / Keystone Copies Dated Description J April30,2007 Structural Calculations J 4107 Plans 1 May 7,2007 Check for $150 Fax: 360-705-6829 Receipt Nurnber: BLD07-098 BLD07-098 BLD07-098 BLD07-098 BLD07-098 989701301 989701301 989701301 989701301 989701301 $432-09 $13,30 $4.50 $664.75 $10-00 Total: $282.09 $13-30 $4.s0 $664.75 $10.00 Plan Review Fee Technology Fee for Building Perm it State Building Code Council Fee Building Permit Fee Record Retention Fee for Building P $0.00 $0.00 $0.00 $0.00 $0.00 $974.64 07-0425 0511112007 Plan Review Fee CHECK 4418 Total $150.00 BLD07-098 $ 974.64 $974.64 genprntrreceipts Fage'l of 1 I t\ Receipt Number: BLD07-098 989701301 Plan Review Fee $150.00 Totall $150,00 $0.00 $150.00 CHECK 1213 $ 150.00 Total $150.00 genprntrreceipts I%ge 1 of 1 t j s 'f?o tsoo N oi 3qq oo 6 Co'6 oao o @oaN6N WASHINGTON STATE FERRIES POST EFS PORT TOWNSENDIKEYSTONE PROJECT DRAAINe INDEX DRAAINe INDEX SHEET NO ol.o ot.t ol.2 ot.3 At.l At.2 At.3 DES6RIPTION COVER SHEET ANP DRAAINo INPEX ABBREVIATIONS 5YI-1BOL5 LEoEND SITE PLANg PORT TOANgEND . PART. FLOOR PLAN PORT TOI^INgEND - ROOF PLAN 4 9TA6IN6 PLAN PORT TOANgEND - hIEST ELEVATION FERey {a N(, SHEET NO At.4 At.5 At.b At.1 At.b At.q At.to At.il A2.t 42.2 A.2.3 42.4 A.2.5 A.2.6 A'2.1 A2.b A2.q A2.lO 30.t 90.2 90.3 9t.t 91.2 32.1 32.2 9l3.1 9l3.2 53.4 31.' EOt.OO EOl.Ot EOq.OO EOq.Ot Etr.oo El5.Ol DESCRIPTION PORT TOI^INSEND - BUILDINo SECTION PORT TOI^{NgENP. 5ECT. q. PETAIL PORT TOANgEND - DOORI/.IIND. ELEV. PORT TO}"IN5END - DOOR/AIND. DEr. PORT TOANSEND . FiOOF DETAIL3 PORT TO}^INSENP . ROOF 4 Y'{ALL DET PORT TOANSEND . ROLL. OATE PORT TOANgEND . ROLL. KEYSTONE. KEYSTONE. KEYSTONE. PLAN ROOF n ti 4 {. mt.lferna* I $il! &g rD3€ &Budl*gtorr *.@ E Y $v.1"t Skcovery Bay , ls 1e f.l @ €ea @ Qg') sL To $leli*n ard *tfrph T* .PORT $eqsiP ,€):$f, :;glt IL r.-ft KEYgTONE - I^IEgT KEYgTONE - }^IALL KEYgTONE - FOUNPATION KEYgTONE - 56RN. KEY5TONE - }^{INDO}^I #h.[= ?ffiIRT Tffi\Af{$$F['{m TION s KEYgTONE - ROOF DETAILS KEYSTONE . ROOF 4 LOUVER DETAIL1 oENERAL STRUCTURAL NOTE9 oENERAL 9TRU6TURAL NOTE9 oENERAL 5TRUCTURAL NOTES PORT TOTINgENP FERRY TERMINAL . FOUNDATION PLAN PORT TOANSENP FERRY TERMINAL . F;OOF FRAMINo PLAN KEYSTONE FERRY TERMINAL - FOUNDATION PLAN KEY5TONE FERRY TERMINAL . ROOF FRAMINo PLAN STEEL SECTION? ANP DETAIL9 nooD g/ECTloNs AND DETA|L9 { t, nooD gEclovg ANp DETAILg \, CONCRE-IE SECTIONa ANP DETAILS 6ON6RETE aECTIONS ANP DETAILS ELECTRICAL 3YI-19OL9 ELECTRIcAL ABBREVIATIONS AND NOTE9 KEYSToNE EFg ELE:TRIoAL pLAN i PORT TOT{NSEND EF5 ELEC'TRICAL PLAN ELECT?ICAL PANEL aCHEDULE ELECTRIC AL PANEL SCHEDULE I--\.,Y r - u^l- -E) " -'x'\ VICINITY MAP NOT TO )CALE.1 KEYST .J j {,wn,I t ry)h ; J &LVe:t''ltltt 8*{irywa t |&rrtr @@ { I C P*il&4prs 1 @ t *swtt*n ffi Aataifd**avg*t rc Ps$gs*gel-{}tt} -1 PRINCIPA! ENCINE€R: S. KINSELLA o4/07 N0. 10 PRoJECT ENGINEER: 0. MARTIN DRAWN BY:C, MENDENHALL REVIEWIO BY:F. ROWSHANZAMIR FEDERAL AIO PROJECT NO. G1.0 WASHINGTON STATE FERRIES POST EFS PORT TOWNSEND / KEYSTONE PROJECT FCR NO: AS BI'ILT BY:0tsrcN N0: DATE REVtStON BY DATE CONIR:ACT NO: ALL SHEETS OF THESE PLANS SHALL BE OEEMED APPROVED BY THE SIGNA]URE AND STAMP ON THIS SHEET Suite 200 APPROVEO 98204\{oshington Ph: 425 741-i800 Washington State Department of Transportation WASHINGTON STATE FERRIES ^-. -frutt COVER SHEET AND DRAWING INDEX OF SHEETS iddletonReid a j Fn @r9o NooN v-N cn =9r o .9 ooo o @aoN N El,lclNEER: S. KINSEIIA v/ASH ABBREVIATIONS & @ AB Act ADDL ADJ AFF AI9C AI9I ALT ALUM ANCH APA APPROX AR ARCH ASCE A33Y A9TM Al^{9 B/ BAL BF BLDE BLKG BM BOT BRO BSUT BTAN BU 6ANT CAP CC CDF ae CO CIP CJ CJP, CP cL' q. CLO CLR Cl'1U COL CONC 6ONN CON3T CONT 6ONTR COORD ao CRSI CTR CY d DB DFA DBL DEO," DEUO DET DF DFL DIA,O DIAO DIAPH DICA Dlu DL t)N DO DP DAE DAL (E), ExtgT EA EE EF EJ EL ELEC ELEV EMBED EN@R Ed EAUIP E3 ETC E-l^l EA EX? EXT FD FDN FEMA FF FIN FLR FLO F9 FT,' FT6 6A OAL\r' 6B 6EN OL, OLULAI4 6R 6RND 6n9 AD HF H6R HK HORIZ, H HP H1Buea HT IBC ID IF IN, ' INCL INFO INT IJ L LB, # LEV LF LL LL9B LLH LLV LOC LON6IT LP L9H L9L LVL MAT, MATL MAX MB UECH MF MFR MIN ul9C MPH MTL NEC NF Ntc NL6 NOM No, s N-5 N5 NT9 OC OD OF OFCI OPNO OPP oaH onJ a? PCF PEN PERP PL, E PLCS PLF PLl^,lt) PNL PJP, PP PREFAB P3 ?5F P5t P5L PT P-T PVC R, RAD RD REF REINF REM RE@D RND RO RTN ea SCHED aEa- 5HT Il-]TLJa- 3lM 5Jt 300 ao? eeE- 3A,0 39 93H STAO 9TD STIFF 9TIR 3TL 9TRiU.- gUPP 5YV 9n t TSB 't 40 TEMP THK THRU TOC TOF-t09 TR TRAN9 T3 TYP Th,t9 ANP AT ANoHOR BOLT AMERICAN .-ONCRETE INSTITUTE ADDITIONAL ADJACENT, ADJUSTABLE ABOVE FINI5HED FLOOR AMERICAN INSTITUTE OF STEEL cONSTRUoTION AMERICAN IRON AND a'IEEL INgTITUTE ALTERNATE ALUMINUM ANCHOR AMERIoAN ?LYAOOD A13OCI ATION APPROXIMATE ANCHOR ROD AF..CH I'IECT, ARCH I TECTURAL AMERIoAN 5OCIETY OF CIVIL EN6INEER9 A9SEVE.LY AMERICAN SOCIEIY FOR TE9TIN6 AND MATERIALg AMERICAN AELDINo sOCIETY BoTTol-1 OF BALAN6E BRAOED FRAME BUILDIN6 BLOCKINO BEAM BOTTOU BEARIN6 BA9EMENT BETAEEN BUILT-UP CAMBER,6HANNEL 6ANTILEVER CAPACITY CENTER-TO-6ENTER CONTROL DENgITY FILL COLD-FORUED cENTER OF eRAVITY 645T-IN-PLACE cONTROL JOINT, CONSTRUoTION JOINT COUPLETE JOINT PENETRATION oENTERLINE CEILIN6 6LEAR oONCRETE MASONRY UNIT COLUMN .-ONORETE CONNEOTION oONSTRUCTION AONTINUE, CONTINUOUs CONTRACTOR COORI2INATE OOVPLETE PENETRATION CONCRETE REINFORCED 3TEEL IN3TITUTE 6ENTER, CENTERED CUgIC YARD PENNYAEIoHT (NAILg) DIVIDER BEAM, DROPPED BEAM DEFORI,4ED BAR ANoHOR DOUBLE DEOREE DEI'\OL\1H, PEMOL I Tl oN DETAIL DOUOLAS FIR DOUOLAS FIR.LARCH DIAMETER DIAoONAL DIAPHRAoM DRILLED.IN CONCRETE ANCHOR DIMENSIAN DEAD LOAD DOI^,IN DITTO DEEP DRAAIN6 DOAEL laT JI K K9F K5l Jols-r JOINT KtP (t,ooo LP.) KIPS PER 3AUARE FOO-I KIFg PER 9dUARE INCH LEN6TH, AN6LE POUND LEVEL LINEAL FOOT LIVE LOAD LON6 LEC5 FA.-K TO BA.JK LONO LEO HARIZONTAL LON6 LEO VERTICAL LOCATION, LOCATE LON6ITUDINAL LOA POINT LONE aLOrlED HOLE LAMINATED STRAND LUMBER LAMINATED VENEER LUMBER MATERIAL MAXIMUM MACHINE BOLT MEoHANICAL MOMENT FRAME MANUFACTURER MINIMUM MI9CELLANEOU5 MILE5 PER HOUR METAL NECESgARY NEAR FACE NOT IN CONTRAcT NAILIN6 NOMINAL NUMBER NORTH-9OUTH NEAR 3IDE, NON9HRINK NOT TO a.-ALE ON oENTER OUTSIDE DIAMETER OUT5IDE FACE O'4NER FURNI 9HED, OONJRACTOR INSTALLED OPENIN6 OPPOSITE OVERSIZED HOLE OPEN '^,IEB JOIST PIEOE, PRECAST POUNDS PER CUBIC FOOT PENETRATION PERPENDICULAR PLATE, PROPERTY LINE PLAc]E3 POUNDg PER LINEAR FOOT PLYAOOD PANEL PARTIAL JOINT PENETRATION PREFABRICATED PRE3TRE59 POUND9 PER SAUARE FOO'I POUNDS PER 9AUARE INCH PARALLEL gTRAND LUMBER POINT, PRES9URE TREATED POST-TENgIONED POLYVINYL CHLORIDE RAI2IU9 ROOF DRAIN REFEREN6E REINFORCIN6 REMAINDER REAUIRED ROUND ROUEH OPENING RETURN SLIP ORITIoAL SCHEDULE gECTION SHEET gHEATHIN6 SIMILAR 3TEEL JOI1T INSTITUTEgLAB ON 6RADE 5PACE, SPACED, 9PACINO SPE6IFICATION 9AUARE 5TAINLEg3 gTEEL SHORT SLOTTED HOLE 3TAOEEFq 3TAGOER'ED 9TANDARP 9TIFFENER 9TIRRUP STEEL STRU6TURAL 9UPPORT 3YMMETRICAL, SYMMETRYgHEAR AALL THICKNEss TOP OF TOP AND BOTTOU TON6UE AND eROOVE TEMPERATURE THICK, THI6KNE99 THROUOH TOP OF 6ON6RETE TOP OF FOOTINo TOP OF gTEEL THREADED ROD TRANgVER9E.IUBE gTEEL TYPIcAL THREADED 1AELDED 3T1)D UNIFORM B,UILDINO CODE UNLE35 NOTED OTHERAI9E VERTICAL AIDTH, '^{IDE FLANGE AITH AOOD AELDED HEADED ?TUD AITHOUT AORK POINT Y\EIcHT AELDED AIRE FABRIC EXtgTtN6 EACH EACH END EACH FA.,E EXPANgION JOINT ELEVATION ELECTRI.-AL ELEVATOR EMBEDMENT EN6INEER EARTH@UAKE, EAUAL ECUIPMENT EACH 1IDE ET CETERA EA9T-I^,IE9T EACH AAY EXPANgION EXTERIOR FLOOR DRAIN FOUNPATION FEDERAL EMERoENCY MANAoEMENT AoENCYFAR FACE, FINI3H FLOOR FINI9H FLOOR FLAN6E FAR gIDE FEET FOOTINO OA6E OALVANIZED ORADE AEA|4 6ENERAL OLUED LAMINATED MEMBER ORADE 6ROUND OYPSUU AALL BOARD HOLD-DOiAN HEM-FIR HAN6ER HOOK HORIZONTAL HI6H POINT HI6H STRENaTH BOL| HOLLO|A gTRUCTURAL 9E6TION HEI6HT INTERNATIONAL BUILDINO CODE INgIDE DIAMETER INgIDE FACE INCH INCLUDE INFORMATION INTERIOR IgOLATION JOINT UBC UNO VERT, V n AD nH3 A/o AP AT AAF g[D A7 - 0I g PRoJECI EiIGINEER: D. MRTIN DRAWN B/:G. MENDENHAI.L REVIE$IM 8Y:F. ROWSHANZAMIR 04/07 gt WASHINGTON STATE FERRIES POST EFS PORT TOWNSEND / KEYSTONE PROJECT FCR NO: AS BUITT EY:DESIGN NO: DATE nEuStoL BY DATE 728 l34th Skeet 511. Suite 200 tveretL Woshinglon 98204 Ph:125 741-J8ffi AI.L SHEEIS OF IHESE PI.ANS SHALLBE DEEMED APPROVED BY THE SIGNA'IURE ANO SIAMP ON THIS SHEET Washington State Department of Transportation WASHINGTON STATE FERRIES ^-.w ABBREVIATIONS OF SHEETS trReididdleton .I: j N oino tsooN N c; 3 .'i (, o @ c.9 oa6 o6oaN N SYYBOL9 6ENE sYVBO I NOOD SYVBOLS EL 43'-b',PLAN SECTION 6RID BUBBLE TOP OF 9TRU6TURE ELEVATION (ToP oF ELEMENT INDIoATEP)t I /l\ i T DIRECTION AF JOI1T1 OR TRU99E9 EXTENP OF NONTYPI6AL JOI3Tg OR TRU95E9 oANTILEVERED END OF JOIgT OR TRU59 BEAM5, 6IRDER9 OR HEADERS CANTILEVERED END OF BEAM,oIRDER OR HEAPER PO1T OR cOLUMN B.ELOA THIs LEVEL 6ONTINUOUs FRAMIN6 MEMBER BLOCKINO OR NONCONTINUOU3 FRAMIN6 MEMBER INDI6ATEs BEAM,6IRDER OR HEADER CONTINUOU5 OVER gUPPORT INDI6ATE3 BEAI4,aIRDER OR HEAPER NOT CONTINUOU9 OVER gUPPORT LINE OF ROOF RIDOE, HIP, VALLEY,ED6E OF CABLE END OR OVERHANG OVERFRAMING BY TRU35 MANUFACTURER 6RIP LINE _.-ll+ /z"Jr + A^P ELEVATION POINT (TOP OF ELEMENT INDI6ATEP) + + + + CONCRETE ANCHOR BOLT PRILLEP IN CONcRETE ANCHOR gOLT NAIL ELEVATION DATUM AORKPOINT PIREoTION OF SPAN LIMIT OF gPAN ?LOPE SURFACE - 5LOPE U7 SURFAcE - 5LO"EDOAN SURFAcE . SLOPE TAO T{AY3 sURFACE.5IEPPED SURiFACE' S|EPPED AND SLOPED ffi ffiX 50lL X 6RAVEL PETAIL IDENTIFIERg N 3ECT I ON/DETA I L/ELEVATI ON NUMBER SHEET NUMBER AHERE DRAAN _____X__ OPENINo IN FLOOR OR I^IALL _x_ MAT6HLINE >>z>zzzzz rfflafl]Trhn NSNs\{\ INPICATES T2IRECTION OF CUTTINo PLANE REFERENCE LINE, EXI9TIN6 OR ARCH ITECTURAL ELEMENTg 5EE t/52.1 FOR.3/52.t APDL INFO 3HEET NUMBER AHERE 9E6TION 13 SHOAN 7///' A DIMENgION PER ARCHITECT TEXT NOTATI SHEATHIN6 THIS FAOE ON u/E 5ECTIODIMENsION PER MECHANICAL OR ELECTRICAL .<a<( -.+\NUMBER OF 9ECTION, DETAIL OR ELEVATION 5HEAR AALL HEAPER BELOA THIS LEVEL HOLD DOANSTEELSYVBOLS EEE'TYPICAL 5TEEL FRAMINo 3YI4BOL5' PETAIL FOR ADDITIONAL INFORMATION) -----=----l @4o'-o") FOOTINO TYPE AND BOTTOU ELEVATION NOOD FRAMINo ANNOTATIONS . 5EE 1CHEDULEg DEAU/OIRDER gHEET NUMBER AHERE ELEVATION t9 sHOnN SHEET NUMBER AHERE DETAIL t5 9HO^N6ON6RETE OVER gTEEL F LO OR DECK-LONO I TUD I NAL AOOD 6AP MARKo o f-r m trtr !T t_t :i- ffiffi dOLUMN. STARTING AT THIg LEVEL COLUMN - PA99IN6 THROUoH THIS LEVEL 6OLUMN - BIELOA THIg LEVEL ELEVATION DETAIL AOOD POST CON.-RETE OVER gTEEL FLOOR PE6K-TRAN9VER9E DETAIL LABELS BEAM HANGER MARK BEAM MARK 6ON6RETE T{ALL-IN gECTION CONCRETE oURBIPARTIAL HEIoHT AALL CONCRETE AALL BELOI^{ THIS LEVEL CONCREIE cOLUMN cONCRETE COLUMN BELOA THI5 LEVEL CHAN6E OF SLAB THICKNESS RAISED 3LAB EPOXY COATED REBAR 1ECT I ON/DET AIL /ELEV AT I ON 15 D9 ORFB BH cOLUMN - CONCR;ETE EN6A9ED l"=l'-O"I4OOD BAgE MARKgHEAR T.IALL MARK BEAU/,2LU\-|N 9PLICE BRAOIN6 -H=---:H DIAOONAL BRACIN6 9CALE 5n HOLD DOAN MARK HD OR HN 3TEEL IN CRO99 SECTION AOOD STRAP MARK :N Nst\s\-\tr/#5v 5T f ---:l -I:f --l s[00?-0gg 53.t 53.t PRINCIPAL ENGINEER: S. KINSELLA 04/07 lEGloN N0.10 lStATEi WASH 728 li4th Street Srt Suite 200 Evuett, Woshington 98204 Ph: 425 741-i800 ALL SHEETS OF THESE PLANS SHALL BE DEEMED APPROVED 8Y THE SIGNATURE ANO STAMP ON THIS SHEET APPROVED ^-,W Y"l"jJffi :?l :;"+;"""o"rtation WASHINGTON STATE FERRIES WASHINGTON STATE FERRIES POST EFS PORT TOWNSEND / KEYSTONE PROJECT Gl.2PRoJECT ENGINEER: D. MARTIN 04/07 FEDERAL AD PRqJECT NO. DMI{N BY:G, MENDENHALL o4/07 REvlEWio BY: F. ROWSHANZAMIR 04/o7 SHEET OF SHEETS FCR NO: SYMBOLS LEGENDAS BUITT B*DESIGN NO: DATE REVIStON BY DATE CON]MCT NO: : > N o Y?o tsooN+N c; = "j o @6c.9 ooo @oINoN 9.22, T.3 I N.,R. I E.,n.M 5.1, T.30N.,R.ln.,n.M CROCKETT LAKE EXI9TIN6 69 EX FERRY TERMINAL BUILDIN6 3TA6IN6 AREA. PROVIDE TEMPORARY FENCIN6 AROUND PERIMETER. PROJEcT 5ITE, TEMPORARY C,ON9IRUC'IION FEN6IN6. ALLOA PEDESTRIAN ACCE15 TO TEMPORARY LAYDOAN AREA FOR CONTRACTOR LOADINGruNLOADIN6 AREA ONLY. gEE oENERAL REdUIRMENT9, 9EC1 IONS TITLED }^.IORK HOURg AND FERRY TERMINAL ACCE1i FOR HOUR9 AND CONDITONs. EX-TERMINAL BUILDIN6 EXISTIN6 CB .IOLL BOOTH VEHICLE 3TAOINe LANES // - --\EX TRANSFER gPAN AND TOYIERg- _ ----,/ ?ROJECT 5ITE, TEMPORARY CONSTRUCTION FENCIN6 AROUND T.IORK gITE PERIMETER TERMINAL BUILDIN6 STORAaE SHED EXI9TIN6 ASPHALT PAVEP PARKING AREA VEHICLE 5TA6IN6 LANE9 ,/\6ONTRA6TOR LAYDO}^IN AND STORA6E AREA LANEs q AND IO A5 9HOy,IN. PROVIDE TEMPORARY FEN6IN6 AROUND THE PERIMETER. KEY3TONE gITE PLAN I* I PORT TOANgEND 3ITE PLAN NOT TO 5CALE oENERAL NOTE,NOT TO aCALE A 5IN6LE PARKINo STALL 9HALL BE PROVIDED -IO lHE CONTRACTOR AT EA6H gITE FOR VEHIoLE PARKIN6. 5EE 6ENERAL REAUIRMENT, 5ECTIONi TI TLED, FERRY TERMINAL A6CE95 AND FARKIN6. BLD $7 - 0 I I 4Al ti//////t PRINCIPAL ENGINEER: S. KINSELLA llsH PROJECT ENGINEER: D. MARTIN DMWN BY:C, MENDENHALL REV]EIVEO 8Y:F. ROWSHANZAMIR FEDEMT AID G1.3 WASHINGTON STATE FERRIES POST EFS PORT TOWNSEND / KEYSTONE PROJECT FCR NO: AS BUILT BY:DESIGN NO: OATE REVtStON BY DATE CONIRACT NO: 728 lJ4lh Street Sl{. Suite 200 Everett, lloshington 98204 Ph: 425 741-J800 APPROVEO AND S'TAMP ON THIS SHEET ALL SHEEIS OF THESE PLANS SHALL BE DE€MED APPROVED BY THE Washington State Department of Transportation WASHINGTON STATE FERRIES ^-. - un, SITE PLANS OF SHEETS Reid iddleton \ __1J il \ll.1:. +IXIST. BRICK PAVTRS TO RIMAIN -REMOVE RE[/AIN, TYP INFILL OPENING IN REMOVE EXIST & FRAMI TO EXIST. CONC. FOUNDAIION TO REMAIN, TYP. \ \\ EXIST. WD. POST TO .GA SIM. 2 A r.9 NIW PAVERS TO MATCH [X'ST.- NST + /-6" CURB FOR SLAB REINF NEW PARTIAL HT. WALL. O.F.C.I. TICKET SCANNING TURNSTILE, 2 TYP. NEW I2'' CONCRETE PAD- REMOVT EXISTING PAVERS AS NECESSARY NEW CONC. SIDEWALK & RAMPS. REFER TO STRUCT WJ W4 WJ NEW SEE ALUMINUM WNDOWS.NEW SCHED. 40 PVC DS - PAINT NTW ROOF LINE ABOVE, TYP --l L- EXIST. POST TO R[[/AIN - REPLACE CONC. FOUND. _CUT OFF BOTTOM OF POS & RTPLACE MITAL 6'-0"+/- 6'-11" RE EXTINGUISHIR CABINET _ PATCH/REPA|R & I PAINT WALL AS NTC. REMOVE TXIST. WNDOWS & WALL BELOW. PROVIDT NEW DOOR & FRAME W/ W00D TR|M T0 MATCH tXtST. SAW-CUT & REMOVT EXIST. CONCRETT CURB AS NECTSSARY IXIST. BENCHES TO RE[/AIN CAST-IN-PLACE IACTILE WARNING SURFACES Key Plan L--sf,DT?--O9B TELEPHONEf__ EXIST. WOOD CONDUIT CHASE ABOVE TO RTMAIN i I I ) EXIST. VENDING MACH. TO REMAIN il r*si r[si io RI[/AIN, TYP z.() =t- I t_ MOVE EXIST. BENCHES & PATCH/REPLACI PAVERS A NEW CONC. FOUNDATION - SAW-CUT & REMOVE EXIST PAVERS & SLAB AS NEC., TYP_iL EXIST. ROOF LINE ABOVE EXIST. CONC. RTTAINING WALL AND RAILING TO RIMAIN, TYP ROLLING GATE. SEE NEW CONC. SLAB OVER DS - RTMOVE & MODIFY PAVERS AS NEC. DAYLIGHT NEW DS AT CURB - SA\i/ CUT & REMOVE EXIST. PAVERS & SLAB AS NEC. EXIST. CURB WALL & RAILING TO REMAIN, TYP Partial Floor Plan - Port Townsend Fe rry Terminal 0 4',8 SCALET L''= 4' -O'' EXIST. CONC. RAMP TO BE REMOVED SAW-CUT & REMOVE EXIST. CONC, & ASPHALT AS NEC. FOR NEW CONC. RAMPS, WALKWAY, & FOOTINGS LOCATION OF NEW CONDUITS TO TURNSTILES - REFER TO ELEC. SEE ENLARGED PLAN G 4 +N EXISTING WAITING RM EXIST. KIOSKS IO RIMAIN o -t I 41.1 5 OF 1J t-- I c C PRINOP,iI. IRCHIT€CT: UWE 04/o7 REcroN N0. ro lstm: wrsx PRO,IEC]ARCHITECT: IN6MI,I 04/o7 oRA[r{ 8Y:BERNFELO 04/o7 REvlEllto 8Y: UNE 04/07 FTDTRA! AD PROJTCI NO.PoST EFS PoRT TOWNSEND / KEYSTONE PROJECT FCR NO: AS SUIII BY;Dtsr6il $: DATE REVISION AY DATE CONIRACT NO 38r2Schreiber Starling & Lane REGISTEREO ARCHITECT *=" H' AIE OF ARCHITECTS 1221 6nPik€5t. Woshington Stote Deportment of Tronsportotion WASHINGTON STATE FERRIES ^-. - un, Port Townsend -Portial Floor Plon SHEEIS L T 2 1 EW IND CAP @ GUTTER TO REMAIN REMOVE EXIST. GUTTTR @ NEW FACT OF WALL BELOW EXISI. GUTTER TO REMAIN, U.N.O. EXIST. MTL. ROOFING TO REMAIN f-r *, L.,. ROOF CONSTRUCTION, TYP tr STAGE 1 WORK; COMPLETE NEW DOOR, WALLS & ROOF INSTALLATION EXISTING DOOR & ADA RAMP TO REMAIN IN USE STAGE 2 WORK; REMOVE EXISTING DOOR & REPLACE EXISIING ADA RAMP L EXIST. DOOR TO REMAIN DURING STAGE ] WORK_l NEW DOWNSPOUT L_ NEW ROOF MEMBRANE BELOl/'/ NTW PRE-FINISHED METAL GUTTTR EXIST. METAL ROOFING TO REMAIN, TYP. TEMP. CONSTRUCTION FENCING EXIST. ADA RAMP TO REMAIN DURING STAGE 1 N0TE: SIAGE W0RK AS NECESSARY T0 MAINTAIN SAFE PUBLIC ACCESS T0 BUILDING AT ALL TIMIS. COMPLETE ALL STAGE I WORK PRIOR TO BEGINNING STAGE 2 WORK. Roof Plan Port Townsend Ferry Terminal Staqino PlanPol{ Tdwnsend Ferry Terminal 80 16',+N INNTS SCALE' \''= 8'-0" BtD07-098 41.2 6 OF 43 SHEETS t- /a ( EXISI. KIOSKS IO RIMAIN EXISTING WAITING RM ollot RTGON r,r0. l0 lsl^r€: wr9rPRIiICIPAL lRCHlItCl: tlr,tE PROIECTIRCfiIIICI: INGH]AM 01/07 DRA${ g{:EERNFELD 04/o7 nMllto SY: LANE 04/07 ft0tMt AD PR0JtcI ilo.POST EFS PORT TOWNSEND / KEYSTONE PROJECT FCi !r0: AS 8urtl 8Y:DESIGII NO: DATE REVISION BY OATE CONIMCI NO 38r2 OF WASHINGTON RECISTERED ARCHIIECT Schreiber Stading & Lane PHILLIP {? ARCHIIECTS Woshington Stote Deportment of Tronsportotion WASHINGTON STATE FERRIES ^-.rIIutt Port Townsend - Roof Plon & Stoging Plon TOP OF NEW ROOF BOIIOM OF GUTTER NEW 1 X CEDAR TRIM OVER EXISTING WOOD POSTS W3 EXISTING METAL ROOFING TO REMAIN, TYP. TXISTING METAL GUTTER TO REMAIN, U.N.O. NEW J'' DIA. SCHED. 40 PVC DOWNSPOUT _ PAINT NEW WALL W/ CEDAR SIDING TO MATCH EXIST. NEW ALUM. WTNDOWS W/ CEDAR TRIM, TYP. NEW PARTIAL HEIGHT WALL NEW CONC. RAMP \ ,y'o Lr-FAq."z- erezrw, (atryd./er) .5s z/-mcmA oZ &frea Ql?rz,+4 *rnu) tstD0?-098 West Elevation Port Townsend Ferry Terminal 4 0 4 I SCALI' L" = 4t -O' 'KEY ELTVATION PRINCIPT'I AnCHIECI: trNE 04/07 Rtcl0N t{0. l0 lSIAlt: lY SH Schreiber Starlino & Lan6 REGISTEREO ARCHITECT *\=" ARCAITECTS 8. I?2r E nPila S! 3Er2 OF WASHINCTON Woshington Stote Deportment of Tronsportotion WASHINGTON STATE FERRIES ^-tqrutt POST EFS PORT TOWNSEND / KEYSTONE PROJECT 41.3PROIICTinCHIIECI: INGHAM 04/o7 FtotMt- Ar0 PRoJtcr lto. DRAUX Ct BERNFELO 04/o7 RtvltlrEo 8Yi tAN€04/o7 sHLL I 7 OF 4J SHEETS FCR NO: Port Townsend - West ElevotionAS EULT 8Y:OtSrGfl ilO: DATE REVISI@I BY DATE CONIRICI NO: TOP OF NEW ROOF DOOR & FRAME u' END CAP EXIST. GUTTER - CUT & REMOVE @ NEW ROOF CONSTRUCTION & PROVIDE /\ D1 l, +/-6'-2" L EXIST. MITAL ROOFING TO REMAIN OVE EXIST. DOOR & FRAME INFILL OPENING IN WALL TO MATCH EXIST. WALLS EXIST. WOOD SIDING, TYP EXIST. WNDOWS, TYP NOTE: PREP. & PAINT FULL EXTENT OF EXISTING WEST WALL SIDING, cErlrNGS, EXPoSED FRAMTNG & TRtM. CoL0R(S) T0 MATCH EX|STING KIY SICTION a r -"----- IL-SAW-CUT & REMOVE EXIST. CONCRETE FOUNDATION @ NIW DOOR OPENING F.C.I. TICKET SCANNING TURNSTILE NIW CONC. FOUNDATION PER STRUCT EXISTING VENDING MACHINE TO REMAIN Section Port Townsend Ferry Terminal 0 4 41.4 8 OF 13 SHEETS PRluClPlL rRCHlItCl: UNE 04/07 tE60N N0. ro lstAt€r wAsH PROjECTIRCHIIECI TNCHAM 01/07 ORAtr{ 8Y:BERNFELO 04/07 RwltfltD 8Y: LANE 04/o7 FEOIRAI. AID PNOIECI NO.POST EFS PORT TOWNSEND / KEYSTONE PROJECT fCR NO: A5 SUILI 8Y:Dtsroil r{0: DATE REVISION 8Y DATE CONIMCT NO: 38r 2 OF WASI{INGTON Schreiber Starling & Lane REGISTEREO ARCHITECT *?"lri PHILLIP 8. ARCHITECIS 1221 EanPileSr Woshington Stote Deportment of Tronsportotion WASHINGTON STATE FERRIES -,rfrutt Port Townsend - Building Section 4', SCALE' L" = 4t -O' t 8', stn o7 - 0 g I ROUTI NEW CONDUITS ABOVE NEW & IXISTING CEILINGS TO NTW WALL FRAMING & DOWN TO NEW TURNSTILES. PAINT IXPOSED CONDUITS AT OPEN FRAMING. 3'-0"4'-0"MEMBRANE ROOFING OVER COVERBOARD OVER RIGID |NSULAT|0N 0N ;" PLYWo0D PAINT EXPOSED PLYWOODx 6 STUDS @ 16" 0.C. CEDAR SIDING TO MATCH EXISTING BUILDING WRAP /i'PLYW0OD CONTINUOUS PRE_FINISHED MTTAL FLASHING 2 X 6 CONTINUOUS TRIM BOARD 3 X 6 TREATED SILL U.N.O. SEE STRUCT CONTINUOUS SEALANT EA. SIDI NEW CONCRETE FOOTING & FOUNDATION PER STRUCT. EXIST. MTL. ROOFING TO REMAIN REMOVT EXISTING GUTTER AS NEC. TO INSTALL NTW ROOFING c! lr) (o EXISTING CURB & RAILING TO REMAIN )4" EXPANSToN JOINT, TYP. EXIST. PAVERS TO REMAIN - REMOVE, CUT, & REINSTALL AS NEC. @ NEW FOOTING, TYP EXIST. SAND BED - REMOVE AS NEC. FOR NEW FOUNDATION l t Port Townsend Foundation Typical Section - Port Townsend C08',0 I to 2'4 41.5 SHEETS 9 OF 1J a o o (o I€ \ I a I\ lt o o 2 1. NEW l/2" RoUGH-SAWN PLYWOOD S0FF|T EXIST. POST BEYOND CONDUII JX4RAFTERS@24'' 0.c. - PA|N RAFTERS, TYP EXIST. WOOD CONDUIT COVER_ USE FOR NEW CONDUIT ROUTING. INLARGE CHAST AS NEC. FOR NEW EXISTING PAVING - SAW CUT & REMOVE AS NEC. FOR NEW CONC. \,rouruoatror'ts I REMOVE HORIZ. EAVE TRIM BOARD. CUT & REMOVE TND OF FASCIA BOARD @ NEW A PRINCIPT{. ARCIIIIECT: UiNE 04/07 RtoroN N0- r0 SIATT: f,ASN PROJ€CTTRCHIITCI: INGHAU 04/o7 OMIII BY:EERNFELD 01/o7 RwIII|Eo 8Y: UN€04/o7 FEOIMI. AJD PNOJECI XO.POST EFS PORT TOWNSEND / KEYSTONE PROJECT FCR NO N 8UII.I 8Y:oESIGN Nor OATE REVISION BY DATE COilTRACI NO 58r2Schreiber Starling & Lane REGISTERED ARCHITECT OF *\=" ARCHITECTS i22l bnPileSt Woshington Stote Deportment of Tronsportotion WASHINGTON STATE FERRIES -. qrutt Port Townsend - Section & Detoil SCALE, L l. /?' ' = L' -O' 'SCALE, l" = ?'-O'' sLD O7 - 0 I B 6'-2" 3'*0" o IT 6" TT € c! I t-- GLASS TYPE G2 aO Ir)SULATED HOLLOW MTL. FRAME _ PAINT GLASS TYPE G2 HOLLOW METAL FRAME GROUT SOLID & PAINT Port Townsend Door and Frame Types 4',0 4 I SCALET l" = 4'-O'' 9'- 4" 8'-0"6'-0" GLASS TYPE G1 (o I f-) (o Ir) <r Isl ' u/n'l.f##t, GLASS TYPE Gl ALUMINUM SLIDING WNDOW ALUMINUM SLIDING WNDOW GLASS IYPE Gl ALUMINUM SLIDING WNDOW Port Townsend Window Elevations 4 0 4 I SCALI, 1.' ' = 4' -O' 'BLD 07 - 0 I I 6 I c\ o- 2'' TYP o- 2'' TYP PNINCIPA. ARCHIITC': LNE 04/o7 REGToN N0. r0 lsIAIt: WASH Schreiber Starling & Lane *P ARCHITECTS 12216nEbSi Slite N!mb,2m Seade, WA 981 2 3Er2 REGISTERED ARCHITECT AIE OF WASHINGTON ^-.w $!J::lP''ff, 1? \?"",por t o t ion WASHINGTON STATE FERRIES POST EFS PORT TOWNSEND KEYSTONE PROJECT A1.6PROTCITRCHIECI: INOHAM 01l07 FEOIRAI. AJO PROJECI NO. oRAtil BY:EERNFELO 01/o7 Rwltllto 8Yl IINE 04/o7 tcR ilO:Port Townsend - Door / Window ElevotionsAS EUII-I BY:DTSIGN NO: DATE REVISION BY DATE CONTRACT NO: r0 OF 1J SHEEIS CEDAR SIDING TO MATCH EXISTING OVER BUILDING WRAP Yz" PLYWOOD CONTINUOUS METAL FLASHING 2 X 3 RS CEDAR TRIM CONT. SEALANT ALUMINUM SLIDING WNDOW WTH NAILING FLANGE Y4'' TEMPERED GLASS A. Heod CEDAR SIDING TO MATCH TXISTING OVER BUILDING WRAP I X J RS CEDAR IRIM CONT. SEALANT B. Jomb SEALANT HEADER PER STRUCT. ,4" PLYWooD I X 3 RS CEDAR TRIM lX5RSCIDAR 2 X 6 STUDS @ ]6,, 0.c. POST PER STRUCT. 1 X 3 RS CEDAR TRIM lX5RSCEDAR I X RS CEDAR 1 X 3 RS CEDAR TRIM DOUBLE2X6SILLU.N.O SEE STRUCT. 2X6STUDS@24"0.C. EXIST. lX4TRIM EXIST. WOOD CONDUIT CHASE - REMOVE, RTPAINT, & REINSTALL AS NEC. EXIST. CTDAR SIDING ON Y2" PLYW000 T0 REMAIN EXIST. 1 X 8 TRIM TO REMAIN CONI. SEALANT A. Heod SEALANT NEWIXSRSCEDARTRIM B. Jomb NEW DOOR EXIST. CONCRETE & PAVERS TO REMAIN C. Threshold c{ NEW POWER & COMM CONDUITS EXST. %" GWB T0 REMATN EXIST. HEADER TO REMAIN NE'/t/ HOLLOW METAL FRAME _ GROUT SOLID PORTION OF NTV', INSULATED HOLLOW METAL DOOR - PAINT NEW HOLLOW METAL FRAME _ GROUT SOLID EXIST, 7a" GWB T0 REMAIN SAW-CUT & REMOVE EXIST CONC. FOUNDATION @ NEW DOOR FRAME BRONZE THRESHOLD SET IN SEALANT Bi" e\, .TOP OF SILL-O-+/- 2'-4" T0 TOP OF FoUND. WALL (AL|GN W/ EXtST.) 1 X 3 RS CEDAR TRIM c. siil 8 Port Townsend Window Details Port Townsend Door Details o 8" SCALE, I I/?"= 1'-0" 0 8" SCALI, I 1/?"= 7'-O" 8" 41.7 il OF {J SHEEIS oo n lt U A1.7 A1.7 PRINCIPT,L rRCHlt€CI: LANE 04/o7 Rtcor{ No. ro lslArt: w sx PfiOjECI ARCHIIECII INGP,AM 01/o7 ORAT'il gY:EERNFELO 04/o7 REuilto 8Y: LANE 01lo7 rE0EMt A0 PR0|ECI t{0.POST EFS PORT TOWNSIND / KEYSTONE PROJICT FCR ilO AS SUltI SY'DTSIGN NO: DATE REVISION BY DATE CONTR^CI NO: Woshington Stote Deportment of Tronsportotion WASHINGTON STATE FERRIES 36r2Schreiber Starling & Lane REGISTEREO ARCHITECT *="-. qruttkARCHITECTS SIATE OF WAS}IINGTON PHILLIP Port Townsend - Door / Window Detoils 16',r6' sr.D o7 - 0 g s MEMBRANE FLASHING CONT. PRE-FINISHED MTL. FLASHING 'Jt// FASTENERS @ 18" 0.C NEW PRE-FINISHED MTL. GUTTER EXPOSED PROFILE TO MATCH TXIST STRAPS & FASTENERS @ 24'' O.C. 2 X RIM JOIST, TYP n'- 6" FULLY ADHERED EPDM ROOF MEMBRANE COVERBOARD TAPERED |NSUL. (1/4" PER FT. SLOPE) 1/2" P:YWD. SHEATHTNG - PAINT EXPOSID SURFACES JX4ROOFJOISTS@24" 0.c. 2X4BLOCKINGEA. SIDE OF WALL, TYP. CEDAR SIDING TO MATCH EXIST. OVER BUILDING WRAP CONT. LAP SIALANT MEMBRANI FLASHING SEAM FASTENERS @ EA. JOIST EXIST. MTL. GUTTER - CUT & REMOVE AT NEW ROOF & PROVIDE END CAPS FULLY ADHERED EPDM ROOF MEMBRANE IXIST. STANDING SEAM MTL. ROOFING TO REMAIN EXIST. TRUSSES @ 24'' O.C. TO REMAIN, TYP. 2 X 6,5 CENTERED ON TOP OF EA. NIW ROOF JOIST SX4ROOFJOISTS@24" 0.c. 1/2" ROucH-SAlrvN PLYWD. BITWEEN JOISTS (SECURET0lX6',S) CUT & REMOVE PORTION OF EXIST. lXTRIM&FASCIA AT TA. NEW ROOF JOIST Port Townsend - Typical Eave Detail COVIRBOARD TAPERED INSUL. (l/4" PER FT. SLOPE) 1/2" PLYWD. SHEATHTNG - PAINT IXPOSED SURFACES Port Townsend Roof/Fascia Detail 0 8',16" SCALE: 1. I /?' ' = l' -A' ' BI"D O7 - 0 g g 8',0 SCALE' 1. I/?' ' = lt -O' t 8',I Ib 41.8 SHEETS t2 OF 43 A1.8 PRIilCIPI.I. IRCNIIECI: LANE 01/07 l[GroN N0. r0 lslAlt: rvASH PROTCIANCflIITCI: INGHAI'ouoT oRAIfl 8Y:INGIIAI'04/o7 ntuErt0 8Y:LANE 04/o7 FEOEMI. AID PROICI I{0,POST EFS PORT TOWNSEND KEYSTONE PROJECT fCR NO: ls SurrT gY:0ts6il N0: DATE REMSION 8Y DATE CONTRACI & 38r2 OF WASHINGTON Schreiber Starling & Lane REGISTEREO ARCHITECT F; .\=" ARC H ITECTS Woshington Stote Deportment of Tronsportotion WASHINGTON STATE FERRIES ^-tw Port Townsend - Roof Detoils + /- 42" A.F .F. fiLrcN wfrxtsi cunnonMs) CONT. DRIP EA. SIDE (o coNT. 2 x B cEDAR cee w/ /+" SLOPED TOP & /4'' RAD. TOP CORNERS CONT. PRE-FINISHED MTL. CAP FLASHTNG W/ DR|P EDGE, TYP. SIDING TO MATCH TXIST OVIR BUILDING WRAP j" eLvwooo ovER 2 x 4 sruDs @ 24" 0.C. GALV. POST PER STRUCI. CONT. PRE-FINISHTD MTL. FLASHING CONT. 2 X 6 CEDAR IRIM BOARD 2X4TREATEDSILL EXIST. TRUSSES @ 24'' O.C. TO REMAIN, TYP. J X 4 ROOF JOISTS @ 24" O.C. COPE TO FIT AT WF 2 X 6'5 CENTERED ON TOP OF EA. NEW ROOF JOIST 1/2" RoUGH-SAWN PLYWD. BETWEEN JOISTS (sEcuRET01X6'5) BEAM PER STRUCTURAL Port Townsend - Beam Detail c\ TXIST. WOOD BEAM BLOCKING BETWEEN JOISTS PIR STRUCTURAL BTAM SUPPORT PER STRUCTURAL EXIST. WD. POST BTYOND l-tc..r LO NEW CONC. FOUNDATION PER STRUCT. Nt\lJ 4" coNC. RAMP. - REMOVE EXIST. AS NEC SAND FILL PER STRUCT. EXIST. PRE-CAST CONC. STRUCT. 1 -0" NEW 4" CONC. SIDEWALK - REMOVT EXIST. AS NEC. Port Townsend - Partial Ht. Wall Detail II08"IO 0 8', SCALE, I l/?" = It -Ot ' t6' sg.E g7 - 0 I B 41.9 IJ OF 13 SHEETS @@ o o A A AEXIST. +/- 6",r*t -_ )uz" fXpRNStOt't JOINT MAT., TYP PRINCIPT{- IRCHIIECI: UANE 04/o7 Rtcior{ K}. r0 SIAIE: Y$SH PROJTCTANCHIECI: ING'.IAM o1/07 DRIT/II 8Y:INGHAT 04/o7 RtYItUto BY: LANE 04/o7 'IDEBII. AID PROJECT ilo.POST EFS PORT TOWNSEND / KEYSTONE PROJECT FCR M): AS SUIII BY:DTSIGN IO: DATE REMSION BY DATE COTIIRICI I{O: Woshington Stote Deportment of Tronsportotion WASHINGTON STATE FERRIES sBt2Schreiber Starling & Lane STAIE OF WASHINGTON ^-.REGISTERED ARCHITECT run,-\=- ARC H ITECTS 1221 EsrPile SL Port Townsend - Roof & Wotl Detoils SCALE, I I/?"= 1'-0" 2. Rolling Gate General Notes TUBING USED FOR THE GATE SHALL BE GRADE 6061 ALUMINUM, HEAT TREATABLE. TOP RAILS AND BOTTOM CHANNEL SHALL BE SYMMETRICAL AND FREI OF STRESS CRACKS AFTER RESHAPING ALL FASTENIRS SHALL BE STAINLTSS STEEL AND WHTRE STEEL IS FASTTNED TO ALUMINUM, SHALT BE DIELECTRICALLY INSULATED FROM DIRECT CONTACT FROM ALUMINUM. NUTS SHALL BE STLF LOCKING TYPE. MYCARTA FLAT WASHER SHALL BE UTILIZED TO AID IN THT DIELECTRICAL INSULATING PROCESS. CASTER SHALL BE DIALECTRICALLY INSULATED FROM THT GATI. APPLY HEAT SHRINKABLE SLEEVES TO THE SHANK OF ALL BOLTS. ALL WELDING SHALL BE CONTINUOUS TO PREVENT INTRUSION OF MOISTURE AND DTBRIS. ACCURACY AND EASE OF OPERATION SHALL BE VERIFIED BY WSF BEFORE ACCEPTANCE OF THE NEW GATE IS GIVEN. THE CONTRACTOR SHALL PAY ALL COSTS ASSOCIATED WTH ACHIEVING PROPER OPERATION OF ROLLING GATE. ALL CORNERS AND EDGES SHALL BE GROUND SMOOTH AND DEBURRED TO PREVENT INJURY TO PASSENGERS AND PERSONNEL. WILD SPATTER SHALL BE REMOVED PRIOR TO COATING. CASiERS FOR THE ROLLING GATI SHALL BI MCMASTER-CARR TYPE 3N6 STAINLESS STEEL RIGID cASIER, cATALoG NUMBER 2J815T5 0R AppRovED EQUAL (i) EAcH ptR GATE SEGMENT. Gate Elevation Port Townsend L! e.LiJ oJtdt- c{sf I + 10'-J" TOP OF PAVING TOP RAIL TO BE FABRICATED FROM 2 /2" DtA. STD ALUMINUM TUBING, FLATTTNED TO 2'' TO THE SHAPE OF A FLAI OVAL t/4" DtA. u-BoLT & HTAVY-DUTY PAD-LOCK HASP- IVELD TO GATE & POST. GATE LoCKlNc POST - 3 1/2" x 3 1/2"X 1/4" GALV. TS POST l^,/ 1/4" TOP CAP - PATNT (SEE 1/Al.ll) 2 /z' ALUMINUM PlPt- J PLACES, TYP. I'' DIA. ALUMINUM PIPE, TYP.5. 4. 5. 6. .-EXISTING CURB & RAILING TO REMAIN 1/2" x7 1/2" xI 1/2" sTEtL BASE PLATE W/ (4) 3/4" EXPANS|0N ANCHORS (srt r/nr.rr; ??,0 4 SCALE' l" = ?'-O" 8 SPACES @ 6" 0.C. = 4'-0"8 SPACES @ 6" 0.C.ol"4'-0"oi"6"6 l0l'4'- 3"4'-3"t0i" A1^10 BI.no7-0gs 41.10 l4 OF 4J SHEETS PRll,lClP& TRCfiIECI: LANE 04/ol RTGON NO. IO SIll€: w SH PR0JECI ARCHIIECI: tNGHAil 04/o7 DRAUIi 8Y:BERNFETD 01/07 REvltYlED 8Y: |-ANE 01/o7 FEo[Rll A'0 PROltCl N0.POST EFS PORT TOWNSEND / KTYSTONE PROJECT FCR NO f,s SurLI 8Y:DESIGN IIO: OATE REVISION BY DATE cor{IRAcI {o 3Er 2 Schreiber Starlinq & LanE STATE OF RECISTEREO ARCHITECT *P ARCHIlECTS l22l kPik€Si Woshington Stote Deportment of Tronsportotion WASHINGTON STATE FERRIES ^-. -frutt Port Townsen - Rolling Gote Elevotion __l a( @ (@ l-- L STTEL POST PER STRUCT. BELOW 6i" T r/4" PLATE STDES - WELD T0 TOP & BOTTOM GUIDE ROLLER SUPPORTS - PROVIDE OPENINGS FOR GATT GUARDRAILS) 1/4" BENT PLATT GATE GUTDE TYP. OF 2 1/4" PtArE S|DES, TYP GUIDE ROLLERS, TYP r/4" BENT PLATT LoWER GUtDt ROLLER SUPPORT - WELD TO FACE OF TS POSTPlon @ Gote Guide (WITH ctNTER B0LT & RUBBER c0v[R) 2 X 4 STUD BOLIED TO GALV POST PER STRUCT. ALUMTNUM GATE PER 1/1.10 TYP. PARTIAL HT. WALL - SEE STEEL POST PER STRUCT t--FACE OF EXISTING CONC. CURB r lrlt2 ALUMTNUM CHANNTL (5 x 2 1/2) McMASTER-CARR TYPE 316 STAINLESS STEEL RIGID CASTER, 4'' X 2,,, RUBBER WHEEL, PLAIN BEARING WELDED TO VERTICAL GATE MEMBERS1/2" cALv. STEEL BASE PLATI tr) O)31/2"x31/2"x1/4" GALV. TS POST 3/4" EXPANS|0N ANCHORS ltil NON-SHRINK GROUT LEVELING BASE Plon @ Gote Lockinq Post Bose NEW CONC. SIDEWALK _ REMOVE EXIST PAVERS & SAND BED AS NEC.T. PRE-CAST CONC. STRUCT Port Townsend - Rolling Gate Detail 0 8 + A A A 4 A A L __l '€ :,i 41. 11 8" SCALE' I 1/?"= l'-O" 16" s["0 a7 - 0 g B PRINCFA. TICHIIECI: LANE NO. l0 usH PROJTCI ANCHITECI: oR^f,t{ 8Y:BERNFELO 41.11 RIVIE9TO BY: AID PRO]ECI tIO.POST TFS PORT TOWNSEND KEYSTONE PROJECT fCR NO: AS SUILI 81:DtsrcN N0: DATE REVISION 8Y DATE COT{TRAC] NO: 381 2Schreiber Starlino & LanE REGISTERED ARCHITECT .\2" B.LANE ARCAITECTS OF Y9ASHINGTON Woshington Stote Deportment of Tronsportotion WASHINGTON STATE FERRIES ^-,w Port Townsend - Rolling Gote Detoils t5 OF 4J SHEETS REMOVE EXIST. CHAIN BACK TO NEAREST BOLLARD REMOVE EXIST. WOOD BOLLARD & REPAIR CONC. TO MATCH EXISTING EXIST. EXP JOINT EXIST. CURB 5',- 4'-6" WDI ALUM. GATE ii, 1ir -iliri.illl--jjil .1 DOOR TO BE LOCKED DURING CONSTRUCTION EXIST. TICKET KIOSK TO REMAIN, TYP 'U,,irtg f/er: tZ.IO lJIJ l./)xTJ = =-C-)z.L!m LLo \ SIE EA. SIDE \ -- OF GATE SIM GALV, STL. POST. PER STRUCT., TYP REMOVE & RELOCATE EXIST. BENCH - REPAIR SLAB AS NEC. EXIST. WASTE CONTAINER SCREEN WALLS TO REMAIN ( EXIST. POST TO REMAIN z.C) J 30" pRE-CAST C0NCRETE SPLASH BL0CK (By MoDERN PRE_CAST, tNC. (801) 466-1374 0R EQUAL) coL0R = coNC. GRAy. ryp. (2) L0cATroNS (Jz. c> C-) lt) =tr, NEW UNDERGROUND UTILITIES PER ELECIRICAL lneenox.- Ldcnlor,r) EXIST. ROOF LINE ABOVE SAW-CUT & REMOVE EXIST. CONC. SLAB AS NEC. TO INSIALL NEW FOOTING - PATCH/REPAIR SHEAR WALL PER STRUCT. NEW CONC. SLAB - FINISH TO MATCH TXIST EDGE OF EXIST. CONC. SLAB NEW 3'' DIA. PRE_FINISHED METAL DOW\SPOUT & JO'' PRTCAST CONCRETI SPLASH BLOCK, TYP. TS EXTST. +/- 6'-0" H. SCRTEN WALL TO REMAIN ll I I I Isl I c! l- BUTLD|NG ENTRANCE / EXtT DURING CONSTRUCIION SEE SEE ENLARGED pLAN __-l Y -7 Partial Floor Plan Keystone Fe rry Terminal Nf F I DOOR TO BE LOCKED DURING CONSTRUCTION I I04 sln0?-098 I anPKey _J 42.1 t6 OF 4J SHEETS I j--i EXIST. UTILITY VAULT TO REMAIN CANE BOLT BASE z.(, = 1 7 O I M)IJ o I r-) L ._. -t RELOCATED BENCH -REPAIR & REPAINT NEW PARTIAL HT WALL (J'-21 H.)NEW2x6wALL I (SHEAR WALL PER I SAW-CUT & REMOVE EXIST. SOG & REPLACE WTH NEW )tr-E STRUCT.) /- J'-0" HIGH _ SEE 0.F.c.r. TtcKET SCANNING t! F\I / REMOVT EXIST,/RILOCATE EDUCATI DISPLAY. REPAIR TURNSTILI, 2 iYP 0.F.c.t. ADA c\,1 D BENCH t/+I GATE t---l _l I I J/ 7 EDGE 0F qxlsT I OWER &DA TA CONDUI T I IN WALL TO BEI-OWlLSLAB.ON-GRADE W1 SHEAR WALL PER W STRUCT 1t- -t_-__ 1 NEW ALUMINUM NEW ROOF LINE E0.EQ. +/- 22'-6" FTELD VERtFy PRltlClPA ^RCHmCI: LANE 01/07 REGToN iro. l0 SIIIE: wASH PROJECITRCHIT€CI: INGHAT 04/o7 0Rrllll fi:EERNFELD 04/07 R[vlEtrtD 8Y: LANE 04/o7 FtDtRl[ A0 PRoJtcr flo. FCR ilO POST KEYS tFS PORT TOWNSEND / TONE PROJECT A5 8UII.I BY:DES6N IIO: DAlE REVISION BY DJqTE CONIRACT NO 381 2 STATE OF Schreiber Starling & Lane REGISTERED ARCHITECI .\="nARCHITECTS Woshington Stote Deportment of Tronsportotion WASHINGTON STATE FERRIES ^-. - un, Keptone - Portiol Floor plon 4', SCALE: L''= 4' -O'' 8', EXISTING ROOF TEMPORARY TRUCTION FENCING EXTERIOR FACE OF WALL BELOW .6€3 =,naH-r!-- Lr)VJ-9urSE- ==5"- sE E"-o E9 5= ====zsU.--*di oz. =(,/) =trJ PRE-FINISHED METAL GUTTER. PROFILE TO MATCH EXIST., TYP. REMOVE EXIST. GUTTER AS NEC. IO ALLOW INSTALLATION OF NEW CONSTRUCTION WOOD SHINGLES TO MATCH EXIST. OVER ICE & WATER SHIELD DOWNSPOUT NEW ROOF LINE EXIST. SCREEN WALL BELOW NIW WALL BELOW DOW\SPOUT NEW SCREEN WALL BELOW 24" X 4B'' REMOVABLE SECTION OF PLYWOOD CEILING BELOW - COORDINA LocATtoN W/ TRUSSES & ELECTRTCAL TT Roof Plan - Ke ystone Ferry Terminal N+8',8 t6' s!.0 07 - 0 I I 42.2 t7 OF 4J SHEEIS REMOVE TXIST. SHINGLES & BUILDING P I W LD & SHIICE & WA -t REMOVE I :c! I + TO MA EXISTING EXISTING RIDGE SHTNGLES & REPLACE W/ NEW ICE & rlt/ATER SHEILD & SHINGLES TO MATCH EXISTING NEW PRE-FINISHED METAL VALLEY FLASHING I -_l l T---t L- RIDGE G SHINGLES TO REM u.N.0. il lt FRIICIPT'I ARCHIIECI: LANE 01/07 ntooil N0. r0 SIAIET IASH PNOJECTARCHIECI: INCHAI,04/o7 0RAUI{ gY:SERNFELO 04/o? RIVIITTD BY:I.ANE 01/o7 ttDtur AD PRGttCr !t0.POST EFS PORT TOWNSEN KEYSTONE PROJECT D FCR I.IO: IS EUILI 8Y:otSrGr{ N0: DATE REVISION BY DATE COT.ITRICI NO; 5Er 2 PHILLIP B. OF WASHINGTOI{ Schreiber Starling & Lane {P t.[".t4 REGISTERED ARCHITECT ARCHITECTS l22t bnftkest Woshington Stote Deportment of Tronsportotion WASH]NGTON STATE FERRIES -. - un, Keptone - Roof Plon SCALI' l" = 8'-0" 12'' SQUARE LOUVTR _ SEE NTW ROOF CONSTRUCTION _ WOOD SHINGLES OVTR ICE & WATER SHIELD OVER PLYWD. SHIATHING ON WOOD SCISSOR TRUSSES 2 X B CEDAR RAKE BOARDS TO MATCH EXIST. - PAINT I X 2 CEDAR TRIM _ PAINT, TYP NEW ALUM. WNDOWS NEW CONC. FOOTING & FOUNDATION 2 X 6 CEDAR SILL BOARD _ PAINT I X 2 CEDAR BATTENS @ 6" O.C. OVER ROUGH-SAWN PLYWD. _ PAINT 30,' PRE-CAST CONCRETE SPLASH BL0CI( (BY MODERN PRE-CAST, INC. (801) 466-1374 0R EOUAL) C0L0R = C0NC. GRAY. rYP. (2) LOCATIONS PAINT NEW EXPOSED ELEC. CONDUITS & J-BOXES IO MATCH EXISTING ADJACENT WALL EXIST. WOOD SHINGLES - RIMOVE AS NEC. AT NEW ROOF Li L___l EXTST. +/- 6'-0" H. SCREEN WALL T0 REMATN sl.p 07 - 0 I I CIDAR TRIM ALL AROUND WNDOW - PAINT, TYP WOOD SCREEN WALL +/-J'-0" HIGH EXIST. WASTE CONTAINER SCREEN WALLS TO REMAIN I L_ I J I L_I t_*J L--J i*t South Elevation - Keystone Ferry Terminal 4'0 4 8', A2.3 t8 OF 1J SHE€IS BOTTOM OF TRUSS BEYOND PRE-FINISHED METAL GUTTER - PROFILE TO tt tt MATCH PRE-FINISHED METAL 3'' DIA DOWNSPOUT 1 X 3 CORNIR TRIM - PAINT, PRINCIPA IRCHIIECI: L{NE 04/o7 RtcoN No. ro lsrr€: msn PROITCITRCHIIECI: INGHAII 04/o7 ()RAWI{ BY:BERNFELD 04/o7 RivrEsto 8Y: LANE 04/07 fEotRAt Ato PRoltcI flo.POST EFS PORT TOWNSEND KEYSTONE PROJECT FCR NO AS 8UII.I BI:OtSlGN NOr DATE REVISION BY DATE CONTRICI NO: 38r2 OF WASHINGION REGISTERED ARCHITECT sP ARCHITECTS Schreiber Starling & Lane Woshington Stote Deportment of Tronsportotion WASHINGTON STATE FERRIES ^-. -rutt Keptone - South Elevotion SCALE' I" = 4' -O" EXIST. WOOD SHINGLES - REMOVT AS NEC. AT NEW ROOF. SEE ROOF PLAN FOR EXTENT NEW PRE-FINISHED METAL VALLEY FLASHING NEW ROOF CONSTRUCTION - WOOD SHINGLES OVER ICi & WATER SHIELD OVER PLYWD. SHEATHING ON WOOD SCISSOR TRUSSES PRE-FINISHED METAL GUTTER. PROFILE TO MATCH EXISTING, TYP 3" DIA. PRE-FINISHED METAL DOWNSPOUT END OF NEW WALL - 1 X CEDAR TRIM EXIST. WASTE CONTAINER SCRTEN WALLS TO REMAIN NEW 3'HIGH SCREEN WALL EXIST. WOOD SIDING, TYP EXIST. WNDOW, TYP West Elevation - Keystone Ferry Terminal 4',8', NIW 4'-6,' WDE ALUM. SWNGING GATE. SEE SIM. 04 smaT-098 42.+ SHEETS t9 OF 4J NEW2X6WALL REMOVE EXIST. GUTTER @ NEW ROOF ColrirnucrroN OPEN CUT & REMOVE PORTION OF EXIST. RAKE BOARD Fi-*-l--:il--!f--- PRINCFAL mCHIIICT: LANE 01/o7 ItGPil N0. l0 lSIAlt: IASH PRN€CTARCIIITEC': |NGHAT 01/07 oR^rfl gY:BERNFELO 04/o7 REvlttto 8r: IANE 01/07 FTDERA. TD PROJTCI IIO POST EFS PORT TOWNSEND / KEYSTONE PROJECT fCR NO: N EUIII 8Y:Otsr0u N0: DATE REVISION BY DAT[corrRlcT No 38r 2 0F wAst{ll{cToN Schreiber Sta rl ino & LanE REGISTERED ARCHIIECT *\Fr"F B. ARCHITECTS Woshington Stote Deportment of Tronsportotion WASHINGTON STATE FERRIES ^-.nun, Keystone - West Elevotion SCALE' I''= 4' -Ot t WOOD SHINGLES OVIR ICE & WATER SHIELD OVER PLYWD. SHEAIHING OVER WOOD SCISSOR TRUSSES @ 24" 0.C. 2XSFLYRAFTER I NEW WALL CONST. T0 ALtcN W/ EDGE OF EXISTING EAVE EXTEND IO UNDER SIDE OF NEW ROOF CONST. (r x 2 BATTTNS ovER PLywD. SIDING OVER 2 X 4 STUDS @ 16'' 0 c.) EXPANSION JOINT MATTRIAL CUT & REMOVE 6" WDE SECTION OF IXISTING ROOF SHEATHING FOR LENGHT OF NEW SOFFIT. DO NOT CUT INTO TXISTING TRUSSES. Btr'"iD0?*0gg 2X4L00K0UTS@24"0.C coNT. vtNT W/ TNSECT SCRETN 9'-1" A.F.F 1/2" RoUGH=SAtiltN PIYlt{D, 2X6STUDS@12''O.C NEW CONCRETE FOUNDATIONS EXISTING GRAVEL SURFACE - REMOVE & REPLACE AS NEC. FOR NEW FOOTINGS NISH FLOOR I Typical Section Keystone 1X3 CEDAR TRIM New &" TONGUE AND GROovE PLYWD. SOFFIT ON 2 X 4'S @ 24'' O.C. _ PAINT NEW WALL BEYOND - PAINT (1 x 2 BATTENS @ 6" o.c. ovtR |" eLvwo. oN 2 x 6 sTUDS @ 12" o.c.) EXIST. WALL TO REMAIN RELOCATED BENCH - REPAIR & PAINT EXIST. ROOF TO RTMAIN - REMOVE SHINGLES AS NEC. REFER To RooF PLAN (A2.2) FoR I XTEN T 24" X 48,, REMOVABLE ACCESS PANEL - SEE ROOF PLAN FOR APPROX. LOCATION ,U" RoucH-sAvriN PLYWD. cflLlNG OVER TRUSSTS - PAINT LIGHTING PER EII.[C. - LOCAII CONDUIT ABOVI CEILING, TYP ALUMINUM SLIDING WNDOW EDGE OF EXISTII{G CONCRETE SLAB \ / PRlNClPr,[ AnCHIIECI: UANE 04/07 ItGroN N0. t0 SIArt: WASH PROJIC'ARCII'TECT: INGHAM 04/07 DRAUIT BY:BERNFELO 04/07 REvlEYlEo B/: LANE 04/07 Ft0tRrr a0 PRojtct ilo.POST tFS PORT TOWNSEND / KEYSTONE PROJECT fCR NO: AS EUILT 8Y:OESIGN NO: DATE REVISION BY OATE CON]RACT NO: Schreiber Starling & Lane {p ARCHITECTS 1221 6i Pike Si SuiteNumbr2@ $afile. wA96122 38t2 OF WASI{INGTOH REGISTERED ARCHITECT "F Woshington Stote Deportment of Tronsportotion WASHINGTON STATE FERRIES ^-.w Kelnstone - Woll Section ? SCALI' 1.' ' = ?' -Ot t 4 A2.5 c0 42.5 20 OF 4J SHEETS 6" STUDS @ 12" 0.C. RABBIT 2 X TRIM TO FII AROUND FLASHING & CONC., TYP. BOTH SIDES OF WALL FINISH GRADE z. (o I X 2 CTDAR BATTENS @ 6" 0.c. Yz" R0UGH-sAwN plywooD BUILDING WRAP OVER STUDS ANCHOR BOLTS PER STRUCT 2 X 6 CEDAR TRIM BOARD, TYP. BOTH SIDES OF WALL SX6TREATEDSILL U.N.O. SEE STRUCT. SEALANT CONTINUOUS PRE-FINISHED METAL FLASHING EXIST. CONCRETE SLAB-ON-GRADE ,4" EXPANS|ON J0INT NEW CONCRETE FOOTING PER STRUCT Keystone Foundation smaT-099 o SCALE, I 1./?' ' = L' -O' ' 88"16. A2.6 21 OF 4J SHEETS 2A A A A A 4 I A A2.6 PRINCPTL ARCHIIECIi L N€01/o7 REGOII tl0. l0 ISIAII: YlAEtl PR0JICI IRCHIECI: |NGH r,l 04/07 oilm gr:BERNFELO 04/o7 R€VlEllEo BY: |jNE 04/o7 F[D[RlL Ar0 PROJTCI r{O.POST EFS PORT TOWNSEND / KEYSTONE PROJECT FCR I{O: ls Eurrl 8t:otsrofl r{o OATE REVISION BY DATE CoIIIRTCT NO Schreiber Starlinq & LanE {p ARCHITECTS Woshington Stote Deportment of Tronsportotion WASHINGTON STATE FERRIES 5Er 2 OF WASHIIIGTON ^-.REGISTERED ARCHITECT qrutt 1221 b*F*e Si Keptone - Foundotion Detoil CONT. DRIP, TYP. EA. SIDE 2X 1 /4" RAD. 8 CEDAR CAP W/ SLOPED IOP &.'1/4'' @ TOP CORNERS, 1 /2" OVER ROUGH-SAWN PLYWD CEDAR2X4STUDS @ 24" 0.C., TYP. ALIGN W INSIDE F OF WALL lX2CEDARBATTENS @ 6" 0.c. CEDARlX6TYP.EA.SIDE EXIST. GRADE 3/4" CHAMFER @ EXPOSED EDGES, TYP. CONC. PIER, TYP. EQ.EQ 12" SQ. Keystone - Wood Railing/ Partial Height Wall Detail CIDAR2X4TOPPLATE GAVL. STEIL POST PER STRUCT CEDAR2X4SILL 1/2" EXP. J0|NT MAT EXIST. SLAB ON GRADE TO RIMAIN, TYP. SAW-CUT & REMOVE TXIST. SLAB ON GRADE AS NEC. AT SIM. CENTER POST ON PIER UNLESS NOTED OTHERWSE KEYED FIBERGLASS LATCHw/ 0PERATI0N FR0M 2 STDES(2r LoKK-LATCH pRol oR EQUAL) 18'' FIBERGLASS CANE BOLT W/ BASE PLATE (LoKK-BoLT 2t-LB1BX w/ 2I-LBBPBC On eOuru) KEY TO MATCH LATCH' LOCATE BASE PLATE TO STCURE GATE @ 90 DEG. OPEN 2'' X J,' Xw/ ALUM. THRU. BOLT TO POST / tugt 1 /8" END CAPS ALUM CEDAR2X4SECURED TO TS POST 2 X B CEDAR CAP ABOVE IX2CEDARBATTTNS @ 6" 0.c. 1 /2" OVER a =t! -C) o Ii. I + I 2"X3"X1/8 cnrt rRaMr, ,, ALUM. TYP i 1/2" x 1/2" BARS @ 6" ALUM. 0.c. (3) 4" ALUM. HTNGES WELD TO TUBES ROUGH-SAWN PL 2X4STUDS@ STEEL POST PER STRUCTURAL 2XSCEDARTRIM-RABBET TO FIT OVER PLYWD. B$.0 A7 - 0 g g TYP0.c. YWD 24" € Keystone - Gate Detail oldin t6'0 8',I 0 8 42.7 22 OF 4J SHEETS J I I I L I J I 4l _.1 A A A AA !_ A2.7 PRIIICIPA ARCHIECI: LANE o4/o7 ?tcoN N0. l0 Sl^lt: flASH PROTCT tROlmCI: tNGroil o1/o7 DR^tr{ sf:INCHAII o1/o7 REvlEYlto 8Y: LANE 01/07 rtotul dD Pf,o,EcI ilo. FCR NO T EFS PORT TOWNSIND / KEYSTONE PROJECT POS A5 8IJILT Bf:OtsrGfl N0: DATE REVISION 8Y DAlE cor,rTMcl ilo 3Er 2 OF WASI{INGTON Schreiber Starlino & LanE *=" ARCHIIECfS REGISTERED ARCHITECT l22l E.*P*eS! Woshington Stote Deportment of Tronsportotion WASHINGTON STATE FERRIES ^-. - un, Keptone -Screen Wotl & Gote Detoils 8', SCALE: I I/?''= L' -O'' to SCALE' I I/?"= 1.'-O" 2,' TYP o_ 6'-0"J'-0" Z" PLYWO0D stDtNG OVER BUILDING WRAP I X 2 BATTEN CONTINUOUS METAL FLASHING 2 X J RS CTDAR TRIM SEALANT ALUMINUM SLIDING WNDOW WITH NAILING FLANGE )4" tErrrprREo cLlss A. Heod I X 2 BATTEN 2 X 3 RS CEDAR TRIM SEALANT B. Jomb SEALANT WOOD SILL - MATCH EXISTING TOP OF SILL '-6" A.F.F 1 X J RS CEDAR TRIM C SIII ALUMINUM SLIDING WNDOU TYP. GLASS TYPE G1 c! Ir) Ic\ I M) ALUMINUM FIXED WNDOW GLASS TYPE GI 4 X HEADER PER STRUCT ,%" PLYWOoD 1 X 3 RS CEDAR TRIM 1 X 6 RS CEDAR LINER J4" .torNT w/ coNTtNuous SEALANT 2X6STUDS@12"0.C. 1 X 3 RS CEDAR TRIM lX6RSCEDAR )4" ,i0tNt w/ cONTtNU0us SEALANT j4" ,lotttT V coNTlNuous SEALANT 1 X RS CEDAR I X 4 RS CEDAR TRIM SILL PER STRUCT Keystone Window Elevations 440 SCALE' L''= 4' -O' t 8 5ftrfi a'b 6fia'tt' ' LfrilOb,T' l-ou/'*tt Keystone Window Details 8',8',0 SCALE, I I/?"= l'-O,,$r.,0 0? - 0 I I l6' 42.8 23 OF {J SHEETS A2.B A2.8 PRINCIP,J. ARCHIIECI: LANE 04/07 Rt6r0N N0. r0 lStArE: PASH PROJICTARCHIITCI: ING}IAM 01lol DRA${ gY:EERNFELD 01/o1 REvltBE0 8Y: LANE 04/o7 FtotRA A0 PROjICI n0. fm ilo POST EFS PORT TOWNSEND T KEYSTONE PROJECT AS SUILI 8rl oESGil rO: DATE REVISION BY DATE cor{lRrcl ilo 3E r2Schreiber Starlino & LanE REGISTERED ARCHITECT S=- OF 8. ARCHITECTS Woshington Stote Deportment of Tronsportotion WASHINGTON STATE FERRIES ^-.w Keptone - Window Elevotions & Detoils i. 2)(4BL0CKINGry(3) 2" DIA. HOLES, TYP. BTTWEEN 2X4L00K0UTS@24"0.C. PLYWD. SHEATHING ALL LOOKOUTS NEW WOOD SHINGLE OVER ICE & WATER SHIEI-D ON INSECT SCREEN 2'-0" 1/2" R0UGH-SA'ffi{ PLYWD X 2 CEDAR TRIM X 2 CESAR TRIM X 3 CEDAR TRIM 1 X 2 CEDAR BATTENS @ 6,, O.C, 1/2" RoUGH-SAWN PLYWD. OVER BLD'G. WRAP OVER 2 K 6 STUDS @ 12" 0.C. +- l'-4" ALIGN W/ EXtSr, 2X4BLOCK|NGr/t// (3) 2" DtA. HoLES, TYP 1/2" ROUGH-SAW\ T&GPL I X J CEDAR TRIM, TYP. BOTH SIDES ] X 2 CEDAR BATTENS @ 6" O.C. TYP. BOTH SIDES 2 X 4 CEDAR TRIM, TYP. GLUE-LAM BEAM PER STRUCT. 1/2" RoUGH-SAWN PLYWD. TYP 2 X 6 WALL BEYOND - PROVIDE 1 X CEDAR TRIM AT END 4 WOOD SHINGLES OVER ICI & WAIER SHIELD NEW PLYWD. SHEATHING OVER SCISSOR TRUSSES r/2" ROucH-sAwN PLYWD. NTW PRE-FINISHED MTL. EAVE FLASHING NEW PRE-FINISHED MTL. GUTTER w/ PRoFtLt T0 MATCH EXTST^ PROVIDE POSITIVE SLOPE TO D.S. STRAPS & FASTENIRS @ 24" O.C. 2 X B CEDAR FASCIA BOARD PRT-FINISHED MTL. DRIP FLASHING lX2CEDARTRIM 2XBCIDARRAKE BOARD \ J lX2CEDARTRIM INSECT SCREEN lX2CEDARTRIM Keystone - Typ. Rake Edge Keystone - Typical Eave Detail 8',o a" SCALI, L I/?''= 1.'-O'' t6"I 0 8', SCALE' I l/?"= l'-O', t6' BID07-098 42.9 24 OF 4J SHEETS A2.9 A2.9 PRltlclPr'L ARCHIIECI: UANE 01/o7 RtGloN N0. l0 ISIAIE: wASH PSOJECITRCHITECI: INGHAM 01/ot oRAwr{ 8Y:INOHAM 04/o7 R|ltllEo 8Y: LANE 01/07 FE0[M|- to PROttcT N0. fcR irc POST EFS I(EYSTONE PORT TOWNSEND / PROJECT AS Surtr gr: Dt5rGra !0: DATE REVISION BY OATE coilIm[t No 3Er2 OF WASHINCTON Schreiber Starlino & Lani REGISTEREO ARCHITECT €:" ARCHIT€CT5 1221 &iPik6Sr. Woshington Stote Deportment of Tronsportotion WASHINGTON STATE FERRIES ^-.w Keptone - Roof Detoils NEW WOOD SHINGLE OVER ICE & WATER SHIELD SEE ROOF PLAN FOR EXTENT NEW PLYWD. SHEATHING OVER NTW ROOF FRAMING NEW 18" WDE 24 GA. PRE-FINISHED MTL. VALLEY FLASHING LAP ENDS 6" MIN. & PROVIDE CLEATS @ 12'' O.C. IXIST. PLYWD. SHEATHING TO REMAIN EXIST, ROOF FRAMING @ 24" 0.C. T0 REMATN \ PRE-FINISHED MTL. FLASHING 12,' SQ. PRE-FINISHED ALUMINUM LOUVER W/ INSECI SCREEN CONT. SEALANT ALL AROUND PRE_FINISHED MTL. SILL FLASHING IXJCEDARTRIM ALL AROUND Keystone - Typ. Valley Flashin g 1/2'' ROUGH_SAWN PLYWD OVIR BLD'G. I4'RAP OVER 2X6STUDS@12"0.C. I X 2 CEDAR BATTENS @ 6" O.C. Keystone - Louver Detail 8',0 8" SCALI, 1 L/?"= I'-O'' 1b 8',0 8', SCALI, 1. l/?' ' = L' -O' , 16', nI.D a7 - 0 g s 42.10 25 OF 43 SHEETS A2.10 42.10 PnSfPlt rrlOIlECt: |jNE 01/01 Rtcolr lo. r0 lsr^tt; rrst Pi0l[d lllgiltcr; TNGHAM 04/o? ORll 8Y:INGMTI 04/07 ifvlfiO 8r: UNE 01/o7 ftDtRlt rD PnuEGr t(t tcn ro POST EFS PORT TOWNSEND / KEYSTONE PROJECT rs altl 8?:0t$L ro: DATE REVISION 8Y DATE coflRrgl s 3Et2 OF IVASIIINGTON Schreiber Starlino & LanE s?" B. ARCHITECTS REGISTEREO ARCHITECT 1221 €anPile St Woshington Stote Deportment of Tronsportotion WASHINGTON STATE FERRIES ^-. - un, Keystone - Roof & Louver Detoils "3+q o ol4 p :c jo Ng .i NooN d3q o o c.9 oo o o oo N; oENERAL gTRUCTURAL NOTE9 6ENERAL EUILDINO CODE, ALL MATERIALg, 'AORKMAN9HIP, DE9I6N, AND CONsTRU6TIONgHALL CONFORM TO THE DRAAIN63. SPECIFICATION3, AND THE INTERNATIONAL BUILDINo CODE (IBC),2OO3 EDITION, A5 AMENPED BY THE STATE OF AA9HIN6TON. gTANDARDS, REFERENCE TO AgTM AND OTHER STANPARDg SHALL MEAN THE LATEgT EDITION IN EFFECT ON THE BID DATE, UNLEg3 NOTED IN THESE DOOUUEN-1? OR DESIGNATED BY THE GOVERiNIN6 CODE. LOAD5 AND 6RITERIA 6RAVITY. IN ADDITION TO THE aELF iAEI6HT, THE FOLLOAINe }4ERE UgED FOR DEgI6N' UNIFORM CONoENTRATEP 5UPERIUPOSED LIVE LOAD LIVE LOAD DEAD LOADeefl K) F.r) ROOFS lo .9NOW DESIEN DATA' oROUND gNOA LOAD P 25 P3F DEFERRED gUBMITTALg. PRAhIIN6S AND CAL.OULATIONg FOR BIDDER DESIGNED oOMPONENTS, 5EALED BY THE AA9HIN6TON sTATE REGI9TERED PROFEgSIONAL ENoINEER RESPON5IBLE FOR THE DE3I6N,gHALL BE SUBMITTED FOR REVIEA OF eENERAL cONFORMANCE AITH THE DE3I6N OF THE BUILDING. DEFERRED sUBMITTALS INCLUDE, PREFABRIC ATED AOOD TRU93E9 gUBMITTALS OF BIODER-DE3IONEtr ITEM9 9HALL INcLUDE LOCATIONa, MAoNITUDES, AND DIRECTIONS OF ALL FORCE9 TRAN9FERRED TO THEgTRUCTURE. .-ALCULATIONg gUBMITTED FOR FIDDER-DEgIGNEP ITEM9 ARE FOR INFORMATION ONLY AND I^.IILL NOT BE APPROVEP OR RETURNEP. gPECIAL IN9PE6TION, FER 186 1EOTION1 I1O4 AND 1101, SHALL BE PERFORMEP BY A TESTIN9 AOENCY A.-.-EPTAB,LE TO THE BUILDINo OFFICIAL AND A3 OUTLINEDIN THE gTRUCTURAL INSPECTION ^CHEDULE. EXISTIN6 CONDITIONs. 6ONTRA6TOR 9HALL VERIFY ALL EXI9TIN6 DIMENSION9, MEMBER 9IZE5, AND CONDITION9 PRIOR TO COMMENCINe ANY AORK. ALL DIMENgIONg OF EXIsTINa .-ONSTRUCTION 5HOAN ON THE DRAAINoS ARE INTENDEDA3 oUIDELINES ONLY AND MUST BE VERIFIED. EXI9TIN6 oONDITIONS SHOI4N ONDRAAINoS ARE BASED EITHER ON SITE OB9ERVATION9, ORIeINAL DRAAIN69. OR AERE ASSUMED EAg,ED ON EXPECTED 6ONDITION9. IF EXISTINe C,ONDITIONS DO NOT CLOSELY MAT6H CONDITION9 9HOAN ON DRAAIN69, OR IF EXI9TING MATERIALS ARE OF AUEgTIONABLE OR 9UESTANDARD AUALITY, NOTIFY EN€,INEER PRIOR TO COMMENCINo ANY I,IORK. CONTRA6TOR-INITIATED CHAN6E9 SHALL BE 9UBMITTEP IN ARITIN' FOR APPROVAL AT LEAgT IO AORKINo DAY3 PRIOR TO FAB,F.;I.-ATION ANP CON5TR;U.-TION. 6HAN6E3 9HOAN ON 9HOP DRAAIN69 OR 9UBMITTALS ONLY AILL NOT gATISFY THIg REAUIREMENT. CONTRACTOR REgPONgIBILITIES, DRAAIN69 REPRESENT DE5I6N OF 9TRUCTURE IN COUPLETED FORM. .-ONTRA.-'IOR 9HALL BE RESPON9IBLE FOR UETHODS, 9EAUEN6E9, AND SAFEW PRE6AUTION9 REAUIRED TO PERFORM AORK. cONTRACTOR SHALL PROVIDE TEMPORARY SHORINo AND BRACINO OF ALLgTRUCTURAL MEMBERS, EXI9TING CONSTRUCTION, AND 1OIL EXCAVATION A9 REAUIRED. 9HORIN6 AND BRA6IN.., .=,HALL NOT BE REMOVED UNTIL ALL FINAL 6ONNE6TION9 HAVE BEEN COMPLETED IN ACCORPANoE AITH THE DRAAINOs, AND MATERIALg HAVE AcHIEVED DE3ION 5TREN6TH. gPECIFIOATIONg, REFERENCE 9TANDARD9, OR 6OVERNIN6. CODE, THE MORE 9TRIN6ENT RE@UIREMENT9 9HALL 6OVERN. .-ONTRACTOR SHALL NOTIFY THE ENoINEER OF DI3CREPANoIES AND OBTAIN DIREOTION PRIOR TO PR.OCEEDINO. THE eENERAL NOTEg ON INDIVIDUAL 9TRUCTURAL DRAAINE9 sHALL TAKE PRIORITY OVER gTRUCTURAL NOTE9 ON gHEETg 3O.I THRiOUOH 5O.5. NOTED DIMENgIONg TAKE PRECEDENCE OVER SCALED DIMEN9IONS. DO NOT SCALE DRAI^,I1N65. SPECIFICATIONS' REFER TO g?ECITEATIONS FOR INFORMATION IN ADDITION TO THEgE NOTEg AND DRAI4IN65. ARoHITECTURAL. REFER TO ARCHITECTURAL DRAAINaS FOR PLANg, ELEVATIONS,gLOPE5, DEPRE5gIONg, NON-BEARINc T{ALLg,FAaCIA, ELEVATORS, STAIR9, CU?B,S, PRAI N9, RAI L I N69, I^IATERPROOF I N6, F I NI 9HE5, ETC. OEOTE6.HNICAL SOIL 9TREN6TH3 SHALL COUPLY I,I{ITH IBC TABLE IOO4.2. SOIL BEARINe SURFAC.E3 ANP FILL gHALL BE IN9PE6TED BY THE .'.EOTECHNICAL ENGINEER OR AN APPROVED TE9TIN6 AOENCY. ^OIL 3HALL BE REPLAcED BY 9TRUCTURAL FILL I^{HEN ALLOAABLE BEARINo 9TREN6TH CANNOT BE A6HIEVED '^.IITH INSITU 3OIL. ALLOAABLE BEARINo PREggURE 2FOO P3F RENOVATION DEMOLITION, CONTRACTOR SHALL VERIFY ALL EXI5TIN.- CONDITION9 BEFORE COMMENCING ANY DEMOLITION. 9HORIN6 SHALL BE IN9TALLED TO aUPPORT EXI9TIN6 CONSTRUoTION A5 REAUIRED AND IN A MANNER SUITABLE TO THE AORKSEAUENCEg. EXI3TIN6 REINFORCIN9 SHALL BE aAVED AHERE POs1IBLE AND A5NOTED ON DRAAIN€3. 5AY{.CUT-IIN6, IF AND AHERE USED,aHALL NOT 6UTEXI9TIN6 REINFORoING THAT 19 TO BE gAVED. DEMOLITION DEBRI9 5HALL NOTBE ALLOAED TO DAUAEE OR OVERLOAD THE EXI9TIN6 9TRUCTURE. CONgTRU6TION LOADINe (IN6LUPIN. DEI-IOLITION DEBRIS) ON EXISTINo FLOOR 3Y3TEI"49 gHALL BE LIMITED TO I4O] P3F. ALL NEA OPENINGs THRiOUOH EXI9TIN6 AALL5. 3LAF,3, AND BEAM9 9HALLBE ACCOUPLI'HED BY 9A]ACUTTIN6 AHEREVER PO11IBLE. ALL NEI^.I OPENINoS SHALL BE SAI\CUT NEAT AND OLEAN; NO OVERCUTTINe AT OPENINo CORNERg SHALL BE ALLOI^IEP, UNLE3g NOTED OTHERAI9E. A3REAUIRED, CORE DRILL CORNERS AND 6HIP, 6RIND, OR CUT THE 6ORNER9 TO PROVIDE REAUIREP DIMEN9IONS. 2. CONTRACTOR 3HALL VERIFY ALL EXI9TINO .-ONDITION9 AND LOCATION OF MEMBERg PRIOR TO CIUTTINO ANY OPENIN69. 3. SMALL ROUNP OPENIN69 SHALL BE ACCOVPLIaHED BY CORE DRILLINe. MAgONRY RESTORATION, OF ALL EXTERIOR AALLS 9HALL BE A3 FOLLO!i|1gCRAPE ALL LOOaE ANP I^,IEAKENEP MORTAR OUT TO FULL DEPTH OF THEDETERIORATION. REMOVE AND REPLACE ANY LOO5E MASONRY UNIT3. 6HE6K FOFa LOO9E FACIN6 BRICK VENEER ANT2 TUoK-POINT ALL JOINT9 9OLID.REgroRATloN AND REPAIR 9HALL BE PERFOR\-1ED SucH THAT THE EXtglNO STRUCTURE 13 NOT AEAKENED OR LEFT UN9UPPORTED DURINo PROCE13 OF I4ORK.ALL EXTERIOR APPENDAOE', SUCH A9 FIRE E9CAPE3, COqNICE5, AND EYEBROI43,gHALL BE EVALUATED FOR 3TRUCTURAL INTEeRITY ANP THE CONDITION OFCONNECTION3 TO THE 9TRUCTURE. CONTRACTOR 9HALL NOTIFY ENoINEER A3 TOrHE FINDIN63. c,ONCRETE REFERENCE STANPARDg, OONoRETE AORK SHALL CONFORM TO ALL REdUIREMENTS OF THE FOLLO^.INO DOOUVIENT9, EXCEPT A5 UODIFIED BELO|A, ACI 3OI "STANDARD aPECIFIC.ATION9 FOR 9TRUCTURAL CONCRETE"ACI 3Ib ''BUILDIN6 CODE REAUIREMENT9 FOR 9TRU6TURAL CONcRETE"ACI ?O4 'EUIDE FOR MEA9URIN6, MIXIN6, TRANSPORTINo, AND PLACING 6ON6RETE'' ACI 3II '6UIDE FOR 6ON6RETE INSPEOTION" ACI 3P.I>X ''FIELD REFERENCE MANUAL" * A CO?Y SHALL BE KEPT IN THE .9ONTRA'-TOR'9 FIELD OFFICE AT ALL TIME5. BLD t)7 - 0 g g 20 I AIND DE9I6N DATA, BA?IC I^.IINP 9PEEP (?-gECOND OU1T) AINP IMPORTANOE FACTOR EXPOSURE CATEOORY INTERNAL PREggURE COEFFOIENT ocer EARTHAUAKE DE9I6N DATA, SEI5MIC I MPORTANCE F ACTOR SEISUIC U5E 6ROUP MAPPED SPECTRAL RESPONSE ACcELERATION SITE CLA99 SPECTRAL REgPONgE COEFF ICIENT3 SEISVIC DE9I6N CATEOORY B A9I C 3EI3V1I C.F ORCE-REgI 9TI N6 gYgTEM A(;CELERAT I ON 9ITE COEFF I .-IENT VELOCITY SITE COEFFIoIENT 9EI5IMI C REgPANgE COEFFI OIEN-T IJIODIFICATION FACTOR ANALYTIOAL PROCEDURE = b5 MIPH = I.O (OCOUPANOY AATEEORY II) - v = !O.55 ' PARTIALLY ENOLO1ED lE = l.o (ooCU" ANCY CATEa?RY II) 9ps = O.1b 1ot = O.1O BEARINe AALL 3YgTEM Fa = O.4O Fv = 2.4O Ce = O'12 R =b.5 In 9g = 1.26 3r = O.44 =Q = EQUIVALENT LATERAL FOROE ?ROCEDURE gHOP PRAAIN69 ANP gUBMITTALg SHALL BE SUBMITTED FOR REVIEA PRIOR TO FABRICATION OR oONSTRUCTION OF THEaE ITEM9. CONCRETE MIX DE9I6N EVBEDDED ITEMg IN OONCRETE OONCRETE REINFOROINO STRUCTURAL 1TEEL ..ONTRACTOR gHALL REVIEA AND 5TAMP gUBMITTALg PRIOR 10 aUB|,Ia3ION. IF 1HOP DR.A]AIN69 DIFFER FROM DE9I6N 5HO',TIN ON STRUCTURAL DRAAINO9, THEY 3HALL BE 9EALED BY -IHE AA9HIN6TON sTATE RE6I9TERED PROFE53IONAL ENoINEER REgPONgIBLE FOR THE DE3ION. DIMEN3IONs AND AUANTITIE5 ARE CONTRAC'IOR'3 REgPONSIBILITY ANP AILL NOT BE REVIEI^EP. CONTRACTOR SHALL BE REgPON3IBILE FOR ALL MATERIALS PLACED PRIOR TO RE.9EIPT OF REVIEAED sUBMITTAL9. CONTRACTOR gHALL ALLOA A MINIMUM OF IO AORKINo DAYS FOR REVIEI^,I. PRINCIPAL ENGINEER: S. KINSELLA N0. 10 SIA]E PROJECT E},IGINE[X: D. MARTIN DMI1N BY:G. MENDENHALL FEDERAL AO PROJEC] NO. REVIEY{EO 9Y:F. ROWSMNZAMIR s0.1WASHINGTON STATE FERRIES POST EFS PORT TOWNSEND / KEYSTONE PROJECT FCR Noi AS EUILT 8Y:DESIGN NO: DATE REVlatOT{BY DATE COI'IIRACT NO: i28 lJ4th Street S1l Sulte 200 tverett, Woshington 98204 Ph:425 741-J8& Reid iddleton APPROVED ALL 8E SHEETS OF THESE PI.ANS SHALL APPROVED BY THE AND STAMP ON T1]IS SHEET Washington State Department of Transportation WASHINGTON STATE FERRIES -, Eun, GENERAL STRUCTURAL NOTES OF SHEETS I: j ts!!o Y?o NoaN N ci =qqo @o @ .9 o6o 9@ NoN CONCRETE (.-.ONT) MATERIALg. CEMENTX AOEREOATES ADMIXTUREg XX FLY A9H A9TM ClrO, C5q5 A3Tt4 C33 A9Tl4 C260, C4q4 AND 6totl A3-II4 C619, CLA93 F OR C NON-gHRINK 6ROUT gHALL BE ''CON5TRUCTION OROUT" BY MA9TER BUILDERS, INC., OR APPROVED EAUAL, ANI) 9HALL BE MIXED AND PLAoEP IN ACCORPANCE IAITH MANUFACTURER'3 IN9TRUCTIONS. OROUT STRENoTH 9HALL BE AT LEAsT EdUAL TO THE MATERIAL ON AHICH IT 15 PLACED (?,OOA P3I MINIMUM). CON5TRUoTION JOINTg IN AALLg 3HALL BE KEYED IN A66ORDANCE AITH T-(PICAL oONSTRUcTION JOINT DETAIL3 9HOAN ON PRAAIN6g OR, AT .-ONTRA.-TOR'9 OPTION, SHALL BE AN INTENTIONALLY ROU€HENEP CON'TRUCTION JOINT PEFINED BY THE FOLLOI^{IN6. I. 5URFACE OF JOINT gHALL BE 9AND BLASTED OR ROU9HENED AITH A CHIPPING HAMMER TO EXPO1E A6.eR:E..9ATE EUBEDDED IN PREVIOUS POUR. 2. EXPO5ED AO'REOATE SHALL PROTRUDE I/4" MINIMUM. 3. JOINT gURFACE gHALL BE dLEANED AND LAITANCE REV'OVED 4. JOINT gHALL BE 4iiEITED AND sTANDIN6 AATER REMOVED IMMEDIATELY BEFORE NEA CONCRETE 19 PLACED. SUBI4IT oON9TRUCTION JOINT LAYOUT PLAN FOR REVIEA PRIOR TO PLACINO CONCRETE. cOOR INATION, 3EE ARcHITECTURAL r)RAAINGa FOR' LOCATION9 AND PIMENgIONg OF DOOR AND I^{INDOI^{ OPENIN69 IN CONcRETE AALLg. 3EE MECHANICAL DRAAIN69 FOR 1IZE ANP LO6ATION OF I4IS.-ELLANEOU1 MECHANICAL OPENIN6S THROUoH CONoRETE CONSTRUCTION. gEE gTRIPg, COLOR, TEXTURE, ANP OTHER FINI9H DETAILS AT EXPO)ED .9ON.-RETE aURFACE1, REINFORCEMENT REFERENCE gTANPARDg. CON6RETE REINFORCEMENT SHALL cONFORM TO ALL REAUIREMENT9 OF THE FOLLO]AIN.' CODE9, 1PECIFICATION5, AND gTANDART2s, EXCEPT A9 UODIFIED FIELO^I. ACI 3OI "5TANDARP SPECIFICATION5 FOR 3TRU6TURAL CONCRETE" ACI 1P-bb ''A6I DETAILINo MANUAL" ACI 3Ib ''BUILPIN6 CODE REAUIREMENTS FOR 1'TRUCTURAL 6ON6RETE"CRSI "PLA6IN6 REINFOR6INE E.AR'"CR?I ''MANUAL OF 5TANDARD PRACTICE" MgP-Ir..IRI 'AELDED AIRE FABRIC MANUAL OF sTANDARD PRAC-ilCE' MATERIALg, A9TU AbI5, ERADE bO A9TI4 A4q1 ,10 K3I YIELD A9TM A4qb, -75 K5I YIELD dONFORM TO CHAPTER 3, CR1I viaP-I REINFORCINo gTEEL gHALL BE PLACED AND 5UPPORTEP IN A66ORDAN6E AITH6R9I M5P-I. REINFORCIN9 STEEL 9HALL BE DETAILED IN ACCORDANCE AITH ACI9P-6b. NO BENDIN6 OR sTRAI6HTENING OF REINFORdEMENT I^.IILL BE PERMITTED AFTER PARTIAL EMBEPMENT IN CONCRETE. LAP ALL 6ONTINUOU9 REINFORCEMENT A MINIMUM OF 30 INdHEg. PROVIPE CORNER BARS AT ALL AALL AND FOOTINo INTER9ECTION9, LAP ADJACENTl/,AT3 oF rIELDED nlRE FABRIc A MINIMUM oF I cRoig ntRE gpAotNO + 2" oR b, I^HICHEVER 15 6REATER. AEL ING OR TACK AELDINo OF REINFOR6IN6 BAR3 19 PROHIBITED, EX(UEPT AHERE 1PECIFICALLY APPROVED. AHERE AELDING 19 APPROVED, IT 9HALL BE DONE BY AL^{{9/AAE,O CERTIFIED AELPERs U1INC EqOB ELECIRODE3, AELDING PROCEDURE3 SHALL COUPLY AITH AA5-DI.4, CONCRETE COVER, SHALL BE, 9LAB9 ON 6RADE AI9C AISCX An5 Dt.t RC5C UNLE55 NOTEP OTHERh{I5E, MINIMUM COVER FOR REINFOR6IN6 2" BOlTOt4 INTERIOR AALL FACE9 EXPOSED FORMEP AALL FACE5 FOOTtNOg 74 | /2" $5 ANp 9MALLER),2' (s6 AND LARGER) 3" (2" TOP ANP FORMED 9IDE3) AOCREEATEg THAT EXHIBIT DELETERIOU9 A.-TIVITY AHEN EVALUATEDIN ACCORPANCE AITH A5T\4 C33 APPENDIX XI 5HALL NOl BE U5ED.gAND EGUIVALENT FOR FINE ACEREOATE 3HALL NOT EXCEED 15. MAXIMUM LO99 oN l6NlTloN SHALL BE lVo. 6ONCRETE 3HALL BE PROPORTIONEP TO ACHIEVE A AORKABLE MIX THAT 6ANBE PLACED AITHOUT SEOR.EOATION OR EXCE3g FREE 9URFACE NATER. MIX DESloNg 9HALL BE SUBT4ITTED FoR REVIEA PRIoR To U3E. C2I'IPLY iAITH IBC SECTION 9O5, VIXES 3HALL MEET OR EXCEED THE FOLLO|^IN6 CRITERIA, ADMIXTUREg, ALL 6ON6RETE, I ON 6RADE, gHALL HAVE AATER-REPUCINO AD'./'IXTURiECOVPLYIN6 AITH AgTM C4q4 ADDED IN A.CORD ANCE IAITH MANUFAoTURER'g I NsTRU6T I ON5. C AL.-IUU CHLORIDE OTHER CHLORIDE ADMIXTUREg SHALL NOT BE U3ED. ALL HORIZONTAL gURFACES EXPOSED TO AEATHER sHALL CONTAIN AN AIR- ENTRAININo A6ENI COU"LYIN.9 AIIH AsTM O2bO. THE AMOUNT OF ENTRAINEP AIR 9HALL BE 5Vo +/- l-l/2Vo BY VoLUME lN A66ORDANCE nlTH TABILE 3 oF A9TM Cq4 FOR MODERATE EXPOsURE. TE9T3 FOR AIR CONTENT gHALL BE MADE AT THE DI9CHAR6E END OF THE PLA6IN6 HO9E IN AC--ORDANCE AITH AsTU Ct13. '/.IATER/6EMENT RATIO gHALL BE MEASURED BY IAEIGHT AND BE BA3ED ON TOTAL CEMENTITIOUS MATERIAL, INCLUDINo CEMENT AND POZZOLAN9 SUCH A9 FLY A5H AND sILICA FUME. MAxlt4I)U AO9REaATE glZE sHALL BE llz', BUr Nor MoRE THAN 3/4 Tlt 1E3 THE 6LEAR DI3TAN.-E BETAEEN REINFORCING B.AR9 NOR I/5 TIMEg THE NARROI^IEgT DIMENgION BETAEEN 3IDE9 OF FORM3. MAXIMUM AGORE9ATE 5IZE FOR 9LAB9 ON 6RAPE gHALL BE I/3 TIMES THE SLAB THI6KNE39. )LUI4P REAUIREP FOR PROPER PLACEMENT gHALL BE DETERMINEP BY .-ONTR.ACTOR AND SUPPLIER, ANP INdLUDED IN MIX T2E3I6N gUBMITTALg. FIELD MEAgURED gLUMP gHALL cONFORM TO SUBYITTED CONCRETE MIX DE5ION. gLUMP SHALL oONFORM TO A3TI4 Cq4, EI4BEDDED ITEM9' CONDUIT ANP SLEEVE9 SHALL NOT BE EMBEPPED IN OR PA99 THROUOH CONCRETE AITHOUT APPROVAL. ALUMINUM ITEMg SHALL NOT BE EVBEDDEP IN CONCRETE. SUBMIT oONDUIT LAYOUT ANP EMBEPDED ITEI'I PLANS FOR REVIEA PRIOR TO PLA--ING .-ON--RETE. INC., OR APPRO'./ED E@UAL, AND gHALL BE USED I4HERE NEA CONCRETE 13 PLACED A6AIN9T EXI9TIN6 CONCRE-TE. PLACE IN ACCORPAN6E AITH MANUFACTURER'g INgTRUCTIONS, INCLUPIN6 PREPARATION OF EXIsTING 5URFACE1, * ** REFERENCE 5TANDART2g. 3TRUCTURAL 5TEEL 9HALL CONFORM TO ALL REAUIREMENT3 OF THE FOLLOAIN.' DOCUUENT9, EXCEPT A9 I4ODIFIED F,ELO,|,, ,3PECIF I--ATION FOR 9TRU6TURAL 9TEEL BUI LDIN63'' ''CODE OF 5TANDARD PRAOTI'E FOR STEEL BUILDING9 AND BRID6E5'' "gTRUCTURAL AELDINo CODE - 9TEEL'',SPECIFICATION FOR sTRUCTURAL JOINT3 UaINO A325 OR A4qO BOLT9" X EXcEPTION. FIR9T 9ENTENCE OF 1ECTION 1.b.2 SHALL BE DELETED J STEEL MATERIALg. TYPE OF MEMBER AItTE FLANoES PLATEg, AN6LE9, CHANNEL9, AND ROPS gTRUCTURAL TUBES MACHINE BOLT1 (UB) AND THREADED ROD' 6ONNE6TION BOL-19 ASTM SPECIFIcATION Aqq2 A?b A5OO (ORADE B) A.301 A325 lA4qol YIELD 50 K9t 36 Kat 46 K3t DEFORMEI2 BARg DEFORI4ED AELDED AIRE DEFORI4ED BAR ANCHORg BAR gUPPORTS 6AMBER. ALL MEMBER9 9HALL BE ERE.-TED AITH NATURAL OR INPUCED OAMB,ERUPAARDg, UNLE33 NOTED OTHERAI9E. cAMBER INPICATED ON DRAAING9 5HALLBE A5 PELIVERED TO THE JOB 1IAE. CONTR.ACTOR 9HALL CON9IDER dAMBERLO55 DUE TO sHIPPING AND HANDLINo, CONTRAC:|OR 9HALL BE REsPONSIBLE FOR ALL EREcTION AID5 INCLUDINe EREoTION AN6LE9 ANP LIFT HOLE1. 5TRUCTURAL STEEL SHALL BE HOT-DIPPED 9ALVANIZED PER ASTM AI23. ALLFIELD AELDS EXPO5ED TO AEATHER 9HALL BE COATED NITH BRU3H APPLIEDPAINT CONTAININe ZINC DU1T COMPLYINa AITH ASTM A1bO. ALL BOLT9 AND ANCHOR ROD1 EXPO5ED TO AEATHER 5HALL BE HOT-DIPPED OALVANIZED PERAgTM AI53. BOLTED CONNECTIONg gHALL BE TYPE "N'' TIoHTENED TO AI^C 9NU6 TI6HT CRITERIA, UNLEgg NOTED OTHERAI9E. CONNECTION PLATES SHALL HAVE 4196 sTANDARD ROUND HOLE1 UNLE5g NOTEP OTHERAIsE. U9IN6 LOA HYDROoEN ELECTRODE3 I^IITH MINIMUM TEN3ILE STREN6TH OF 10 KaI.ONLY AI^.I5 PREAUALIFIED I^ELDED JOINTs SHALL BE U9ED. 3HOP DRAAING9gHALL gHOA ALL AELDINo I^.IITH AA9 A2.4 sTANDARD 1YVBOL1. AELDa 5HOAN ON DRAAIN65 ARE MINIMUM 9IZE9, INCREA9E AELD 1IZE TO Ari{3 MINIMUM 3IZE9BAsED ON PLATE THICKNE39. YIELD5 3HOAN ON PRAI4IN65 ARE FOR FINAL 6ONNE6TION3. UNLEg3 FIELD ^ELD 3YI4BOL9 ARE 5HOAN, CONTRACTOR SHALL BE RE9PONsIBLE FOR PETERMININO IF A AELD ^HOULD BE SHOP OR FIELP ^ELDED IN ORPER TOFAoILITATE STEEL ERECTION. CONTF.A.-TOR 9HALL BE RE9PON9IBLE FORALL JOINT PREPARATION9 AND AELDINe PROCEDUR.E9, INCLUDINo ROOT OPENINaS ANI2 FACE PIMENSIONS, OROOVE AN6LE5, BACKINo BARg, COPE',TAPER5, ANP 3URFACE ROU6HNE93. BtD0?-098 TYPE OF oONgTRUOTION cot4PBEa5wE r,i>?\_fE.T AEE MAXIMUM AATER,/CEMENT RATIO M I 9CELLANE OU1 CON.-RETE OURB? ANP gIPEAALKS 4,OOO Pgl r)AYS+o.40 FOOTINOS, 9LAB-ON-ORADE, ^/RErAlNtNe ANp FoUNpArtoN //1ALLa, .-ON.-RETE ON METAU DECK, NON9HEAR 'AALL5 \ \ 4,ooo P?l ,)^ ( Y9 o.40 .ln N )I.alt\'Y';kL oENERAL 9TRU6TURAL NOTE9 PRINCIPAL INGINEER: S. KINSELLq N0. l0 V'ASH PROjECT ENGINEER: D. MARTIN DRAWN BY:G- MENDENHALL REV1EWTO SY:F. ROWSHANZAMIR N0. s0.2WASHINGTON STATE FERRIES POST EFS PORT TOWNSEND / KEYSTONE PROJECT FCR Nol AS BUILT BY:DESIGN NO: DATE nEvtstol{BY DATE CONTRACT NO: 728 li4th Skeet ${ Suite 200 tverett, lYoshington 98204 Ph: 425 741-J800 ALL SHEETS OF TIIESE PI.ANS SHALL BE DEEMED APPROVED BY THE SIGNATURE ANO STAMP ON THIS SHEET Reid iddleton APPROVED Washington State Department of Transportation WASHINGTON STATE FERRIES ^-.Eun, GENERAL STRUCTURAL NOTES OF SHEETS : > ts ot 't?o NooN N ct39a?oq o @ c.9 ao o @ooNoN PRINCIPAL ENGINEER: S.N0. 10 I{ASH 3TEEL AELPER CERTIFICATION' AA9 OR T{ASHINGTON AaSO.-IATION OF FULDINO OFFICIALS (IAAF,O). ANcHOR RODg gHALL BE INsTALLED TO 1NUO-TIOHT CRITERIA AITH HEX NUTS ANr)LOCK ,\A9HERS OR JAM NUTs AT THE TOP. AT THE BOTTOU, PROVIDE A 9TANDARD5IZE HEAD,IACK-AELDED NUT OR DOUBLE NUT. NO HEATING OR BENPINo OFANoHOR RODS 19 PERMITTEP. ENLARoEMENT OF ANCHOR ROD HOLES BY BURNINGI5 NOT PERMITTED. CALD.FOR ED 1TEEL FR'AI4INO 9HALL COUPLY AITH A9TM A653, TYPE 35, Ib OAOE ANT2 THICKER MATERIAL 9HALL BE ARADE 50, CLA39 I. 11 6AOE ANP THINNER MATERIAL SHALL BE ORADE 33. 3IZE3 SHa^N ON PRAAINoS REFER TO ICC-E,ER-4q43 PE3I6NATION9. ALL 9TUD3, TRACK9, ANP JOI3T3 9HALL BE oALVANIZEDO60. FASTENINeS NOT gHOAN ON DRAAINoS 9HALL BE A5 REoOMMENDED BY THE MANUFA6TURER. nooD REFERENCE 3TANDARI25, AOOD FRAMING 5HALL oONFORM TO ALL REAUIREMENT5 OF lHE FOLLo^IN9 DOCUUENT9, EXCEPT Ag I4ODIFIED F'ELO^, AITC "TIMBER CONaTRUCTION MANUAL''AF$PA ''NATIONAL DE?I.eN SPECIFICATION FOR AOOD CON9TRUCTION'' PLYA?2D' NooD 9TRU6TURAL PANEL9 SHALL coNFoRM To REaU|REMENT5 oFU9 DEPARTMENT OF .-OI4I4ER..-E P9-I OR P9.2. EAC,H PANEL sHALL BEAR THEAMERIoAN PLYAOOD A55OCIATION (APA) .9RADE MARK. gEE DRAI^IINO1 FOR6RAPE AND THICKNEs9, 9HEATHIN6' UNLEgg NOTED OTHERAISE, ROOF AND FLOOR PANELs sHALL BEINSTALLEP AITH LON6 DIMEN9ION PERPENDIdULAR TO 9UPPORT9 AND CONTINUOUS OVER 2 O? V,ORE 9PAN3. PLACE NAILS 3/O, FROM PANEL END9 AND EDOE5. DRIVE ALL NAIL9 FLU3H AITH SHEATHING 9URFA.-E. DO NOT OVERPRIVE NAIL5. SAAN LUMBER, LUMBER 9HALL BE ORADED AND MARKED BY OR.ADIN.9 AOENCY APPROVED BY AN AC,CR;EDETITATION BODY COUPLYINO AITH U9 PEPARTMENT OF COUUERCEPS2O. SAAN LUMBER ^PECIES ANP 6RAPE9 9HALLBE A5 FOLLOAS, U5E SlzE SPECIEg ORADE AALL 5-IUD9 2x 3x HEM-FIR #2 gILL PLATE5 2x 3x HEM-FIR #2 Jol9T9 2x 3x HEM-FIR #2 BEAM1/PO9T3 4x 6x HEM-FIR #2 6LUE LAMINATED MEMBER9 (6LULAM9) SHALL BE FABRICATEP IN CONFORMANCE AITH U.9. PRODUCT STANDARP P9 5b.13 ANr) AIT6 9TANPARP )PECIFICATION) FOR 9TRU6TURAL OLUED LAMINATED TIMBER OF SOFTAOOD 3PECIE1, MANUFACTURING REOUIREMENTS AITC IN-q3. EA.-.H UEMF,ER SHALL BEAR AN ,4IT6OR APA IDENTIFICATION MARK ANP BE AC.-OMPANIED BY AN AITC .-ERTIFI.-ATEOF CONFORMANCE. ."LULAMS 9HALL BE INPU9TRIAL/ARCHITECTURAL OR.ADE AITH 9TREN6TH ORADE7 A5 NOTED FlELOri', CONTINUOUg BEAMg AND BEAMg 5UBJECT TO NEoATIVE BENptN6, 24F-Vb (Fb=2400 p1l, Fv=240 p5t, E=lboo K3t) PREFA ICATED AOOD TRU9,9=!9 9HALL BE DESI'NED BY THE MANUFACTURER IN ACCORPANCE IAITH ANSI/TPI FOR 9PAN9, CONPITION9, ANP LOADINO' 9HOAN ONPRAAIN63. 3EE 3UBI4ITTAL ANP DEFERREP 9UBMITTAL NOTES FOR MORE INFORMATION. TRU'aEg U9IN6 PRE93 PLATES 9HALL BE FABRICATED BY A MEMBER OF THE TRU93 PLATE IN9TITUTE. TRU95E9 9HALL BE ?OP?LIED AITH REAUIRED oONNECTION MATERIAL9 ANP LATERAL BRA6IN6. 6ENERAL 3TRUCTURAL NOTES CONNEcTORS. DE3I6N SHOAN ON DRAAIN63 13 F,ASED ON CONNECTORSMANUFACTURED BY SIMP9ON 9TRON6-TIE. 3UF,STITI)TEg SHALL BE 9UBMITTED AITHA CURRENT ICC-E3 EVALUATION REPORT ANP AN ITE.''IZEDaE,ENTUNON LISTFOR APPROVAL. CONNE.-TOR3 SHALL BE INSTALLTP rr.r ZbT.TF6RMANCE AITHMANUFACTURER'3 IN3TRUCTIONS. ALL CONNECTOR9 SHALL F,E-HOT DIPPED ZIN.-COATED oALVANIZED PER ASTM AI53 OR Ab53, UNLEsS_I.IOiEI2 OTHERAISE, NAILING NOT 5HO}^.IN 9HALL BE A3 SHOAN IN IB6 TABLE 23O4.q.1 OR cURRENTICC-E1 REPORT NER.2.72. NAIL5 SHALL BE HOT DIPPED 'IiC'COETTO GALVANIZEP PER ASTM AI53. MINIMUM NAIL PIMENSION9 SHALL BE A9 FOLLO,\I.SIZE DIAMETER LEN6TH bd o.|3" 2"bd o.t3t, 2 /z'tod ol4a" ?,l2d oi4)" 3 /a"t6d o.tb2, 3 /2"20d o.tq2" 4' INSPEcTION SoHEDULE NOTE5, FQL.T-g-AILD LA6 5CREA3 9HALL CONFORM TO A9TM A3O1, GALVANIZE TOASTM AI53. $o9plRorE'l,,N, ALLnooD MEMBER9 EXpogED ro ^EATHER AND3PEOIFIED A5 "PT" ON THE PRAAIN69 9HALL BE PREggURE-TRrErrP rNrrrrr NNAPPROVED PRE5ERVATIVE, FA5TENER5 IN TREATED AOOD giAIIEiNOT DIPPED ZINC COATED GALVANIZED PER AsTM AI53. TYPICAL ROOF A51EMB,LY. MANUFACTURED AOOD 7'<I.)55E3 AT 24'' ONgEryTE-B, TYPICAL, UNLE5^3^NOTED. OT]IERI4I9E, AI.H /Z'TON'UE ENJ EEOOVTAPA RATED CDX PLYNOOD SHEATHINo r,I|irr'Vrr.rrVrUV 9PAN RATIN6 OF 32 /16, NAIL AITH IOd NAIL9 AT 4" ON oENTER 5PA6IN6 AT 9UPPORTEP FNr.rrr-EDOES ANP IO" ON 6ENTER AT FIELD. PROVII2E BLO6KIN6 AT PANEL EDOE,. I. ITEMg MARKED AITH AN "X" REAUIRE INSPECTION BY A SPECIAL INSPEcTOR APPROVED BY THE BUILDING OTFI,',IAL2. cl = coNTlNuoug tNspE6TroN puRrN6 pF.oc'-ESg oF noRK By g-iEcrAL rNgpE6ToR.3 Pl = PERloDlc lNgPEorloN BY g"EclAL lNsPEcroR A9 REaulREp ro ioNrtnv 6oNFoRMAN6E oF noRK.4' TEsrlNo AND lNSPEcrloN REPoRTS sHALL BE SuBMtrrED ro :,ue erioir.rrre, BUTLDTNe oFFrcrAL,ANr, coNTRAcroR. BtD0?'098 gTRUCTURAL INSPEoTION SoHEDULE ITEM CI PI REFERENcE 9TANPARP IBC REFERENCE REMARK oENERAL. PREFABRICATED ITEVIS X X 1104.2 APPROVEP BY BUILPINo OFFICIAL SAME A5 gITE AORK UNLEsg TE9t TIPREPARA FILLON,PLACEMENT IL COT4PAC X 1104.1 IL5 REPORTPERCONCRETE, REINFORC MATERIAL5 x 1.t-1A5 NOTED ACI ?Ib 901.\-tqo1.4REINFOR6IN6 PLACEMENT X Aol 3to 1.5-1.b lqo1.5-Ro1.onELptNG -STEEL x A^'9 DI l Stb 3.5.2 la^a = - ANCHOR ROD5, EI4BIEDDED BOLT?& INSERTg X lat- I PRIOR TO 6 DURINo CONCRETE PLACEMENTU5E AF REAUIRED MIX PE5I6N x Act 3to cH.4 5,2-5-4 lqo5.2-tqo5.4, H 'ql4.3 TEMPERATURE & TEST g?EO IMENS 6ON6RETE 5LUMP, AIR oONTENT x A9TM C112, o3t, Act 3to 5.6,5.A lqo5.6, nt4.to AHILE MAKINe SPECIMEN9 FOR STRENeTH TE9T5OONORETE & SHOTCIRETE PLA6EMENT X Aot 3tb 5.q 5.to tqt4,6-t4t4.aHo5.q HO5.t.-ONCR;ETE CURIN6 x Act 3to 5.|-5.13 Ht4.qtqos.t lqoS FORM REMOVAL OR POST-TENSIONIN6 IN-3ITU 6ONCRETE STRENoTH FOR X Act 3to b.2 HO6.2 POgT-INSTALLEP ANOHOR9 X MANUFA6TURER RECUIREMENT551EEL, gTRUCTURAL STEEL MATERIAL9 A9-fI-1 Ab, A56b, A5 NOTED 110b.4 IP MARK5, MFR CERT MILL TEgT REPORT9 AELP FILLER MATERIAL9 AISO A9D A?.6, AISC LRFP A3.5 IP MARK5, MFR oERTIFICATION OF CAI4PLIANCIEnELptN6,An9 l.t 1104.3.t9IN6LE PA55 FILLET vtELDS < 5/t6'X FRAMIN6 CATION 4 TION X LRFD 142.1 PROJECT ENGINEER: D, MARTIN DM$IN BY:G. MENDENHALL REVIEWED BY: F. ROWSHANZAMIR 04/07 AID s0.3 FCR NO: w ASHINGTON STATE FERRIES POST EFS PORT TOWNSEND / KEYSTONE PROJECT A5 BUILT BY:DESIGN NO: DATE REVtStOll BY DATE CONIMCT NO: 728 1J4th Street 511 Suite 200 Everett, Woshington 98204 Ph: 425 741-J800 ALL SHEIIS OF THESE PLANS SHALLBE DEEMED APPROVED BY THE SIGNATURE ANO STAMP ON THIS SHEFT Reid iddleton APPROVED Washington State Department of Transportation WASHINGTON STATE FERRIES ^-. -fruL, GENERAL STRUCTURAL NOTES OF SHEETS : >. Ngoco tso N N c; =q 6i Ir: ao @6c.9 oo6 o @ooN N PRINCIPAL ENGINEER: S. KINSELLA 04/07 lEGtoN N0.10 lSrAIE: V/ASH PROJECT ENGINEER: D. MARIIN 04/07 3]EM AALL l.-.-1ri1*! **..--iILFACE OF EXIST BLD6 1 I ,\ 4/53.5 EXIST CONC PAVERS, TYP, 5EE AR6H EXIST nD POST,TYP _____ ,":EXISI CONC FDN, TYP APPLY JT FILLER AT ALL INTERFA6E9 BETAEEN OLD AND NEt^l 60NC, 5lt4 10 EJ 5/3.5 HOLD-DO',IN PER I/53.3 lYP (6)PLC,,^EE ARCH FOR LOC OF HEADER9 6ON6 FDN UgS *2x*2yy4 eOSt EUBED IO' IN CONC,TYP 5EE t/33.4 u') EXIST CONC RETAININ6 /iALL ,\ EXIST 6URB EXIST '/.IALL EXIST ASPHALT PAVEMENT 4'CONC9LAB5,1EE AR6H FOR ADD'L INFO NOTE, l. gEE 5HEE15 33.2 4 53.3 FOR ADD'L AOOD FRAME DETAILS PARTIAL FOUNDATION P LAN 9CALE, l/4" = l'-O,,- BtDoT-098 1| 12' CON6 SLAB H55 PO57 oa OO a ; .-l tr DMlyN BY:G. MENDENHALL 04/07 REVIEWED BY:F. ROWSHANZAMIR o4/o7 FEDERAI AJD PROJECT NO. Ms sl.r FCR NO: AS SIJIIT BT TON STATE FERRIES POST EFS PORT TOWNSEND / KEYSTONE PROJECT WASHING DESIGN NO: DATE REVtSION BY DATE COI{IR,{CT NO:IE FRESZ ,re W 728 lJ4th Street SVJ .Suih 200 tverett, Woshington 98204 Ph: 425 741-J800 Reid iddleton ALL APPROVED PLANS SHAtr 9Y THE ON THIS SHEET Washington State Department of Transportation WASHINGTON STATE FERRIES ^-. - un, PORT TOWNSEN D FERRY TERMINAL FOUNDATION PLAN SHEET OF SHEETS l l j l l I],IGINER: s. PROJECT A{BNE[X: D. MARTIN : I ""] l : L T.IOOD IN-FILL AALL PER ARCH, BUTLD A5 5yt6 .ir,\ I I L i i FACE OF EXI9T BLDO : t (E) I^{D BEAM (E)|tD BEAt"l ,\A4xl3 A4xl?EXIST nD POST,TfP --------. l 4/53.t ao $c{ n l I I i 1 1i" LEXIST ROOF LINE Jtr _tr_=EE r-l H ROOF LINE PARTIAL HEIoHT |IALL BELOA, PER ARCH Itrl LJ FULL HEIoHT NALL BELOT,I BUILD A5 25N6 wtLD A9 29 6 NOTE, l. 5EE gHEET5 93.2 t 53.3 FoRADD'L AOOD FRAME DETAILS PARTIAL ROOF PLA N 3CALE, l/4" = l,-Ou --=-- }^D HEADER PERS/33,2,TfP 5EE AR6H FOR SPAN 8tD 07 - 0 g g DRAWN BY;G. MENDENMI RMEI{ED FY: F. ROWSHANZAMTR N0. s1.2 FCR NO:AS EUILT 8Y: ASw H IN G TON AST TE FERRIES TP0s EFS PORT ITOWNSEND KEYSTONE PROJECT DESIGN NO: DATE REUAloN BY DATE COMMCT Reid iddleton OF STAMP 128 lJ4th Street S1t.Suile 200 PLANS SHAI.IBf THE ON 1HIS SHEET tverett, lfoshinglon 98204 Ph: 425 ill-1f00 Washington State Department of Transportation WASHINGTON STATE FERRIES -, - un, PORT TOWN SEND FERR Y TERMINAL ROOF FRAMIN G PLAN OF 't: 5 ci :qo NoeN N <i = "'itl .! oo @ o ooo o @ooNoN I: j o*o o FooN N d3! 6i It: ao @6c.9 ooo o @ooN 6N EXISTIN6 FOOTINO EXI3T 6URBr : j \\ jj ,, l'!i ii:tjj l/ t: I *T I, 2 { "t : t J t-. l , I a , PARTIAL HEIoHT AALL EXl9l PO3T It It It It @ ABOVE, PER ARCH FACE OF EXIST BLD6 ,\ED6E OF EXIST 506 t/53.5 EXISTIN6 FOOTINA : ,^,u, uouj 1TL ?O5T A/ FT6 PER 3/53.4 ,\ i t i t !; It!i ./ I 5tu t/53.5 HOLD.DOAN ?ER I/33.3 fiP g) PLG1,5EE 52.2 FORLOC OF 5HEARAALLs AND HEADERS i I b" coN6 500,1EE AR6H FOR ADD'L INFO H95 POST FDN, TYP (\(f)(r) c.lI i ! t ,\ 3/53.4 PARTIAL HEIoHT T'IALL ABOVE, PER ARCH THK gLAB TO 12'THI5 AREA APPLY JT FILLER AT ALL INTERFAoES BTAN OLD AND NEI,',I CONC, 5lM TO EJ 5/3.5 PARTIAL FOUNDATION PLAN NOTE, l. gEE aHEET3 53.2 & 53.3 FOR ADD'L AOOD FRAME DETAIL55CALE, t/4" -- t'-O" BI.D A7 - 0 g s a a o O o a a z-o PRINCIPAL ENGINEER: S. KINSELIA 04/07 lEGloN N0.10 ISTATE: WASH 728 lJ4th Street S11 Suih 200 twrett, Woshington 98204 Ph: 425 741-J800t ALL 8E SHEETS DEEMED OF THESE PLANS SHALL APPROVED BY '/)f'^' AND srAMP oN Reid iddleton APPROVEO THE THIS SHEET -.w B'#l'fi:?? :;1;"". o.rtar ion WASHINGTON STATE FERRIES WASHINGTON STATE FERRIES POST EFS PORT TOWNSEND / KEYSTONE PROJECT s2.1 PRoJECT ENGINEER: D. MARTIN o+/o7 FTDEML AID PROJECT NO. DRAIIN 8T G. MENDENHALL 04/07 REVIEWED BY:F. ROWSHANZAMIR 04/01 S}IEET OF SHEETS FCR NO:KEYSTONE FERRY TERMINAL FOUNDATION PLAN AS BUILT BY DESIGN NO: DATE REVtStON BY DATE CONIMCT NO: : j fjso FooN N ct39c! N ql ao @ c.9 ooo @ooN6Nt PRINCIPAI- ENGINEER: N0.10 PROJECT ENGINEIR: D. MARTIN \l PARTIAL HEI6HT T'{ALL BELOT,I, PER ARCH. BUILD A5 25N6, CONNECT TO EXIST BLD6 yt/ l2dNAlLg @ 6', oC a: t'a ! I t L"- [t- l1 I I -cr /\ 2tae tJIJJ.I FACE OF EXIST BLD6 BELOA EXI3T ROOF LINE PARTIAL HEIoHT AALL BELOA, PER AR6H b BUILD A5 23n6 CONNECT TO (E) EN6LO9URE A/ I2d 25N6 NAIL' @ b" OC E tr EXIST ENCLOsURE BELOT{|'IALL BELO|,I,BUILD A523 bUNo 2x4 @ 24" oC ROOF LINE r'iD HEADER BELON PER3/33.2,TfP25n4 PARTIAL ROOF PLAN NOTE. l. 5EE 5HEET3 53.2 4 93.3 FOR ADD'L AOOD FRAME PETAILS 5CALE' l/4" = l'-O,, BI.D 07 - 0 g s *l t l I TRU55 @ 24" o.C. nooD TRU53 @ 24" o.c 25N4 ,\ DMWN BY:G. MENDENHALL REVIEWED BY: F. ROWSHANZAMIR AID s2.2 FCR NO: AS SUIIT 8Y: GTON STATE FERRIES POST EFS PORT TOWNSEND / KEYSTONE PROJECT WASHIN DESIGN NO: OATE nEvtstoN BY DATE NO: 728 l34lh Street 51{ Suite 200 Everetl, Woshington 98204 Ph: 425 741-J800 Reid iddleton OF THESE PLANS SHALL NPPROVED BY THE AND STAMP ON THIS SHEEI APPROVEO Washington State Department of Transportation WASHINGTON STATE FERRIES -.rfruL, KEYSTON E FERRY TERMINAL ROOF FRAMING PLAN OF SHEETS : s Nco Y?o Nooa N c; 39I at)o @ c.9 oo o o6ooN6N PRINCIPAL ENGINEER: S. KINSELIA N0. 10 PRoJECT ENGINEER: D. MARTIN o4/07 /+ A4 PER PLAN, BLK "ER 2/33.1, NOT gHOAN A4 PER PLAN PL /<x2xO'-1" /z'THREADED ROD @ 24'oc, RECEa3 INTO BLK (2)t2d,I.ff CL COL TOP PLATE TYP CONT BLK, TYP (f) (2) /z' DtA rHRU BOLTS coPE 1oRNERS/2, BLK BTAN 3x4 JOti't5. ToE NAIL EA END OF BLK TO JO\1T5 n/ (2) bd NAtLg 2x4 EA S\DE STEEL BEAM 6ONNE6TION3 He1 ? lz 1 gTEEL BEAM CONNE6TION9 2 X o _lt 9cALE,96ALE,3" = l'-O, c.l \)0-tf) )/z'THREADED RoDrrP, (2) MtN CL PO1T BOT PLATE (E) 6xb Y,lD Poir $ "TO N tuFozBENT ?L/+ (2) t2d,iYP 4B FLAN6E BENI PL)/q ]D Jo CONC FDN PL /+x2xO'-2"'IYP EA R.OD rNn} NOTE. l. 3EE 3/3?.4 FoR H59 3 lz FoUNDATtoN 2.PROVIDE 6' CLF- @ PORT TO'I,IN9END TERMINAL PROVIDE *z cte @ KEY9TONE TERMTNALL3 /zx? /zxlzxO'-j' (2) /2" BoL-r, hil l,1lAgHERg 3pc 2 /2,(I) EA SIDE OF A4 AEB. PROVIDE 95H IN Ti4 FLANoE PARALLEL TO AEB syi, H93 POsT DETAILrot-5.CLR 35(.ALE, l" = l'-O' AEB NOTE! CO?E CORNERS OF AD PO31 5tt-1 To EX|ST|N6 60NDtTtoNS A5 REdD TO IN9TALL BEAM. (2) 5/a' TI{READED ROD1 r',l/nAgHER3 1Pc 2 /z', CTF ON POST z,EXI5T 1yID BI4 NOT SHOAN FOR6LARITY. 5EE ARCH FOR ADDITIONAL INFO. STEEL BEAM oONNECTIONS BI.D 07 - 0 g g MIN 9CALE' ?t' = 1t-9"4 DRAWN 8Yr G. MENDENHALL REMnTED BY: F. RoIT'SHANZAM|R AID s3.1 FCR NO: GTON STATE FERRIES POST EFS PORT TOWNSEND / KEYSTONE PROJECT WASHIN AS BUITT BT oEsteN N0: DATE REVtStOT BY DATE CONTRACI NO: 728 lJ{th Skeet SI{ Suite 200 Everett, l{o$ington 98204 Ph: 425 74i-J800 Reid iddleton 8E APPROVED OF THESE PLANS SHALL APPROVED BY THE ANO STAMP ON THIS SHEET Washington State Department of Transportation WASHINGTON STATE FERRIES ^-. - un, SECTIONS AND DETAILS STEEL OF SHEETS .I: 5 N oig?o N oN N ct;q c'l (D o @ c.9 oo6 o6 oNo PRINCIPI( ENGINEER: S. KINSELLA N0.I{A5H PRoJECI ENGINEER: D. MARTIN L95o A/ (b) Nto NAtLe ROOF 3HTH6 NL6 TO FRAMING @ 6', OC@ 2'-O" OC M'Ax (6) I2d EA END OF HEADER ROOF 1HTHG NL6 AL't ro (z) 2a, 22 (uo oALv) n/(4) Nto NAtLe L350 n/(b) Nto NAtLs 2x4 BLKG@ 6" oc, u\o @ 2'-O" oc v,Ax ROOF SHTH9 NLO @ b" OC,UNO, SEE PLAN ATL LOC FOR L95O BEHIND AALL 9HTH6 BELOA (2) 2x6 @ Bor I^.ID HEADER, l) 4x6 a RO= 6'-0, 2) 4xb @ Ro < b,-o,nlNpot^| S|LL Y{ALL 9HTH6 Q) t2d Q) I2d, TYP EDOE NL.e X ROOF TRU39 AHERE REA'D PER PLAN H2.5 A/(to) Na NAtLs TOP PL NL6 'T AALL 3HTH6 (TRIMMER) 9TUD TOP PL NL6 'I( AALL 3HTH6 X ROOF FRAMINo PER PLAN H25 n/ 00) Nb NAtLs IAALL gHTH@ AHERE aCHEDULED * T.IALL 9HTH6 ED6E NL6 X BRO (CRI"PLE) 1-IUD AHERE ^CHEDULED X ^ALL 9HTH6 'i( Q) t2d EA END EA 2x6 DOAN PER I /9l3.3,gEE PLAN LOC9 FOR REOD NOTE, NOTE3,,I. INDIcATES aEE SHEAR yltALL I.,HEDULE NOTE5, * INDICATE3 aEE SHEAR AALL 9CHEDULE. ROOF FRAMINO OVER AALL FASTEN EACH @ 16" oc FoR CONTINUOU9 STUD TO INNER STUP '^.IITH I2d FACE NAIL9FULL HEIoHT OF EA.?H sTUD (NOT SiOl/\I..I FOE 6LARITY). 1 EXTERIOR 9HEAR AALL AT TRU39E9 2 FRAMINO AT INTERI ntNDO^/DOOROR/EXTERIOR r\lALLgNT9 3NT3 NT5 STAGOER SHTHO 4'-O" PERP TO FLR FRAMINo ROOF FRAMIN6, TYP SHTHE NOT gHOAN FOR CLARITY 4',-o" MIN SPLtcE N/l2d FACE NAIL5 @ 16' OC tlAX Q) t2d (2 t2d NAILg, TYP e) 2dNAILsNAIL9 EXT AALL INTERgECTION INT IAALL INTERSEcTION NOTE, TYP AT ALL PANEL EDOEg 2X4 BLKO n/ 9tvP30N 22 (NO 6ALV) CLIPS @ EA END, TYP ALON6 PNL ED6E3,9EE STRUCTURAL NOTEg FOR NL6 NOTEg. I. 5PLICE AND NAIL TOP PLATE A5 9HOAN AT ALLEXTERIOR, PARTY AND SHEAR /{ALL5.' 2. 5EE SHEAR I^ALL SCHEDULE "TOP PLATE NAILIN6',FOR 9PACIN6 OF FA-,E NAIL3 AT 3;ili AALLg. PANEL EDOE BLOCKINo DETAIL MINIMUM TOP PLATE SPLICE ROOF 3HTH6, T-(P ROOF FRAMING BELO}4 NOT SHOAN FOR CLARITY 5 TYPICAL ROOF SHEATHINo PLA N o9-oeI$Hp \ NT5 4 NT5 DRAI{N BY:G. MENDENHALL REVIEWED BY:F, ROV{SHANZAMIR AID s3.2 FCR NO: AS BUILT BY: TON STATE FERRIES POST EFS PORT TOWNSEND / KEYSTONE PROJECT WASHING DESIGN NO: DATE REVtSTOI BY D.^TE CONIXACT NO: 728 1J4th Street Sl{ Suite 2ffi iveretl, l{oshinqton 98204 Ph: 425 741-i800 Reid itldleton AND STAMP ON'HIS SHEET ALL SHEETS OF THESE BE DEEMED APPROVED PLANS SHALL BY THE Washington State Department of Transportation WASHINGTON STATE FERRIES ^-,rfrutt WOOD SECTIONS AND DETAILS OF SHEETS 1: 5 oI N oN N c;3P a,oo @ .9 oo o @ooN @N PRNCIPAL ENGINEER: S. KINSELLA N0.10 + + + 3x 91UD ORe) 2x 3'tuD3 r'-3" MlN EvlEED HD5A 5/a' AB HEX HEAD ELEVATION B/ FTO DEEPEN A9 REAP SE.-.TION NOTEg! I. AALL SHEATHINe AND CONCRETE REINFORCINo NOTgHOAN FOR CLARITY. BOLTED HOLD DOAN AT FOOTINo '-o"2'-b"TYP MAX 3TUD AALLgEE PLAN PT 5ILL PL AB A/ AAgHER, TYP NOTEgI l. U9E 5/a" DIAMETER ANCHoR BoLTg y.ltTH 6, M|N|MUM EMBEDMENTINTO CONCRETE. 2.EACH gILL PLATE ?IECE 3HALL HAVE (2) BOLT' MINIMUM. 3.U9E 2ux2'x34ou SAUARE PLATE ^ASHER AT EA1,H B2LJ. 4.DO NO'I OVER?IZE HOLE1 DRILLED THROUOH SILL PLATE. UgEtxb, DR.ILL BlT. 5,5EE gHEAR AALL SCHEDULE FOR 9ILL PLATE THICKNES9 ANDFA9TENIN6 REAUIRED AT SHEAR AALL5. 3ILL PLATE ANCHORAOE TO .'.ON6RETE 2NT5 NOTE3. I. DE3I6N OF OVERFRAMIN6 BY TRU33 MANUFACTURERAND SHALL BE SUEJECT TO THE SAME LOADINGREAUIREMENTa A5 THE ROOF TRU93 DE9I6N. OVERFRAMINe AT ROOF TRU93E9 (2) t2d NAtLg 2x4 PL TO TC ROOF 9HAHE NLG o 6" oa ROOF TRU93 TC AEB NOT 3HOAN FOR CLARITY OVERFRAMIN6 @ 24" oc, 2x4 CONT PL PARALLEL TO EDOE OF OVERFRAMIN6 5HTH6 CONT E.ELOIA OVERFRAMING ztm NT9 1 NT9 3 2P RoA 4i'ALL 3H-IHa EDaE NL6 I4HERE SCHEDULED * HD '** }^IALL 9HTH6 AHERE 5CHEDULED X 2x4 5TUD n/l2d NAILS @ gAME 5PC A3 BOT PL PLAN A - STANPARD LOCATION yIALL 9HTH6 EDOE NLO X IAALL 3HTH6 NL6 @ b, oC AALL 3HTH6 EDOE NLO * 2N9 RoA AALL 5HTH6 EDOE NLE AHERE 5CHEDULED * STUD NL6 X HD XX AALL 9HTH6 ED6E NL6 X AALL 5HTH6 NL6 @ b, oC AALL 3HTH6 ED6E NLO X 2U RoA AALL 5HTH6 ED6E NL.(, AHERE SCHEDULED X I NL6 OF 9.lA#2 * 9*2 5EE NOTE 3 STUD NL6 * 9l^l #l AALL 9HTH6 AHERE 5CHEDULED X NOTE9,PLAN B - ALTERNATE LOCATION I. * INDI6ATE9 3EE SHEAR I^ALL ^CHEDULE, SHEET 33.4.2. *x 9EE DETATL t/33.7.3. ALTERNATE LOCATION NOT APPLICABLE AHERE BOTH 9HEAR AALL9 HAVE IAALL 9HEATHIN6 ON BOTH 9IDE3 - U3E 9TANDARP LOCATION.4. gIMILAR AT A" NOMINAL AOOD 9TUD T.IALLg. ALTERNATE TO DOUBLEHOLD DOAN AT ADJACENT SHEAR AALLS SHEAR AALL NOTE5. I. '\ALL SHEATHINo SHALL BE APA RATED SHEATHINo, C-D INT (CDX). EXPOgURE I ',IALL PANELS MAY BE IN9TALLED VERTICALLY ORHORIZONTALLY. 2. THE SPECIFIED PANEL ED6E NAILINo 19 REAUIRED AT ALL PANEL ED6E5AND END5. PRovlDE ALL uNguppoRTED PANEL EDoEg p,Np rNps nrrFl MINIMUM 2x goLtD BLoCKtNo, UNo (9EE NoTEg 5 AND 6). NA|LLN6 ArINTERMEDIATE FRAMINe MEMBER9 SHALL BE MAXIMUM I2'' ON CENTER. SPACE NAILg MINIMUY 3/6" FROM ED6E9 AND END9 OF AALL PANELs, AALL51UD9, TOP AND BOI-IOU PLATEs, AND BLO6KIN6. 3. TO? AND BOTTOM PLATE NAILS 5HALL BE I2d COUI,ION (I6d sINKER). SPACE BOTTol4 PLATE NA|LS/2,, M|N|MUM FRO!4 ED6E9 AND 2" M|N|MUMFROM ENPS OF THE ^OLID BLOCKINo OR JOI9T OR EiV EONRP rJitON.INgTALL THE TOP AND BOTTOM PLATE NAIL9 AT THE TOi {NO'F,OfiOU,RE9PE6TIVELY, OF THE SCHEDULED 9HEAR Y.IALL AT THE 1PEC'FIED5PACtN6. 4, 5EE AOOD DETAILS FOR LOCATION5 OF TO? PLATE CONNEcTIONS, 5. AHERE 3x AALL gruD3 ARE SpECrFrED, |N5TALL 3x AALL gwDi ATADJOININo PANEL ED6E5 AND ENPg. riOVIPr ALL UN3UPPOCfTb'rENrr-ED6E5 AND ENPS AITH MINIMUM ?X SOLID F,LOCKINO. STAOOiR PANEL Fp-6_F,l4t.L_t\6 /zl' xr-4yy..r^IALL 5rUD3, pLArEs AND BLocKtNo. MA|NTAINSUFFICIENT EDOE DI1TANCE 1O AVOID SFLITTINO OF NOAD. 6. Q) 2X YIALL 51UD3 MAY BE SUBSTIII)TED FORSX 9TUD5 }^IHEREsPEctFlED tN ( ). rNgrALL (2) 2x AALL sr1)D9 AT ADJorNrN6 pANEL ED6E5 AND ENDS. FA9TEN 9TUD5 IOaEIHER }^{ITH I2d COUV'ON (I6d SINKER) NAILS AT THE SPECIFIED SPACINO. PROVIDE ALL UN9UPPORTEDPANEL ED6ES AND ENpg ,^,ilTH M|N|MUM 3x iOLtD F,LOCK]Na. (2) 2x ^OLID BLOCKINo PERMITTED PROVIDED THE 2X BLOCKS ENE'riSirHrPTO6ETHER A9 5PECIFIED A?OVE FOR THE (2) 2X 3TUD5 9TEA'TA PANEL ED6E NAILINo h' X +t AALL 3-IUD9, PLATE9 AND BLOCKINo.MATNTATN sUFFrcrENr rpoe prerRrcE To AvbtD srll.l-lrNZ -oin6bo -1. llJ?fii:L?"rz"r%u" srEEL pLArE r,tAsHER BErl,lEEN rHE stLL pLArE ANDNUT AT EACH ANCHOR ROD. rF il( NT5 4 3HEAR AALL SCHEDULE ANT2 NOTES 5 sI.D a7 - 0 g g NT5 gHEAR T.IALL aclHEDULE AALLgHEATHIN6 PANEL ED6E NAILIN6 FRAMINe AT ADJ PANEL EDOE1 (2) 2x FRAMINo NAILIN6 TOP PLATE NAILIN6 BOTTOU PLATE NAILINo FOUNDATIONgILL PLATE SILL PLATE AR AALL NOTE #I NOTE f2 N2TES #5, #b NOTE #b NOTEg #3, f-7 NOTE #3 NOTE *?NOTE S.7 29n6 t9/ez" (2) SlDEg lod @ b"oc 3x ((2) 2x)(2) R;Orla t2d @ 5"oc l2d @ 4"oc l2d @ 2Y2'oC 3x 5/o" Q @ 2'-b"oC 294 teAz" Q) grDEg lod @ 4'oc 3x ((2) 2x)(2) Rons t2d @ 5,oc l2d @ 4"oC (2) R;orlrg l2d a 3/z'o)3x 6/a"e @ 2'-b,oc 96 t>/zz'(D gloE lod @ 6"oc 2x l2d @ 1"oC l2d @ 1"oC 2x 3EE PROJECT ENGINEER: D. MARTIN DRAWN BY:G. MENDENHALL REVIEWED 8Y: F. ROWSHANZAMIR AJD s3.3 FCR NO: WAS HINGTON STATE FERRIES POST EFS PORT TOWNSEND / KEYSTONE PROJECT AS BUILT 8Y:DESIGN NO: DATE FEVtSTON BY DATE CONTMCI NO: 728 lJ{lh Skeet SW Suite 200 Everett, ltoshington 98204 Ph: 425 741-i800 Reid iddleton APPROVEO PLANS SHALL BY OF THESE APPROVED SHEEIAND STAMP ON THE THIS SHEEIS DEEMED Washington State Department of Transportation WASHINGTON STATE FERRIES ^-,rfrutt WOOD SECTIONS AND DETAILS OF SHEETS PRINCIPAL ENGINEER: S. K,NSELIA PROJECT ENGINEER; D. MARTIN b' ANcHOR BOLT AALL PER PLAN H93 lz n/ t2" MtN EVIFJED (E) sLAB ON 6RADE FINISH 6R.ADE 3', \$z = (E) 3LAB ON 6RADE TYP CONC FTO TOP BARg \9 z = FINISH 6RADE H9i3 PO51 PER PLAN b _t #4 @ 12" oC *4 @ 12" oC *4 CONT,TYP \s \o I #? HooPS \s COI4PACTED eRAVEL BASE+? TIES VARIEs \s COI-IPACTED oRAVEL BA9ENOTEg, I' DOAEL 4' EPOXY 6ONT BAR' MIN 6" INTO EXI9T FDN ^IHEN POURIN' NEAcoNcRETE AoAtNgT Ells_r_f?!. RouoHEN EXteT sURFACE y4', Ap;LyEPOXY FONDINo A6ENT PRIOR TO AAgrIi.idI.]Er^r CONCRETE. E| EIEDED H33 POST T2ETIAL 1 TYPICAL FOOTINO ON 6RADE 2NT9S4-ALE' l" = ;'-6r H55 FNr2 PO7T FOUNDATION 33CALE, BtD07'098 o tL E N s- L- _J (4)*3 HooPg @ 3" oc +3 T|ES zt l'-o" 5a DMWN gI:G. MENDENHAIL REVIEwEo BY: F. RoWSMNZAMTR 04/07 FEOENAI N0. s3.4 FCR NO: AS EUIIT BY: STATE FERRIES POST EFS PORT TOWNSEND / KEYSTONE PROJECT WASHINGTON OESIGN NO: DATE nEvlstot{BY DATE CONTRACT 728 lJ4th Slreet Sit. Suite 200 Ewretl, lloshington 98204 Ph: 425 741-J800 Reid iddleton ALL BE OF ]HESE APPROVED PLANS SHALL BY THE THISANOONSTAMP SHEET Washington State Department of Transportation WASHINGTON STATE FERRIES ^-.rEun, SECTIONS AND D ETAILS CONCRETE OF SHEETS .:: 5 @t!oe FooN N ci =9a oa @ c.9 ooo o @oaN6N .:: > @ s?*o NooN N c; =qq oo @o .9 ooo @oaNoN: l'-o" *4 @ 12" OC,'t&9NtL F +/- l'-b' b' ANCHOR BOLT SILL PLATE AALL PER PLAN ANoHOR BOLT Q) *4 CON'I AALL PER PLAN *4 @ i2" OC,t'-o"E) aLAe,ALT BEND ON STEM AALL @ AOOD FRAME AALL CJ, TYP | /z' DEEP KEY (4)*4 CONT NEt^,| coNc f,lALL \$zt FINISH FLOOR -rO -to500 e) #4 T4B ROUoHEN 5URFACE OF G) DECK'IO /2" DEPTH. APPLY EPOXY BONDINo A6ENT PRIOR TO CA9TIN6 NEA CONC,TYP *3 @ i,2" oC ADJACENT NEA CONC RAMP, ELEV VARIEsTYP NEA 6ONC SLAB ON DE6K (2) #4 coN-l *3 @ '2" oC *4 @ 12" oc o _t I + -o _t I + (E) CONC DECK*4 CONT, T-(P r$ _l (E) CONC DECK COMPACTED eRAVEL FILL (f) \s ROUoHEN 9UR;FACE OF (E) DECKTO/2" DEPTH. APPLY E?OXY BONDIN6 A6ENT PRIOR 1O CA3TINO NEA 6ONC, TYP COVPACTED eRAVEL BAgE 6LR ORADE BE AV /F OOT INO DETA I L 1 TY?ICAL AALL FOOTINO ATPORT TOANgEND TERMINAL 2 TYPICAL PARTIAL AALL FOOTINOAT PORT TOANSEND TERMINAL 39cALE,3CALE, l" = lt-Or SCALE' l" = l'-O' EXIgT AALL IN-FILL I\ALL EXIST AALL 6',ANcHOR BOLT,T.(" 2x 9lLL PLATE PER 5CHED EA SIDE (E) coNc gTEM AALL BtD0?'098 -.S I + FINISH FLOOR /z'EXp JT MATL BACKER ROD 4 JT FILLER MIN 6" EI4BED TYP z JL luru(f) gEE TABLE FORgLAB REINF NOTES' ADDITIONAL AALL FRAMINo NOT gHOT\N FOR CLARITY NOTE' I.PROVIDE MIN 6" COT4PACTED oRAVEL BAgIE FOR CONCRETE CA1T AOAINgT 9OIL.2. ROUaHEN EXI9TIN6 CONCRETE /+', APPLY EPOXYBONDINo A6ENT PRIOR TO CAaTINO CONCRETE. CONCR.ETE AALL AT AOOD IN-FILL EXPANSION JOINT 5 6ON6RETE SLAB REINFOR6IN6 MtL dE (E) SLAB la" MrN ..1 / L #4 CTR OF AALL 3',3 EA 9PC v 2 REoOMMENDED aLAts ON 6RADE REINFORCIN6 5LAB I (IN)REINFOR6IN6 4 A6xb 1A4.OxA4.o 5 *3 @ 14" En b #4 @ lb" EA l2 #3 @ 4" En T4B 9CALE,4 NT5 NT5 6PRINCIPAL ENGINEER: S. KINSELI-A N0. t0 WASH PROJECT ENGINEER: D. MARTIN DRAWN F/:G, MENDENHALL RMEWED 8Y:F. ROWSHANZAMIR s3.5WASHINGTON STATE FERRIES POST EFS PORT TOWNSEND / KEYSTONE PROJECT FCR NO: AS BUITT 8Y:DESIGN NO: DATE REVTSTOil BY DATE NO: 728 li4th Skeet 511 . Suite 200 Everett, l{oshington 98204 Ph: 425 741-J800 APPROVED OFSHEfiS PTANSTHESE SHALLALL 8E BYAPPROVED THE AND ONSTAMP SHEETTHIS Washington State Department of Transportation WASHINGTON STATE FERRIES ^-.nun, CONCRETE SECTIONS AND DETAILS OF SI{EETS Reid iddleton I PL ANS EIGIE-O Juncrtor{ Box (J-Box, .//ffi/l q9NIIIUOUS HATCHTNG II{OICaTES ITEHS TO 8EREI{0vE0. CONSTRUCTTON NOTE NUMBER FLEXIBLE CORO OR CABLE HEAVY SOLIO LINES AND DARK TEXT INDICATE lIIElICOI{DUIT, HATERIAL. AND EOUTPIIENT THAT IS EXPOSEO trE4v!_049Hq0_Lrt{E5 rNDlq4rq,lEri coNDUrT, MATERTAL,A'{D EOUIPMENT HIDDEN FROM VIEU - 9Q!lq-!rG!!T_L!NES ANO LTGHT TEXT rNorcAlE ExrSTrrrtcqglqUIL MATERTAL, AND EoutpMENr on arcrGRounD - - I NFORMATI ON LIGHT OASHEO LII{ES I AI{D EOUIPMENT HIOOEN N0ICATE-EXISTING CoI{OU IT, trtATERtaL, FROI{ VIEH -BP- BURTED pordER Ll/3.5 cQ1QUITT Jlcs DENoTE ouANTrry oF lrlREs.#t+- h?X!*= Siil!ihr t[8't*llt.=;8+8gi'8i;;;;;.,. ARRo{i' = HoMERoN, r-i25,5-;-paNEuTcin'iilfi''--' n r-Tr-"1 V ---€ -j LIGHT FIXTURE, SURFACE IIOUNTED IX4 FLUORESCENT LIGHT FIXTURE, RECESSEO MOUNTED OATA OUTLET CONDUIT TURNED UP CONDUII TURNEO OOHN attE0 ti- HA- x*te E01.O0 MORIN v : L. I'JASH I NGTON STATE FERR I ES POST EFs PORT TOI{NSEND ./ KEYSTONE PROJECT -2 t'Washingfion Etate Departnent of Tlancportation .-. - un, ELECTR I CAL SYMBOLS SHEET OF SHEETS 653 GENERAL NOTES: OIUENSIONS & SIZES SHOHN ARE IN FEET AND IT{CHES UNLESSOTHERI{ISE NOTED. rHE CONTRACTOR SHALL FIELO VERIFY THE EXISTING CONDITIONSAS DEPICTED ON THESE PLANS INcLUoING oUANTITIEs, LocATIoI.Is,RATINGS, ANO FUNCTION OF EXISTING EOUIPHENT, COHOUIT. AHOl{lRE. THE CONTRACTOR SI{ALL FIELD VERIFy lLt_ Ott"tEHStOHS AI{O SHALL ASSUHE FULL RESPONSIBILITY FOR HEASURED OUANTITIES. THE CONTRACTOR SHALL COOROINATE POHER. CONTROL, ANO COI',IMUNICATtONS SYSTEMS SHUTOOI{N I{ITH THE ENGINE€R TO I,lINIMIZE0rsRupTI0N 0F I{oRMAL FActLITy opERATIoN. sEE spEctaL pnoviiion.,BASIC ELECTRICAL REOUIREM€NTS CONOUIT AND YIRE NOTED FOR DEMOLTTTON SHALL BE REI,IOVED FROMTHEIR POINT OF BEGII.INING TO WHERE THEY TERMINATE UNLESS OTHERHISENOTED. THE CONTRACTOR SHALL NOTIFY THE ENCINEER OF ALL ISINDONiDHIRING ENCOUNTERED. EOUIPI'IENT OTMENSIONS ANO CONFIGURATION SIIOHN ARE APPROXIMATE. ACTUAL SIZE ANO LAYOUT SHALL BE PER THE ENGINEER APPROVED CONTRACTOR'S SHOP DRAUINGS. ALL PENETRATIONS THROUGH THE TERMINAL BUILDING HALLS, FLOOR,OR CEILING SHALL BE WEATHER SEALED AND FIRE SEALEO AS NTOUINgOPER APPLICABLE CODES AND SPECIFICATIONS. CONTRACTOR TO PROVIOE AS-BUILT PANELBOARD SCHEOULES FOR NEI{ANO EXISTING PANELS AT THE COMPLETION OF THE PROJECT TO REFLECT THE DEMOLTTION AND NEI{ IIORK CONDITIOIIS. REIIR lq THE SPECTAL pROvTSION "MATNTENANCE ANo PROTECTTON OF rRAFFtc"FOR REOUIREI,IENTS OF MAINTAINING TRAFFIC LANES DURING CONSTRUCTION. ABBREVIATIONS A, AMP(5' AB AF AFF AI.{PERE ( S ) ALLEN- ERAOLEY A|||PERE FRAME ABOVE FINISH FLOOR AUXILIARY GUTTER AI,IPERES INTERRUPTING CAPACITYALARI{ ANNUNCI ATOR APPROX I MATELY AIIPERE TRIP AUTOMATIC TRANSFER st{ITCHAUXI L I ARY Ai,IERICAN HIRE CAUGE BREAKER CONDUIT, CONOUCTOR CATALOG CIRCUIT BREAKER CAELE CEI{TERL I NE CONTROLLEO DENSITY FILLCIRCUIT CONOUIT OI{LY COiIE I NATI (]N COI.IMUNICATION COIITROL PANEL CONTROL POT{ER IRANSFORMERqENTRAL PROCESSINc UNIT CONTROL RELAY CONTROL STATION CURRENT TRANSFORMER CONTROL COPPER O I RECT CURREI.IT OI AMETER DISTRIBUTION DOIdN DISCONNECT S}IITCH DRAI{I NG EAST EXISTING €I'PTY CONDUIT ELECTR I CAL ENCLOSEO EOU I PI{ENT ELECTRIC TIATER COOLER ELECTEIEAL METALLIC TUEINGFLEXIELE CONDUIT FEEOER FLUORESCENT. COMPACTFIEER OPTIC FEET FLOAT SI{I TCH FUSE FULL VOLTAGE REVERSING fuLL voLTAGE NoN-REVERSTNG GROUND GAUGE GALVAN I ZED GE NERATOR GROUND FAULT INTERRUPTER GREEN LIGHT GYPSUM I{ALL BOARO HEADFRAI,{E HANGER HANOHOLE HIGTI INTENSITY DISCHARGE HANO-OFF- AUTO HORSEPOI{ER HIGH PRESSURE SODIUMHEAT TRACE HYORAUL t C INTERRUPTING CAPACITYINSIDE DIAMETERINVERT ELEVATION INTERMEDTATE METAL CONOUIT INFRAREO JUNCTION BOX JOYSTI CK THOUSANO CIRCULAR MILLS KILOVOLT KILOVOLT AIIPERE KI LOVAR( 5 'K I L OI'ATT LEF T LIGHTING CONTACTORLIOUIDTIGHT FLEXIBLE CONDU I T LIOUIDTIGHT FLEXIELEIIETAL CONDUIT LOCATED L I CHTI NG L I MI T SI{I TCH MAGNETI C_CoNTACTOR C0tLS, II'IETERS. MOTOR MOTOR CONTROL CENTERMASTER CONTROL RELAY METAL HALIDE: MANHOLE MI SCELLANEOUS MAIN LUGS ONLY MILLIMETER(S) MOTOR STARTER, MILLISECONDS MANUAL TRANSFER SI{ITCHMINI POIIER ZONEMAIN CIRCUIT BREAKER NORTH il8fiTflhlt cLosED HELD oPEN NORMALLY OPEN HELO CLOSEDNATIONAL ELECTRICAL CODE NAMEPL ATE NOT TO SCALE ON CENTER OUTSIDE DIA}IETER OVERHEAD POHER POLE PUBLIC ADDRESS PUSHBUTTON, PULL BOXPIECE NUMBER PHOTOELECTRIC SENSOR ( PHOTOCELL ) PHASE PL ATE PROGRAMMABLE LOGIC CONTROLLER PANEL POINT OF SALE PAI R PRESSURE SUITCH PUGET SOUNO ENERGY POTENTIAL TRAI{SFORUER PRESSURE TRANSDUCER PUSH TO TEST PoLYVINYL CHL0RIDE CONoUIT POIIER RELAY, RIGHT RIGID METAL CONOUIT (STEEL) PVC-COATEO RIGID I,IETAL CONDUIT (STEEL) RECEPTACLE REOU I REO RE},IOTE I NOI CATOR RED LICHT ROOM SOUTH SH I ELDED SUPPLY FAN SHEET HF HGR HH HIO HOA HP HPS HT HYO P PA P8 PCiPE, PC 2 3 4 5 ORAPPROX AGAtc ALRM ANN, ANNC CAT CB CBL e, c0F CKT c0 COMB c0Mtt CP CPT CPU CRcs CT CTRL CU oc OIA DIST DN os PH PL PLC PNL P0s PR PS PSE PT PT PTT Pvc PfR R RMC R11 s(s) SF SHT SOL 5P 500 55ssT. STP sr{ sldED Sf,GR TDR TEL TELE TL TS TSP TST TTB TYP UG UH UL UPS UV V t{ l1/ I'P XFMR P AT AT5 AUX ATIG BKR c DHG E EXIST EC ELEC, ELECT ENC EOUI P EHC EMTFC, FLEX FOR FLC FO FT FSFU. F FVR FVNRG, GND GA IC ID IE IMC IRJ, JB, J-BOX JS Kcmi I KV KVA KVAR KH L LC LFC LFMC 0 li'lCC MCR tqH MI SC MLO MM' mm MS HTR ilTS MPZ r.tcE N NCHO NEUT NOHC NEC NP NTS 0c OD OP Rt{CP RECPT REO.O RI RL , RCPT 6 7 LOC LTG LS M 8 SOLENOID SPARE SOUARE D SELECTOR STAINLESS 5H I ELDED 5Wl TCH ss SH I TCH STEEL T9ISTED PAIR GALV GEN GFI GL chr8 5I{I TCHEOARD SIII TCHGEAR TIME DELAY RELAY TELEPHONE TEL ECOI4MUN I CAT I ONS TWI STLOCK TEMPERATURE SI{ITCH TWISTEO SHIELDEO PAIR TWISTED SHIELOEO TRIAO TELEPHONE TERI,IINAL BOARO TYP I CAL UNDERGROUND UNI T HEATER UNDERHRI TERS LABORATORIES. INC. UNINTERRUPTIELE POI{ER SUPPLYUTILITY VAULT VOLTS YATTS, IIIRE YITI{ HEATHERPROOF TRANSFORHER AM4 MIIEO I ,66 rF h'A- ***E01.01 MORIN E.t / 16/ |.JASHINGTON STATE FERRI ES POST EFS PORT TO}JNSEND ,/ KEYSTONE PROJECT 7SH R Washington State Department of Transportation ^-. - un, EL N TES RICAL AN ABBREVIATIONS SHEE T OF SH€ETS llomen 0f fice Enirv Men UP Meelr"'les tlcitinc ="c.0 Y{'c, z.lz, ,lzc *"c.o 8/23 T at?8/2 7i'c, 2.12, .lzc 8/C t24 Qq Y."c. t l,8/C.24 -tL U E SEE SHEET A2.1 FORTRENCHING. REMOVAL CONCRETE SLAB ANO NETI CONCRETE SLAB EXTENT OF EXI XTENT NG ul- Ltt- /-\Qq CONSTRUCTION NOTES: F exreHo coNDUIT ANo I{IRE FRoM ExrsrrNG J-BOX TO NET LIGHT FIXTURES AS INDICATED. lD ltcrr FIxruRE To BE pauLUHN .FRz32 oR ENGINEER ^PPROVEO EOUAL F renurHlrE coul,r cABLEs (a/c .z4t AT ExIsTINc COI{H RACK. COORDINATE T'ITI{ THE ENGINEER. RACI(F pnovtoE AoEouarE ExTRA coNoucToR uo') T0- ALLOH FOR TURNSTILE CONNECTION. COORDINATE INSTALLATION HITH TURNSTILE MFR. DUGS. p uourur J-Boxgs as HtcH as eRAcTTCABLE lD nourr 0N ExTERIoR riALL. AND pRovlDE CoNDULET TO PENETRATE EXTERIOR I{ALL. ROUTE CONOUIT ANCHORED TO CETLING IN MECH/ELEC ROOM. lp noure coNourr DouN ExrERr0R uALL To BELor{ GRADE lDsrun up c0NDUir AND TERMINATE rdlTH FLUSHq couPLING. L Qq aq o- cct I I o_ CN I I(L6 I I o-dl l" J I I = I I-J I I = I ri ri LI h II /i'c, tztgrc'za a/23, Yt"C,2' 12 ,t l2c A I 0- cnJ la"Cl l'll, tll$ P--P -ul -ul J Yq"C, l2l 8/C .24 =Ereot5 SCaLE tt" = l'-0" t 12237248 -PROJ.-NO;'.r3l 9iltm It lffi *-l{A-**{( H 4/?5/2001 a7z;nooj E09.OO M.) lv{AsH4/25/2001 MAfi PRUJ ENGR;4/25/2001 WASH I NGTON STATE FERRI ES POST EFS PORT TOTJNSEND / KEYSTONE PROJECTJS II,ER 07r/20rFM & ENGR MNGR:. NCINTOSH DATF BY Washington Etate Departnent of Tlansportation ^-. - un, -zt'-KEYSTONE EFS ELECTRICAL PLAN sHE€T OF SHEETS Seller's Acent's Acent's 0ffice ,!1en Ylomen Llechoniccl Breok Roorl 5torcce TIP , Yi'c,2tt2, 'lzcq{{ Wcitinq CcrririorVqst. c u |a"C, 3e12, c12g /a"C. 2t12, :1 Yt"c.o Y<"c, tlt glc .24 il SEE SHEET AI. I F EXTENT OF NEU_ CONCRETE PAD AIDREHOVAL OF EXIS?n OR . PAVERS A TYP CONSTRUCTION NOTES: F etreno coNoutr ANo rrRE FRoM Exrsrlr{c_ LIGHT FIXTUFE TO '{EI' LIGHT FIXTURES A5 INDICATED. F r-lonr FIxTuRE ro BE slrlLAR To ExIsrING. f)> rnovtoE zoA/t? crRcutr BREAKER rN pAl{EL FoRF crRcurr rNDrcArEo. eneAiEii-iii iL' bi"iaueTYPE AS EXISTtNG. ALLOf FOR TURNSTTLE CONNECTION. COORDIIIATEIIiISTALLATIOII UITH TURNSTII.S HrN. OT'GS. COMI'I RACK. COOROINATE UITH ENCIiIEER. >ifilildii'lll,!! FliEilil.#.i,::Tiil,,., F;m ii,3l-33,1l.iND.TER*'.{ATEIilcREASE HEIGHT 0F FURRED spAcE ar lcEessPAI{EL IF REOUIRED. plgure coNDutrs DouN FURREo our coLUHN T0- COI{CEAL CONDUITS. ANO EXTEND TO TURNSTILES. --1 --l l-I &? Yc"c-o c34 Fr+==-r-ot 5 scALE '1" = l'-0" 5: l7 rilr!E!I *.t{A-***Eog.0lWASH I NGTON STATE FERR I ES POST EFS PORT TOI{NSEND ./ KEYSTONE PROJECT 0?Washingtor State Department of Tlansportalion ^-. - uL, ORT TOWNSEND EFS ELECTRICAL PLAN SHEET OF SHEETS t f,OUtlTlilC! IGIARATII{OI VOI1AGE: SURFACE 1 120Ert0v. 1PH.3W Arc il tilc atEg: SOIJFCE: AlcKrBREAIGRutiEStrtDEsCFIPTOilLIcKrEREAKEiDEBCRIPTIOI{ I 20,NlP #12 LruHt tNu l0 -tffit ,20l/lP *12 LI(jIITING. OUTDOOR 7,9 3 154/1P #12 IUILEI EI'IIAUUI FANti z.s lffil +20N1P #12 LIGH]S - ME ROOM '1.7 5 20,NlP #12 HEUEj,IA(;LEti - ()FFICE s.9 20NlP #12 ll{rtr I tNu - Nl(iFl I 1,7 7 2oNlP *12 FIEUts,I' I A(/TLES . OFFICE s.z ffil a zON1P *12 I EMTEHA]URE CONTROL '''lmI2ON1P#12 HESEPTAq-ES. WAITINGi AREA 6.7 'lffil 'o 20,N2P NANU UftYER-WOMEN TEMPORARILY SPAREI 0 tg 11 20N1P #12 HEUETIAULts,I'. ME H()()M r.z lffirz #12 FIANI' I'RYER - WOMEN 'olm13fuN1P#12 i{EL;EP I AgLts, . I E,LE EIOARD & PA SYSTEM 9.3 lffil t 20NzP #12 NANU UTIYEIT - MEN !o 15 4ON1P *12 EFI' KIOSK +.a lffil rs #12 FIANU UTIYEE - MEN 10 17 304/2P #10 WATER HEATER $3 -lEl "4N2P #10 FIEAI I'UMP.OUTDOOR 21.'l 19 #10 YVA I EI{ IIEA I EH re.a lffl zo #10 FIts,AT PUMP. OUTDOOR 21,1 21 20,NlP *12 I{EUEI'I - 9FFIUb,0 -t*t ,,604/2P #6 UX FAN GOIL UNIT.IND()oI_1g 23 2l,,NlP #12 lzr ruFNsTtLEs ea lffil ee #6 DX FAN OOIL UNIT. INFOOF-4lt 2s 154/tP #12 DhWAqE FUMP OONTROL 'lfl .s 2IJ,NlP #12 I'EWAUE PUMP fl 0 27 20N1P #12 HEGEPT. ME ROOM ' lEHl *2ON1P *12 sEWAfib PUMP T2 om 29 SPACE 'lffil 'o UI'AUE 3t UTAUE l&l .z sr/AoE tffi 3:t 5T'AUE lffil sr I'PA(;E tre 35 5"A(iE lffil g6 ljFAUE 37 5''AUt lffil .'SPACE 39 SPAGE lffil o DI-A(,E 47 SFA(iE lffil l,5'/AUE li l.rrFll-l:::':l I.EI I ,1 r---'-; ll-,-:il lE::"*-:J t::'3:"-l l-T,-t71li:! ! );l CABLES ]{()TES: I, AODtsDLOAOTOCKT.23 2. 3. {. 5. 9:29 t stmtmDsY!FED.AID PBOJ.NO. sTAIE E15.00 H.10 WASHINGTON STATE FERRIES POST EFS PORT TOWNSEND / KEYSTONE PROJECT Jobilnlf 0''tv20r PLAN: N. CEO: coltTFlcrllo.DATE Washlngton State Depterm€nt of Transportatlon WASHINGTON STATE FEHRIES G.ufl, ELECTRICAL PANEL SCHEDULE OF SHEETS ,t t 9:28 t sr 98ttflo8y: FECESSED MANnAflNG: 22SAMLO' UAINcABLEs: TZ-@a;n;;--t*+m:nwmer--W - CKT DESCFIPTION crr BFEAKEB OESCRIPTION BREAKEF LOCATION: AIC RATINGS; MOUNTII{G; NEMANATNC: VOLTAGET I 2ON1P 12 7.5 2 20N1P 12 5 3 20N1P 12 4.6 4 7ON3P 4 56 5 2ON1P 12 1 I 6 56 7 2ON1P 12 1.7 I 56I20N2P010zON1P10HAND DRYER RM #13 16 11 0 12 20N1P 12 5.6t32ON1P120142ON1P1032 15 30A/1 P 10 HAND DRYER ROOM#2 16 16 2ON1P 10 4.7 17 2ON1P 12 11.3 l8 20N1P 10 14 19 20N1P 12 8.3 20 20N1P 10 4.7 2l 2ON1P 12 4.5 22 304/rP U}'AFIE 0 23 20N1P 12 7.5 24 2ON1P 4.5 25 20N1P 12 6 26 20Af3P 16 27 20NlP 12 6 28 16 29 2ON1P 12 6 30 l63lUI'AUE 0 s2 u'I-AUE 0 33 0 34 20N1P 12 (2' TUFNSTTLES 9.8 35 !'PACE 0 36 0 24 31 34 rOTAI 85 103 96 SUB.FEED BREAKER DESCNIPTION A c 0 0 0 HAXIMUT{ KVA 4a FED,AID PROJ.NO, BY: srEBY:4t16tO7 E15.01 10E. RTuJAH ot PROJ WASHINGTON STATE FERRIES POST EFS PORT TOWNSEND / KEYSTONE PROJ Job lluhb.r 07w201MGMT&N.4t16t07 BY coxln^ct tto. a-zf-o DAIE Washington State Deptarment of Transportation WASHINGTON STATE FEBRIES ^+,un, ELECTRICAL PANEL SCHEDULE SHEET OF SHEETS