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BLD10-028
CONSTRUCTION PROGRESS RECORD CITY OF PORT TOWNSEND Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 POST THIS CARD IN A SAFE, CONSPICUOUS LOCATION. PLEASE DO NOT REMOVE THIS NOTICE UNTIL ALL REQUIRED INSPECTIONS ARE MADE AND SIGNED OFF BY THE APPROPRIATE AUTHORITY AND THE BUILDING IS APPROVED FOR OCCUPANCY. STAMPED APPROVED PLANS MUST BE AVAILABLE ON THE JOBSITE. PARCEL NO. 948301003 PERMIT NO. BLD10-028 ISSUED DATE 02/22/2010 EXPIRATION DATE 08/21/2010 ADDRESS 809 8TH STREET CONSTRUCTION TYPE V-B_ OCCUPANT LOAD OWNER PORT OF PORT TOWNSEND PROJECT DESCRIPTION Foundation and ramp for relocated USCG building CONTRACTOR MONROE HOUSE MOVING INC. LENDER INSPECTION INSP ATE COMMENT INSPECTION INSP JATE COMMENT FOOTING kw} th bon FRAMING ps Hil, FINAL BUILDING wa | /2A7 Ly FINAL PUBLIC WORKS \ 4 SPECIAL INSULATION J MISCELLANEOUS 4 N\ TO REQUEST AN INSPECTION CALL (360) 385-2294. INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 3:00 PM FOR NEXT DAY INSPECTION. CITY OF PORT TOWNSEND PERMIT ACTIVITY LOG perMIT# (OLD IO- OZ< DATERECEIVED 2 ~ Y- fO SCOPE OF WORK: ; FoundaTtipral FoR MoveD Lsé¢c 2 DATE ACTION INITIALS ENTERED INTO CHET CHECKED FOR COMPLETENESS Tec pin Arch tectire. AZO Spoke aith Ril cut Biv, we Spon, SK dling ar be | erouect bide ent h provide drawn s showvire detail SS AZAlO“O Tins, PECL Plan reuten> complete — Zoning: Setbacks OK? Lot Size: Building Size: Lot Coverage: FAR OK? Height OK? Parking OK? Critical Area? Demo? Historic Rev? Notice to Title? Lots of Record? BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-028 Permit Type © Commercial Miscellaneous Project Name FOUNDATION FOR RELOCATED Site Address 809 8TH STREET Parcel # USCG BLDG. : ae, 948301003 Project Description Foundation and ramp for relocated USCG building Names Associated with this Project License Type Name Contact Phone # Type License # Exp Date Applicant Port Of Port Townsend Owner Port Of Port Townsend Representative Berg Richard (360) 385-5409 Contractor Monroe House Moving (360) 765-3917 STATE MONROHMOI 08/17/2011 Inc. Fee Information Project Details Project Valuation $7,130.60 Commercial Deck 552 SQFT Plan Review Fee 99 61 foundation only permit 1,445 DOLL State Building Code Council Fee 4.50 Units: Heat Type: NO HEAT Technology Fee for Building Permit 5.00 Bedrooms: Construction Type: V - B Building Permit Fee 153.25 Bathrooms: Occupancy Type: S-1 Record Retention Fee for Building 7.75 Permit Total Fees $ 270.11 Conditions 10. Moving and relocation of the structure shall comply with the HPC Certificate of Review, HPC09-047 (attached) 20. Relocation of the structure shall comply with the Critical Area waiver granted under LUP 10-013 (attached). *** SEE ATTACHED CONDITIONS *** 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 certify that I am the owner of the property or authorized agent of the owner. Print Name a / (AAS = Date Issued: 02/22/2010 - Issued By: MWAY Signature _— 7¢/7~>@Cte Aare Date # i Pe / 6 Date Expires: 08/21/2010 Dev._.opment Services 250 Madison Street, Suite 3 Port Townsend WA 98368 - nee Phone: 360-379-5095 FOUNDE&T ont only emit Fax: 360-344-4619 www.cityofpt.us Commercial Building Permit Application 04 ae fa Zoning District: I ( Legal yee (or Tax #): Office Use Only 04 B Ss M-T(A) Addition EISENSEIS Bein Pact Tounsend, WA 8366 Block, ZiS #BLDIo - © i Parcel# FYB 20/ 0032 Lot(s): TAX 32 a ees Project Description: RELOCATE EXISTING Woo) STRUCTURE FROM DEM 1p =o zi NAINTENADCE StoP. 20 > Applications accepted by mail must include a check for initial plan review fee of $150 > See the “Commercial Building Permit Application Checklist” for details on LDf¥O F reall “as 7 plan submittal requirements. Property Owner: Lender Information: Name: PoRT OF PoRT TAWNtEND Address. PO Box t(80 City/SUZip: POAT TOWNSEND WA %8368 Phone: Email: Lender information must be provided for projects over $5,000 in valuation per RCW 19.27.095. Name: OCONEE Cinanced Project Valuation: $ 30, 0@O Contact/Representative: Name: TERRAPIN ARCHITECTURE Pa Address: 217 TAYLoR Sf. City/SvZip: PORT TOWNSEND, WA 18368 Phone:_366 - 379- 8°90 Email: Tichard @ terra pia -arcch.cam Contractor: Name: MoNROE HouSE MovInG INC. Address: [10 € CoLumBlA St. City/svzip: QUILCENE ,wA %837G Phone: _ 460 76S - 3417. Email: State License #: Expt. } < } Be ( City Business License #: wW-8 Occupancy Rating: B Construction Type: Building Information (square feet): 1° floor (YUE Restrooms:__— 2™ floor __§§ —— Deck(s):___ 3° floor___-—— Storage: —— Basement:_ =~ Is it finished? Yes No other.C avered Porch + Romp 562 New 0 Addition #Remodel/Repair 0 Change of UseO [rfRelocafe Total Lot Coverage (Building Footprint): : Square feet: 2747] %» 9.3% Impervious Surface: bom EC WwHbLe SITE IS Square feet: RED IMPERVIONUS. | hereby certify that the information provided is ; and that all activities associated with this permi Print Name: Z Siew E ae a SS orrect, that | am either'the:dwner or authorized to act on behalf of the owner nd the Port Townsend Municipal Code. Date: 2/ aio as d GN 3 S N M O L 1Y O d 40 AL I O ( 01 y 83 d SN 'a I v 9 S q > AL O i ih SI O mo n n R2 0 9 hi T 0 D Lo n e r da po p u O T se y , $O O P O 1 00 . 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NOTICE IS HEREBY GIVEN to the Grantors/Owners of the above-referenced real property, to potential purchasers and future owners, to agents or representatives, and to any other concerned person or entity: The property has been identified as having both a Seismic Hazard Area together with a Wetland and Wetland Buffer Area as defined in the City’s Critical Area Ordinance. The property and any future development on it may therefore be subject to Chapter 19.05, Critical Areas, Port Townsend Municipal Code (PTMC) and limitations on action in or affecting such critical area or its buffer may exist. 1. The regulations for seismic hazard areas are intended to maintain the natural integrity of hazardous areas and their buffers in order to protect adjacent lands from the impacts of landslides, mudslides, subsidence, excessive erosion and seismic events, and to safeguard the public from these threats to life or property. Port of Port Townsend Notice to Title February 19, 2010 Page 2 of 3 2. The regulations for wetland and wetland buffer areas are intended to protect the public from harm by preserving the functions of wetlands and their buffers as recharge areas for ground water, flood storage, floodwater conveyance, habitat for fish and wildlife, sediment control, pollution control, surface water supply, aquifer recharge and recreation. 3. There shall be no further expansions to or addition of any structures/impervious surfaces without prior review for conformance with the Critical Areas Ordinance codified in Chapter 19.05 of the PTMC and any other applicable laws and ordinances. No additional structures, improvements or storage of materials shall be placed closer to the wetland buffer and buffer setback without further review for compliance with PTMC 19.05. 4. All development subject to the provisions of this chapter shall comply with the 2005 Department of Ecology Stormwater Management Manual for Western Washington, City engineering design standards manual, City stormwater master plan, and adopted drainage basin plans. (22 =f 4p- : 22 FER 10 chard Mt Seplef, AICP Date Planning/DSD Director Port of Port Townsend Notice to Title February 19, 2010 Page 3 of 3 GRANTORS/OWNERS Larry Crockett, Executive Director Date Authorized by Commissioners , 2010 STATE OF WASHINGTON ) ) ss. COUNTY OF JEFFERSON ) On this day personally appeared before me Larry Crockett, to me known to be the Executive Director of the Port of Port Townsend and who executed the within and foregoing Hold Harmless Covenant, and acknowledged signing the same as his fee and voluntary act and deed, for the uses and purposes therein mentioned, and on oath stated that he is authorized to execute the said instrument on behalf of the entity. Given under my hand and official seal this day of , 2010. Signature Print NOTARY PUBLIC in and for the State of Washington Residing at My commission expires: [Pre-ink notary stamp 1" from margin] City of Port Townsend Development Services Department City Hall, 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360) 379-5095 FAX (360) 385-7675 CITY OF PORT TOWNSEND CRITICAL AREAS WAIVER PORT TOWNSEND CRITICAL AREAS ORDINANCE (PTMC 19.05) Applicants: Port of Port Townsend Case Number: LUP10-013 PO Box 1180 Port Townsend, WA 98368 Project Location and Legal Description: 809 9" Street in the Eisenbeis Addition, Block 215, also known as Tax 32 . Assessor’s Parcel Number: 948-301-003 Proposal: Through BLD10-028, relocate an existing 2,000 square foot building and attached porch to property housing Port maintenance facilities. Type of Critical Area: __ Aquifer Recharge _ FEMA frequently Flooded, X_ Seismic Hazard X_ Wetland Findings & Conclusions L. The applicant, the Port of Port Townsend, proposes to undertake the improvements described above on property that contains or is near a mapped critical area within the City of Port Townsend. Specifically, the entire site is mapped as a seismic hazard and portions of the site are encumbered with a Category III wetland having an 80 foot wetland buffer. 2. The regulations for seismic hazard areas are intended to maintain the natural integrity of hazardous areas and their buffers in order to protect adjacent lands from the impacts of landslides, mudslides, subsidence, excessive erosion and seismic events, and to safeguard the public from these threats to life or property. 3. Pursuant to Section 19.05.040 E(1)(j) of the Port Townsend Municipal Code, the director may waive compliance with the application requirements and delineations requirements of this section and compliance with the performance standards for development contained in PTMC 19.05.060 for development proposals which contain only aquifer recharge areas, frequently flooded areas or seismic hazard areas. 4. The director finds that the performance standards provided for in the individual critical area regulations for Seismic Hazard areas are met and no purpose established under this chapter would be furthered by requiring compliance with application requirements or the performance standards for development. Port of Port Townsend LUP10-013 Page 1 of 3 The site is also encumbered by a wetland and wetland buffer on the eastern portions of the site. This feature was categorized in April, 2009 and assigned an 80-foot buffer width in accordance with PTMC 19.05 — Critical Areas Ordinance. Pursuant to PTMC 19.05.040(C)(14), a full Critical Area permit for the project is not triggered. The applicant proposes to avoid both the 80-foot wetland buffer and 15-foot wetland buffer setback by placing the relocated building 9-feet, 3-inches beyond them. This distance is substantially greater than the applicable buffers and setbacks required under the provisions of PTMC 19.05. The DSD Director finds that no useful purpose would be served by a requirement to obtain a full critical areas permit in the case at hand. Conditions 1. All development shall be in substantial conformance with the development plans submitted. There shall be no further expansions to or addition of any structures/impervious surfaces without prior review for conformance with the Critical Areas Ordinance codified in Chapter 19.05 of the Port Townsend Municipal Code and any other applicable laws and ordinances. All development subject to the provisions of this chapter shall comply with the 2005 Department of Ecology Stormwater Management Manual for Western Washington (SWMM-WW (2005)), City engineering design standards manual, City stormwater master plan, and adopted drainage basin plans. The following legal document prepared in a form approved by the City Attorney and approved by the DSD Director shall be signed by the applicant and recorded with the Jefferson County Auditor (Section 19.05.050(I) of the PTMC): a. Notice to Title - Pursuant to Section 19.05.050(J) of the Critical Areas Ordinance, presence of a critical area shall be recorded with the Jefferson County Auditor as a condition of this Critical Areas Waiver. Standards for development of structures and improvements in seismic hazard areas shall be in accordance with the provisions of building and construction codes as currently adopted by the City. No additional setback or other requirements are necessary to regulate structural design. No additional structures, improvements or storage of materials shall be placed closer to the wetland buffer and buffer setback without further review for compliance with PTMC 19.05. The building permit shall not be granted final occupancy approval until such time as the applicant signs and records a “Notice to Title” document in a form approved by the City. Said agreement shall acknowledge the applicant’s awareness of the seismic hazard and wetland conditions at the site. Port of Port Townsend LUP10-013 Page 2 of 3 In consideration of the above, a waiver is hereby granted from compliance with the application requirements and delineations requirements of the Critical Areas Ordinance as codified in PTMC Chapter 19.05 and from compliance with the performance standards for development contained in PTMC 19.05.060. Can: 22. FEB IO Richard'M Sepler, AICP Date of Issuance Planning/Development Services Director City of Port Townsend Port of Port Townsend LUP10-013 Page 3 of 3 CERTIFICATE OF REVIEW and FINDINGS OF THE HISTORIC PRESERVATION COMMITTEE Design Review Application HPC09-047, Port of Port Townsend The Port Townsend Historic Preservation Committee has completed its design review of the: Relocation of existing Coast Guard building (Building #35) with demolition of ‘smaller metal storage shed (Building #34). Representative: Jim Pivarnik, Larry Crocket and Larry Aase, Port of Port Townsend Richard Berg, Architect For the buildings located at: end of Benedict Spit at Boat Haven The building classification: (highlight one): N/A Pivotal Primary Secondary Altered Historic/Recent Compatible Intrusion Review of the project is: Mandatory . Compliance with review is: (circle one) Mandatory Voluntary The review was conducted pursuant to Chapter 17.30 and of the Port Townsend Municipal Code, and was based on the application submitted on December 1, 2009 Applicable Guidelines: Review of the project is: Mandatory per Ordinance 2969 Compliance with review is: Mandatory per Ordinance 2969 After review of relevant design guidelines, the Historic Preservation Committee finds that the proposed development: _ CONTRIBUTES IS ACCEPTABLE DOES NOT CONTRIBUTE to the Port Townsend Historic District AS PRESENTED subject to the following conditions: 1. The building being moved be done so it preserves the east side porch and maintains the buildings roof line; 2. The applicant is encourage to address any other on-going maintenance issues with the building as part of its relocation; 3. This Certificate of Review is not a decision on whether the building is historically significant or not. It does not vest any future request to demolish or further relocate the Coast Guard Building. Any such future requests will be reviewed against all applicable codes and regulations in effect at the time additional applications are sought. Issued this 17% y of Décember, 2009 Chair, Historic Preservation Committee isapproved b = Wy, N-——-—.__ DSD Director Bed_Permiis:Form Letters2 Page I of I — Revised 12/98 Look Up a Contractor, Elect ° n, Plumber or Elevator Professional £ th Result Information in Spanish Topic Index Contact Info Home Safety Claims & Insurance Workplace Rights Trades & Licensing Find a Law (RCW) or Rule (WAC) Get a form or publication 2) Help Your search for "Business Name": ‘monroe house moving’, found 1 records. Search within these results > Start a new search > Lookup Violators > Page 1 of 1 1 Name UBI License All Cities... - Type of License Status MONROE HOUSE CONSTRUCTION MOVING INC 601921632 |MONROHM014C2 | QUILCENE CONTRACTOR ACTIVE 1 Search within these results > About L&! | Findajob at L&I | Site Feedback | Toll-free Numbers © Washington State Dept. of Labor and Industries. Use of this site is subject to the laws of the state of Washington. Access Agreement | Privacy and security statement | Intended use/external content policy | Staff only link https://fortress.wa.gov/Ini/bbip/Result.aspx 2/4/2010 Page | of 1 Page 1| of 2 look Up a Contractor, Electi” “ n, Plumber or Elevator Professional |” 1se Detail Information in Spanish Topic Index Contact Info Home Safety Claims & Insurance Workplace Rights Trades & Licensing Find a Law (RCW) or Rule (WAC) Get a form or publication [2] Help Return to List > Start a New Search > & Printer friendly General/Specialty Contractor A business registered as a construction contractor with L&I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information veniy Workers Con: Faaiibrn Check for Dept. of Revenue Account Status Name MONROE HOUSE . MOVING INC UBI No. & 601921632 Phone No. (360) 765-3917 Status 4) ACTIVE Address PO BOX 686 License No. MONROHMO014C2 : License .. CONSTRUCTION SUIRE/ABE. Type ” CONTRACTOR ; Effective City QUILCENE Date 2/22/1999 State WA Expiration 8/17/2011 Date : Suspend F Zip 983760686 Date dy County JEFFERSON Specialty 1 £ HOUSE MOVING Business . ; ; Type Corporation Specialty 2. <i» UNUSED Parent Company = Other Associated Licenses license — Type Specialty|Specialty| Effective | Expiration Status yP 1 2 Date Date MONROE HOUSE |CONSTRUCTIONIHOUSE MONROHM158D5 ade CONTRACTOR |MOVING UNUSED |3/25/1985]12/31/1998|ARCHIVED RAISING = Business Owner Information © Hide All https://fortress.wa.gov/Ini/bbip/Detail.aspx 2/4/2010 Look Up a Contractor, Electr’ 1, Plumber or Elevator Professional ise Detail Page 2 of 2 Name Role Effective Date Expiration Date MONROE, JEFF 01/01/1980 & Assignment of Savings Information i, Assignment . of Savings | Effective | Release |Assignment|Impaired Received saviligs Account Date Date Type Date Ameunt Date Number 2 719300190114/3/2002 [UMtil pong $6,000.00/4/25/2002 Released 1 705027886 |2/22/1999 Until Bond $4,000.00 Released = Insurance Information i; insurance Company Policy Effective | Expiration |Cancel|lmpaired Sanount Received Name Number Date Date Date Date Date TRAVELERS 9 PROPERTY |6605995L023 |08/13/2009|08/13/2010 $1,000,000.00/07/17/2009 CAS INS CO TRAVELERS 8 CAS & 6605995L023 |08/13/2008/08/13/2009 $1,000,000.00/08/12/2008 SURETY CO ST PAUL 7 ieee 660-507C58 |08/13/2007|08/13/2008 $500,000.00 |08/17/2007 INS CO ST PAUL 6 ee 6605507C58A/10/11/2006|05/20/2007 $1,000,000.00106/15/2007 INS CO ST PAUL 5 FIRE & 6605507C58A|10/11/2006/10/11/2007 $1,000,000.00|/11/06/2006 MARINE ST PAUL 4 Makin CK00217848 |10/11/2004I10/11/2006 $500,000.00 |10/06/2005 INS CO 3 te 35763569 — 103/06/2004|03/06/2005 $500,000.00 [02/03/2004 2 eee 35763569 _ 03/06/2001103/06/2004 $500,000.00 02/10/2003 About L@l | Finda job at L&l | Site Feedback | Toll-free Numbers © Washington State Dept. of Labor and Industries. Use of this site is subject to the laws of the state of Washington. Access Agreement | Privacy and securi ment | Intended use/external content policy | Staff only link https://fortress.wa.gov/Ini/bbip/Detail.aspx 2/4/2010 City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Invoice Date: Invoice # 22-FEB-10 1344 PORT OF PORT TOWNSEND PO BOX 1180 PORT TOWNSEND WA 98368-0980 Application No BLD10-028 Project: FOUNDATION FOR RELOCATED USCG BLDG. Application Type Commercial Miscellaneous Parcel # 948301003 Subdivision: EISENBEIS ADDITION Block/Lot Site Address: 809 8TH STREET Description Fee Amount Paid/Credit Balance Due Plan Review Fee $99.61 $0.00 $99.61 State Building Code Council Fee $4.50 $0.00 $4.50 Technology Fee for Building Permit $5.00 $0.00 $5.00 Building Permit Fee $153.25 $0.00 $153.25 Record Retention Fee for Building Permit $7.75 $0.00 $7.75 Total Fee Amount: $270.11 Total Paid/Credits: $0.00 Balance Due: $270.11] Page 1 Receipt Number: BLD10-028 948301003 Plan Review Fee $99.61 $99.61 $0.00 BLD10-028 948301003 State Building Code Council Fee $4.50 $4.50 $0.00 BLD10-028 948301003 Technology Fee for Building Permit $5.00 $5.00 $0.00 BLD10-028 948301003 Building Permit Fee $153.25 $153.25 $0.00 BLD10-028 948301003 Record Retention Fee for Building Per $7.75 $7.75 $0.00 Total: $270.11 Sod CHECK 44034 $ 270.1 Total: $270.11 genpmtrreceipts Page 1 of 1 || or 32 31 30 29 28 27 2 2 < n Oo 4D WO 6 7 8 10 t h St . oo ST R E E T 2 a8 oss ols — 4OV1d SANIVH ~Novworeoezeare LaaYuLS NHN - an OO tT MO OnR DO STN + a O Op a N 24 NON L3aaYuLS 24 3 2 1 & geek ae 1343uLS SY ST R E E T 8t h St . Ny 8 00 1 1 0 4 0 1 1 Wa t e r Wa s t e Wa t e r St o r m Wa t e r 16 5 . 1 3 4 0 7 8 fe e t 1 in c h 9t h St . 7} ‘££ a (ce) | tu re LL ao be ) Nn © o (ep) ¥S QuOo|OH c _ - ae od aad N oO wt - N 2 + ‘IS 8sID LASYLS 8T H bad N oO wt 7T H 7t h St . ss e ws 4 a 00 1 1 0 4 0 2 8 LO T B 0. 8 2 a b2 structural engineers www.b2engineers.com 7516 NE 153rd Place NE Kenmore, WA 98028 (425) 296-2993 - Building Codes International Building Code (IBC) (2006) COAST GUARD BUILDING FOUNDATION DESIGN PROJECT NO. 1005 02/02/10 American Society of Civil Engineers (ASCE) 7 (2005) National Design Specifications (NDS) for Wood Construction (2005) American Institute of Steel Construction (AISC) Steel Construction Manual Thirteen Edition (2005) Project Description Foundation for modular type building with approximate dimensions of 20'x70'. The foundation consists of concrete square | footing (2.5'x2.5') with 2 course of reinforced CMU blocks (16x16). The wood girders are tied to the foundation for uplift | and lateral load resistance. It was found that mechanical tie down or anchors are not required since we have many footings - that are capable to carry the lateral load and uplift. Seismic Criteria Sds=0.84g $d1=0.47g Wind Criteria Wind speed = 85 mph Exposure = C Gravity Loadings Floor dead load = 20 psf Roof dead load = 15 psf Floor live load = 50 psf Page 1 of 17 Site Class = D Ductility factor, R = 5 Seismic Performance Category = D Snow load = 25 psf Exterior walls = 10 psf | Topographic Effect, Kzt = 1.0 The building simple geometry allows the | use of simplified method per IBC 2006 "CITY OF PORT TOWNSEND DSD Page 2 of 17 b2 Sieenece | J0bNo: |O0S Sheet Title: engineers www.b2engineers.com Project Name: Sheet No: 7516 NE 153rd Place NE : Kenmore, WA 96028 COA st GUARD B L DOr = By Be (425) 296-2993 Date: 0/- 28-10 Revision: CALCULATE wind TeoPogearuic Factoe (kee) WIN EXPOSURE = C He 260 L z 4700 FT h = 13’. | o- a 4 oo Hf = 260'. Yo 6 tT” a ae 4 ja ~~ a >| BUILDIKG Elev. ABOVE SEA LeVeL «= 8° swCE IT IS LESS THAN H/g 7 NO wind up SPEED EFFECT Foe = [.0 , CHECK FOOTING LOAD THE LACGEST FOOTING “LOAD AT EX TELIGR. Gi@vee = DL = 4364 UBS : LL = 39867 LBs ‘ ‘ | SOIL BEARING PeEessuce (ALLOWABLE) = 2000 PSF pee Steucare , 2-6"X 2-6" «18 "1S SUFFICIENT Oe a 1 L Page 3 of 17 JobNo: 70057 Sheet Title: engineers . www.b2engineers.com Project: Cc Ov $T Guttt 74 a Lo or Sheet No: : 7516 NE 153rd Place NE | Checked By: Made By: 22 Kenmore, WA 98028 (425) 296-2993 Date: Date: O/- 228 -/0 CHECK LOAD AT EXTELION GIRDEE Wor = 20" 6) 4+ IS *( 20 4 s)+t 7 PSE HS” 2 cs 2 z 308 PLF WL = 0.75 (50 « 6! 4 25%(20'+¢’)) => = = 352 PLE Wortte ae ) J fy | J 4) oS rN 4 +--+ 12 5.25 6X12 DEF#Z IS FOUND To BE SUFFICIENT In TERM CAPACITY AND pEeTlecTioW ($€€ stRucaAtc ovTPuT) CHEectc Lond AT INTERIOR GIQDER Wo. = 20 * ( 8' +6") = 140 PLE Zz YS Ee Wi = 5O # (2+ 6") 2 250 PLE boy gp ft oo) s z ’ 4 -_? 12 52s @XIt bE dt2 IS tounpd To 6E SUFFICIENT CS€EE STeUCALG OUTPUT) . Page 4 of 17 engineers www.b2engineers.com _|_ Project: COST GUAR Sheet No: 7516 NE 153rd Place NE | Checked By: Made By: ,3¢ Kenmore, WA 98028 (425) 296-2993 Date: Date: O/-209-/0 LATERAL DESIGN SEE SPRENDSHEET FOR LATERAL ANALYSIS 7 —_) 70" Le 4 yp ye FiG 2.5'x2.5*| —p —— 2 —e Fe BFE FORCE AT FOOTING OVE TO LATERAL FOE CE é , Fe 266 we = 0.33” 330 * pn ONIe / L7O Chl? HVGLE. = (80TH SIDES) a on { sit (3x/2) | | | v Block (2 covese) 16 wy, Cw aK con ETE ell | at Zz hs - =. Page 5 of 17 52 |e tual JobNo: /00S~ Sheet No: engineers www. b2engineers.com Project Name: Sheet Title: 7516 NE 153rd Place NE Made By: y Revision: Kenmore, WA 98028 LO AST GU. AO y bs (425) 296-2993 FOUNMOATION Date. O1/ 29//a chete wind VFELIET AT FOOTING WIND UPLIFT = —I.6#2 2 - 23,2 PSE DEAD lLoep AT EACH FOOTING , WE 72 s 2.54254 7.5 #150 = 3,3" 0.6 DL- WIND 2 0.6% 3.3% — 23.2412 % F° 1002 20% « wo OPLIFT CHEetk CLIP ANGLE Le Ae LATERAL CHP. = SES | es (2) L7o = 24 sésx* cz N3o* > 330 VPLIFT = 0.6% Plei2 #20 - 23.2m j2e ? 2-924" ; vse B-# scren WTESILL C/K" PEWwEreATony) = 68 2499 ¥/.S = 19700 LBS C Mes FROLE 1,28 . Page 6 of 17 b2 structural a a £78 Sheet No: engineers www.b2engineers.com Project Name: Sheet Title: 7516 NE 153rd Place NE Made By: Revision: Kenmore, WA 98028 LOAMST GYRO y V6 (425) 296-2993 FOUNDA Wow Date: O/ / 29 / 10 Cosck MASONRY Btloc#te CAPACITY Vez 330 Lé&s Me 330" e(2572.57 be’) 2 98/8 LB-N v* aR =z 1.3 pa + ee Low 10°%X SHOE STRESS fo 2 *&/Cbh*) | = /Y Ds 6 & 167 P Fe = 0.33a fm 2 0334 2000 PS) 2 blo pé fs << FL Oe. 7 CHEte FOOTING PRESSUQE = = = § CMY + FOOTING WT a) Pax ¥364 + 3779 +; 1672 to*® me 330 8 (er aeStle + 18" z (5.8 k-In | Page 7 of 17 bg |siructural JobNo: /QOS” engineers www.b2engineers.com 7516 NE 153rd Place NE Kenmore, WA 98028 (425) 296-2993 Sheet No | Project Name: Sheet Title | LOMST GuRO Made By:| 44°23 Revision: EOUNORTIOW Date: Die) 29-SOP 2 2.) hse * cman) ALLewtsve poor my PREGCULE 22 hs i — V2 IW CREASE FOR by <2 ese # 1-332 WO oe BEISIYC 66 &SF > 2.) £SF Of IBC2006 (1613), ASCE 7-05 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA Response Spectral Acc. (0.2 sec) Ss =126.00%g = 1.260g Figure 22-1 through 22-14 Response Spectral Acc.( 1.0 sec) S. = 46.00%qg = 0.460g Figure 22-1 through 22-14 Soil Site class/2 | Table 20-3-1, Default = D Site Coefficient F, = 1.000 Table 11.4-1 Site Coefficient F,= 4.541 Table 11.4-2 Max Considered Earthquake Acc. S,,,=F,.S, = 1.260 (11.4-1) Max Considered Earthquake Acc. S,,, =F,.S, = 0.709 (11.4-2) @ 5% Damped Design S,, = 2/3(S,,.) = 0.840 (11.4-3) S,, =2/3(S,,,) = 0.472 (11.4-4) Building Occupancy Categories} II, Standard Table 1-1 Design Category Consideration: Flexible Diaphragm with dist. between seismic resisting system >40ft Seismic Design Category for 0.1sec D Table 11.6-1 Seismic Design Category for 1.0sec D Table 11.6-2 S1 <.759 NA Section 11.6 Since Ta < .8Ts (see below), SDC = D Control (exception of Section 11.6 does not apply) Comply with Seismic Design Category D [ IRC, Seismic Design Category =D2 | '9901.2.2.1.1 12.8 Equivalent lateral force procedure A. BEARING WALL SYSTEMS Seismic Force Resisting Systems |7. Special reinforced masonry shear walls C.=0.02 x =0.75 T-12.8-2 Building ht. H, = 42 ft Limited Building Height (ft) = 160 C,=1.400 for S,,0f0.472g Table 12.8-1 Approx Fundamental period, T, = C,(h,)* = 0.129 12.8-7 T, =2.000 Sec Calculated T shall not exceed < Cu.Ta = 0.000 Use T -01% —_|sec. 0.8Ts= 0.8(S,/S,,. = 0.450 Control (exception of Section 11.6 does not apply) Is structure Regular & <5 stories ? 12.8.1.3 Response Spectral Acc.( 0.2 sec) S. = 1.260g Max Ss < 1.59 F,=1.00 @ 5% Damped Design S,, = 7(F,.S,) = 0.8409 (11.4-3) Response Modification Coef. R = 5 Table-12.2-1 Over Strength Factor Q = 2 foot note g Importance factor | = 1 Table 11.5-1 Seismic Base Shear V = C.w Cc, — =0.168 side iS} 12.8-3 or need not to exceed, C, —aT = 0.733 For Ts T, ( ) or C,= Soil N/A For T>T, MEE T?(R/l) C, shall not be less than = 0.01 (12.8-5) MinC,= 0.5S,//R N/A For S, 2 0.6g (12.8-6) Use C, = 0.168 Design base shear V =0.168 W Control T-12.2- Page 8 of 17 ASCE 7-05 (IBC 2006) WIND: BUILDING DATA: . Basic wind speed (3 sec gust)= == 8S MPH Exposure |C _ Roof Pitch = 5.00 :12 Mean Roof Height h = 12 ft Importance factor |, = 1.00 T-6-1 6.4 METHOD 1- SIMPLIFIED PROCEDURE (LOW-RISE, 60 FT) Height Adjustment factor A = 1.21 Fig 6-2 -8.44G -8.57H -11.55G -7.34H 11.98E 11.04F 16.62E 9.50F > sy * 0.19D | 41 0.94B El : _ he 12.73C a IN are H=14.1 18.25A All forces shown in psf 9.92 | 13.81A |» | I ~—— a x | L | + = 20 1 q = 70 q | TRANSVERSE ELEV. LONGITUDINAL ELEV. x ww 13.8 2a= 6.0ft 10 % of least dimension= 2.0 ft IN A | 9.22 kips 40 % of the eave height = 4.0ft 9.3psf RO ft 2.51 k 4 % of least dimension or 3 ft= 3.0 ft 10.5 psf 9.17C ——_ therefore a = 3.0 ft 70 ft Example: p, =A K,Ip,,, (6-1) All forces shown in psf > eof K,= 1.00 6.5.7 a 7 | 1 1 i | T Bi i i horizontal load at end zone p,,, = 11.4 Fig 6-2 xX 12.73C 18.254 Height Adjustment factor A = 1.21 Fig 6-2 Xx PLAN VIEW Importance factor Iw = 1.00 6.2 FIGURE 6.2, Main Wind Force System 13.81psf MWFRS Horizontal Loads Vertical Loads Load Roof End Zone Interior zone End Zone Interior zone Overhang Direction Angle_| Wall (A) | Roof (B)|Wall (C )] Roof (D) | WW (E) | LW (F) |}WW (G)| LW (H) | _Eou Gou [Transver$q 22.6 18.25 | -0.94 | 12.73 0.19 -11.98 | -11.04 | -8.44 -8.57 | -18.62 | -15.13 Longitudihal All 13.81 -7.23 9.17 -4.32 -16.62 -9.5 -11.55 | -7.34 | -23.31 | -18.24 * If roof pressure under horizontal loads is less than zero, use zero Plus and minus signs signify pressures acting toward and away from projected surfaces, respectively For the design of the longitudinal MWFRS use © = 0° and locate the zone E/F. G/H boundary at the mid-length of the building FIGURE 6-3, COMPONENT AND CLADDING Roof effective area = 30 sq. ft, = 22.6 Effective Area for wall element = 20 Sq. ft Interior Zone 1 = 8.92 -13.78 psf Wall, Interior Zone 4 = 15.00 -16.30 psf End Zone 2 = 8.92 -20.33 psf End Zone 5 = 15.00 -19.64 psf Conner Zone 3 = 8.92 -29.07 psf Roof Overhang effective area =6 sq. ft Interior Zone 2 =-28.77 _ psf End Zone 3 =-44.36 psf IBC 1605.2.1(LRFD) U=0.9D + 1.6W {BC 1605.3.1(ASD), U = 06D + W. increase in allowable shail not be used. IBC 1605.3.2(ASD). U=D+ 1.3 W, allowable stress are permit fo be increased. b2 |siuctural Job No. Sheet No. engineers www.b2engineers.com Project No. Sheet Title 7516 NE 153rd Place NE Checked By Made By Kenmore, WA 98028 (425) 296-2993 Date Date WIND FORCES: LOCATION WIDTH HEIGHT INTERIOR END ZONE FORCE SUBTOT PRESSURE PRESSURE Transverse Direction END ZONE WIDTH 6 FT ROOF T.O.Roof to Parapet 70 5.0 0.19 -0.94 = -1 T.O. Parapet TO MID 70 8.0 12.73 18.25 7659 4" FLOOR 7658 MID TO FLOOR 70 0.0 12:73 18.25 0 FLOOR TO MID 70 0.0 12.73 18.25 - 0 3" FLOOR 0 MID TO FLOOR 70 0.0 12.73 18.25 = 0 FLOOR TO MID 70 0.0 12.73 18.25 = 0 2” FLOOR 0 MID TO FLOOR 70 0.0 12.73 18.25 = 0 FLOOR TO MID 70 0.0 12.73 18.25 = 0 0 TOTAL FOR WALL SHEAR: 7.66 Kips Longitudinal Direction ROOF T.O.Roof to Parapet 20 5.0 9.17 13.81 = 1196 T.O. Parapet TO MID 20 8.0 9.17 13.81 = 1913 4" FLOOR 3109 MID TO FLOOR 20 0.0 9.17 13.81 = 0 FLOOR TO MID 20 0.0 O17 13.81 = 0 3" FLOOR 0 MID TO FLOOR 20 0.0 9.17 13.81 = 0 FLOOR TO MID 20 0.0 9.17 13.81 = 0 2” FLOOR 0 MID TO FLOOR 20 0.0 9.17 13.81 = 0 FLOOR TO MID 20 0.0 9.17 13.81 0 0 TOTAL FOR WALL SHEAR: 3.11 Kips Page 10 of 17 Job No. Sheet No. engineers www.b2engineers.com Project No. Sheet Title 7516 NE 153rd Place NE Checked By Made By Kenmore, WA 98028 | (425) 296-2993 Date Date DEAD LOAD WEIGHTS FOR SEISMIC CALCULATIONS: Unit Roof Weight: 15 psf Unit Floor Weight: 20 psf Unit Exterior Wall Weight : 7 pst Unit Interior Corridor Wall Weight: O psf Unit Interior Party Wall Weight: O psf Unit Interior Partition Wall Weight: 7 pst LOCATION LENGTH HEIGHT UNIT WT. TOTAL SUB WEIGHT TOTAL ROOF LEVEL: Roof — 1400 1.00 15 = 21000 Ext. Wall Below 180 4.0 7 = 5040 psf Corridor Wall Below 0 4.0 0 = 0 22 Party Wall Below 0 4.0 0 = 0 Partition Wall Below 180 4.0 7 = 5040 31080 FOURTH FLOOR LEVEL Floor 0 1 20 = 0 Ext. Wall Above 0 0 7 = 0 Corridor Wall Above 0 0 0 = 0 Party Wall Above 0 0 0 = 0 Partition Wall Above 0 0 7 = 0 Ext. Wall Below 0 0 7 = 0 psf Corridor Wall Below 0 0 0 = 0 #DIV/0! Party Wall Below 0 0 0 = 0 Partition Wall Below 0 0 7 = 0 0 THIRD FLOOR LEVEL Floor 0 1 20 = 0 Ext. Wall Above 0 4 7 = 0 Corridor Wall Above 0 0 0 = 0 Party Wall Above 0 0 0 = 0 Partition Wall Above 0 4 7 = 0 Ext. Wall Below 0 4 7 = 0 psf Corridor Wall Below 0 0 0 = 0 #DIV/0! Party Wall Below 0 0 0 = 0 Partition Wall Below 0 4 a = 0 0 SECOND FLOOR LEVEL Floor 0 i} 20 = 0 Ext. Wall Above 0 4.0 7 = 0 Corridor Wall Above 0 0.0 0 = 0 Party Wall Above 0 0.0 0 = 0 Partition Wall Above 0 4.0 Z = 0 Ext. Wall Below 0 4.5 ai = 0 psf Corridor Wall Below 0 45 0 = 0 #DIV/0! Party Wall Below 0 45 0 = 0 Partition Wall Below 0 4.5 es = 0 0 STRUCTURE WEIGHT FOR SHEAR WALL TOTAL: 31.1 Kips FOUNDATION LEVEL: Ext. Wall Above Corridor Wall Above Party Wall Above Partition Wall Above 4.5 4.5 4.5 4.5 STRUCTURE WEIGHT FOR BASE SHEAR TOTAL: oo o o 31.1 Kips Page 11 of 17 L1 4 0 Z| ab e zs LL e 00 00 00 00 00 00 00 00 00 ° 0 00 ° 0 pu n o s s ) i0 / A l a # i0 / A l a # 00 00 00 00 00 00 00 ° 6 00 ° 6 pu o s e s i0 / A l a # i0 / A I G # 00 00 00 00 00 00 00 ° 2 1 00 8 pu l u L iO / A l a # i0 / A l a # 00 00 00 00 00 00 00 ° 2 1 00 ° 0 yu n o 4 98 1 es zs zs Ol zs zs bl e 00 ° S z 00 8 jo o y ti d ) Gi d ) (d o ) mM ) (s d ) (s a p ) mH ) Ts a o ) tw cy x4 IM 1H 'H vy ix d 4 pv ix d 4 xd 4 xd 4 xd 4 xd 4 uo y n q u i s i g ) Yy b I e M 14 6 1 8 14 6 1 9 40 0 ) 4 je u l p n y i 6 u 0 7 @S J O A S U B L | Bu i u e a o y UW xe w pe j e n o j e o 01 0 4 No s [B } O L Ko s uo n n q u i s i g dw s j e s wH e s y d e i g ve ' e 6 el e el e zs LL L LL 0 oo | oO 00 00 0 00 00 ° 0 00 ° 0 pu n o s s ) 0 00 00 00 00 0 00 00 ° 6 00 ° 6 pu o v e s 0 00 00 00 00 0) 00 O0 ' L L 00 ' 8 Pu y 0 00 00 00 00 0 00 00 ° 2 1 00 ° 0 yu n o 4 ve " e 6 Le zs Le zs 2L L Ve 00 ° s z 00 ° 8 jo o y (y - d i y ) (s d i y ) (s d i ) (s d i y ) (s d ) GH ) (s d i y ) Ww ) mn ) vi a vA ‘4 ya \4 IM 1H 1H se e u s e0 0 4 se e u s 01 0 4 JH . I M wb I E e M uB i e H w6 1 e H 40 0 | 4 JO W Ko s LS T o ts } Ka s Ko s 01 S [e } O L . Ko s uo n o e i g WA uo o e 1 1 G S/ N SU O N D B 1 I P YI O Q 40 } L = OU Y SW E P S Sy ] S} SN j J E A Y Bu } JE U ] Pe w N s s e Ss ! }| ju e y o d i u y y sd i y 2g =A sd bb e =M MZ V 0 =s 9 uo n n q u i s i q du s l a g [e O 9 A aj e q Ag ep e w SL Je e U S “O N 18 8 U S aj e g Ag pe x e u d “O N J0 8 / 0 1 g “O N Go r €6 6 2 - 9 6 2 (S Z ) 8Z 0 8 6 VM ‘a s 0 W U a y SN 89 2 | d PI E S ) IN 9L S Z wo o ' s u a a u i b u a z q : A os JO I N J O N Y S Transverse Direction Or structural Job No. Sheet No. engineers www.b2engineers.com Project No. Sheet Title 7516 NE 153rd Place NE Checked By Made By Kenmore, WA 98028 (425) 296-2993 Date Date Level Wind (Trans.) Wind (Long) Seismic (Trans.)] Seismic (Long.) (kips) (kips) (kips) (Kips) Roof 7.66 3.11 3.73 3.73 Fourth 0.00 0.00 0.00 0.00 Third 0.00 0.00 0.00 0.00 Second 0.00 0.00 0.00 0.00 Total 7.66 3.11 3.73 3.73 Controlling: Transverse - Wind Longitudinal - Seismic a 7.66 * . 3.73« “ 0.00* a 0.00* os 0.00 * . 0.00 * . 0.00* _ 0.00 * es Sr aio mace a aan oe Longitudinal Direction Page 13 of 17 FLOOR JOIS!| CHECK 2X6 Al 16" Project: Port Coast Guard Location: FLOOR JOIST Floor Joist [2006 International Building Code(2005 NDS)] 1.5 IN x 5.5 IN x 21.0 FT (7+7+7) @ 160.C. #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 50.8% Controlling Factor: Moment Page 14 of 17 sid Basri Sauces b2 Structural Engineers 7516 NE 153rd Place Kenmore, WA 98028 page ke StruCalc Version 8.0.100.0 2/2/2010 10:20:57 AM DEFLECTIONS Left Center Right Live Load 0.08 INL/1019 0.06 INL/1494 0.08 INL/1019 Dead Load 0.02 in 0.00 in 0.02 in Total Load 0.41 INL/799 0.06 INL/1450 0.11 INL/799 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Cc D Live Load 210 Ib 560 Ib 560 Ib 210 Ib Dead Load 75 Ib 205 Ib 205 Ib 75 Ib Total Load 285 Ib 765 Ib 765 Ib 285 Ib Bearing Length 0.30 in 0.82 in 0.82 in 0.30 in BEAM DATA Left Center Right Span Length 7 ft 7 ft 7 ft Unbraced Length-Top 0 ft oO ft oO ft Unbraced Length-Bottom 0 ft O ft O ft Floor sheathing applied to top of joists-top of joists fully braced. Floor Duration Factor 1.00 LOADING DIAGRAM Ppaeeaastis Pata cis dsadeuncia, cad Ol aaa in ithanei ice | MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Base Values Adjusted Bending Stress: Fb = 900 psi Fb'= 1224 psi Cd=1.00 Cl=0.91 CF=1.30 Cr=1.15 Shear Stress: Fv = 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min. Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp. — to Grain: Fo-L= 625 psi Fco-1'= 625 psi Controlling Moment: -512 ft-lb Over right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: 361 Ib At a distance d from left support of span 3 (Right Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Reaq'd Provided Section Modulus: 5.02 in3 7.56 in3 Area (Shear): 3 in2 8.25 in2 Moment of Inertia (deflection): 9.79 in4 20.8 in4 Moment: -512 ft-lb 772 ft-lb Shear: 361 Ib 990 Ib A 7 tt B 7ft Cc 7ft D JOIST LOADING Uniform Floor Loading Left | Center Right Live Load LL= 50 psf 50 psf 50 psf Dead Load DL= 20 psf 20 psf 20 psf Total Load TL= 70 psf 70 psf 70 psf TL Adj. For Joist Spacing wT = 93.3 pif 93.3 pif 93.3 plf NOTES INFERIOR GIRDER CHECK 6X12 Project: Port Coast Guard Location: CONTINOUS GIRDER ALT 2 Multi-Span Floor Beam [2006 International Building Code(2005 NDS)] 5.5 IN x 11.25 IN x 17.5 FT (12+ 5.5) #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 10.1% Controlling Factor: Moment ale om Basri b2 Structural Engineers 7516 NE 153rd Place Kenmore, WA 98028 StruCalc Version 8.0.100.0 2/2/2010 10:20:57 AM Page 15 of 17 page DEFLECTIONS Center Right Live Load 0.10 INL/1480 0.04 INL/1809 Dead Load 0.04 in 0.02 in Total Load 0.14 INL/1029 0.05 INL/1258 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 1659 Ib 4466 Ib Dead Load 727 |b 1958 Ib Total Load 2386 Ib 6424 Ib Bearing Length 0.69 in 1.87 in BEAM DATA Center — Right Span Length 12 ft 55 ft Unbraced Length-Top O ft O ft Unbraced Length-Bottom 12 ft 5.5 ft Floor Duration Factor 1.00 Notch Depth 0.00 LOADING DIAGRAM MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Base Values Adjusted Bending Stress: Fb = 875 psi Fb'= 867 psi Cd=1.00 Cl=0.99 CF=1.00 Shear Stress: Fv= 170 psi Fv= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min. Mod. of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp. - to Grain: Fe-L= 625 psi Fe-1'= 625 psi Controlling Moment: -7614 ft-lb Over right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Controlling Shear: -3232 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Req'd Provided Section Modulus: 105.37 in3 116.02 in3 Area (Shear): 28.52 in2 61.88 in2 Moment of Inertia (deflection): 228.36 in4 652.59 in4 Moment: -7614 ft-lb 8383 ft-lb Shear: -3232 Ib 7013 Ib A B Center Right Floor Live Load FLL = 50 psf 50 psf Floor Dead Load FDL = 20 psf 20 psf Floor Tributary Width Side One TW1 = 7 ft 7 ft Floor Tributary Width Side Two TW2= O ft O ft Wall Load WALL= 0 olf O olf BEAM LOADING Center Right Reduced Floor Live Load 50 psf 50 psf Total Live Load 350 pif 350 olf Total Dead Load 140 plf 140 olf Beam Self Weight 13 pif 13 pif Total Load 503 pif 503 plf NOTES FOOTING DESIGN Project: Port Coast Guard Location: FOOTING Footing [2006 International Building Code(2005 NDS)] Footing Size: 2.5 FT x 2.5 FT x 18.00 IN id Basri b2 Structural Engineers Se 7516 NE 153rd Place Kenmore, WA 98028 Page 16 of 17 page Reinforcement: #5 Bars @ 7.00 IN. O.C. E/W / (4) min. StruCalc Version 8.0.100.0 2/2/2010 10:20:57 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 2000 psf Concrete Compressive Strength: F'c= 3000 psi Reinforcing Steel Yield Strength: Fy = 60000 psi Concrete Reinforcement Cover: C= 3 in FOOTING SIZE Width: W = 2.5 ft Length: L= 2.5 ft Depth: Depth = 18 in Effective Depth to Top Layer of Steel: d= 14.06 in COLUMN AND BASEPLATE SIZE Column Type: Masonry 16in Column Width: m= 16 in Column Depth: n= 16 in FOOTING CALCULATION: Bearing Calculations: Ultimate Bearing Pressure: Qu= 1336 ps| Effective Allowable Soil Bearing Pressure: Qe = 1775 ps Required Footing Area: Areq = 4.71 sf} ‘8! Area Provided: A= 6.25 sf Baseplate Bearing: Bearing Required: Bear = 11619 Ib Allowable Bearing: Bear-A= 848640 Ib Beam Shear Calculations (One Way Shear): ain Beam Shear: Vul = 0 |b Allowable Beam Shear: Vel = 34661 Ib 6 i Punching Shear Calculations (Two Way Shear): , Critical Perimeter: Bo = 0 in Punching Shear: Vu2 = 0 Ib] FOOTING LOADING Allowable Punching Shear (ACI 11-35): vce2-a = 0 Ib} Live Load: PL= 3989 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 0 Ib] Dead Load: PD= 4364 Ib Allowable Punching Shear (ACI 11-37): vC2-c = 0 Ib] Total Load: PT = 8353 Ib Controlling Allowable Punching Shear: vc2 = 0 lb} Ultimate Factored Load: Pu= 11619 Ib Bending Calculations: Factored Moment: Mu = 23432 in-lb Nominal Moment Strength: Mn = 899562 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.96 in Steel Required Based on Moment: As(1) = 0.03 in2 Min. Code Req'd Reinf. (Shrink./Temp. (ACI-10.5.4): As(2) = 0.97 in2 Controlling Reinforcing Steel: As-reqd = 0.97 in2 Selected Reinforcement: #5's @ 7.0 in. 0.c. e/w (4) Min. Reinforcement Area Provided: As = 1.23 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 8 in Note: Plain concrete adequate for bending, therefore adequate development length not required. NOTES EXTERIOR GIRDER CHECK 6X12 Project: Port Caast Guard Location: EXTERIOR GIRDER ALT 2 Multi-Loaded Multi-Span Beam [2006 International Building Code(2005 NDS)] 5.5 IN x 11.5 IN x 17.25 FT (12 + 5.2) #2 - Douglas-Fir-Larch - Dry Use Section Inadequate By: 6.0% Controlling Factor: Moment / Depth Required 11.84 In. Basri ale) b2 Structural Engineers 7516 NE 153rd Place Kenmore, WA 98028 StruCalc Version 8.0.100.0 2/2/2010 10:20:57 AM Page 17 of 17 page ADING DIAGRAM DEFLECTIONS Center Right Live Load 0.10 INL/1449 -0.01 INL/7379 Dead Load 0.09 in -0.01 in Total Load 0.19 INL/757 = -0.02 IN L/3855 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1708 Ib 4364 Ib Dead Load 1561 |b 3989 Ib Total Load 3269 Ib 8353 Ib Bearing Length 0.95 in 2.43 in BEAM DATA Center Right Span Length 12 ft 5.25 ft Unbraced Length-Top O ft O ft Unbraced Length-Bottom 12 ft 5.25 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Base Values Adjusted Bending Stress: Fb = 875 psi Fb'= 867 psi Cd=1.00 Cl=0.99 CF=1.00 Shear Stress: Fv= 170 psi Fv= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min. Mod. of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp. + to Grain: Fe-L= 625 psi Fe-'= 625 psi Controlling Moment: -9285 ft-lb Over right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Controlling Shear: -4250 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Req'd Provided Section Modulus: 128.52 in3 121.23 in3 Area (Shear): 37.5 in2 63.25 in2 Moment of Inertia (deflection): 220.93 in4 697.07 in4 Moment: -9285 ft-lb 8758 ft-lb Shear: -4250 Ib 7168 Ib UNIFORM LOADS Center Right Uniform Live Load 352 pif 352 olf Uniform Dead Load 308 pif 308 pif Beam Self Weight 14 pif 14 Total Uniform Load 674 plf 674 plf pif NOTES io ene ir DRAWN BY PORT OF FOR OWNSEND i COAST QIARD BLDG. RELOCATION FOR THE i — DATE PROJECT DESCRIPTION: salad | RELOCATE THE COAST GUARD BUILDING TO Z\ 21H. | REVGIN| SCALE: THE MAINTENANCE SHED PROPERTY anes | ON A NEW FOUNDATION WITH A NEW ADA er Lee kc eile , | COMPLIANT RAMP. © RICHARD BERG ARCHITECTS, P.C 2010 SITE ADDRESS: : 804 &TH STREET ae : T TOWNSEND, WA 942368 r 465'-|" fnet ca ee \ 0 por : 5 INDEX TO DRAWINGS 3 Ae : ae / AlO SITE PLAN € PROJECT INFORMATION “ ono re vane a A2.0 RAMP FLOOR PLAN, FOUNDATION ~ Sa oN ila # a ee ee gears hae ame SS PLAN, FRAMING PLAN AND DETAILS | a - DOWNSPOUTS CO! No (S'-0" SET BACK FROM A3.0 ELEVATIONS PORT TOWNSEND, WA 48568 2 “ sipicehlaes * TIGHTLINE THAT/OP WETLAND BUFFER > = PHONE # 360-385-0656 Le [ome Mele ag y; : wr “ § fog Ge WETLANDS —/ ~~ y | 38 3 CONTRACTOR: & b, ae Li yy bY ib § MONROE HOUSE MOVING INC a NOTE TO OWNERS, CONTRACTORS AND BUILDING oc y x v7 OFFICIALS: © PHONE # 560-165-417 wae |. THESE PLANS ARE INTENDED TO CONTAIN ALL INFORMATION REQUIRED Y hy q 59 Uc TO DEMONSTRATE COMPLIANCE WITH APPLICABLE BUILDING AND ZONING YE] 5 8 ZONING: M-II (A) XY a CODES. IN CASE OF ANY INFORMATION THAT APPEARS TO BE LACKING, <> , CONSTRUCTION TYPE: V-B eapdllig “7 PLEASE CONTACT THE ARCHITECT IMMEDIATELY. = OS #8 ae = mucins ae 2. THESE PLANS CONTAIN THE MAJORITY OF THE INFORMATION REGUIRED Vel ees 5 OCCUPANCY: B pond Lc TO BUILD THE STRUCTURE SHOWN ON THE PLANS. HOWEVER, IT IS NOT y «| =ss POSSIBLE TO ANTICIPATE EVERY PIECE OF INFORMATION NEEDED FOR roe LEGA DESCRIFTION 5 STRIKE A REASONAGLE BALANCE BETHEEN PROVISION OF INFORMATION EISENBEIS ADDITION Le a "| AND COST OF THE PLANS. THE PLANS WILL INEVITABLY CONTAIN MINOR BLK2I5 TX32 a DISCREPANCIES AND AREAS LACKING IN SPECIFIC INFORMATION. DURING Oe /\ THE COURSE OF CONSTRUCTION, AS THESE AREAS EMERGE, THEY WILL #, 90 REGUIRE ATTENTION AND RESOLUTION. THE BEST RESOLUTION OF ISSUES parma ciel PENT nerve wo yereno Se ee aye ea\ gb CODES: BUFFER SHOWN THE ENTIRE SITE IS MAPPED AS BEING CONTRACTOR(S) om ze IAN It EXISTING WITHIN A SEISMIC HAZARD CRITICAL AREA. : Oe ud 2006 |EBC., 2006 WSEC # VIAQ Ene ga st | WASHINGTON STATE ENER6Y CODE 2006 a 3 gk PRESCRIPTIVE OPTION lV: Q 6 5 NO CHANGE OF USE, alge NO ALTERATIONS OR REPAIRS TO BUILDING 7 HERR ENVELOPE PROPOSED AT THIS TIME ee ae ; exstne —_ GRAVEL ROAD LOT COVERAGE: SQ. FT. s<T> os LOT AREA 647150 ae EXISTING BLDG FOOTPRINT 4000 _—— COAST GUARD FOOTPRINT 197 Oo TOTAL LOT COVERAGE 5791 of De ee ed Le ra LOT COVERAGE 83% 200' SHORELINE SETBACK _—— NORTH Z. IMPERVIOUS AREA: SQ. FT. ire oe THIS ENTIRE SITE IS CONSIDERED IMPERVIOUS | NEW LOCAT! ON SITE PLAN Rieti SD WY AND THE EXISTING SWALE WAS DESIGNED qd SCALE: |" = 40 mE INFULTRATE ALL STORMWATER RUNOFF. Ss > FLOOR AREA: SQ. FT. 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FEB 17 2 A O CITY OF PORT TOWNSEND o DSD sawornmcmran PORT OF PORT TOWNS: M W Z 0 S On| ly Res mM <i OM bss | as TH ose: VV regs Y «| Ess AR C H I T E C T S ™ PROJECT DESCRIPTION: RELOCATE THE COAST QUARD BUILDING TO THE MAINTENANCE SHED PROPERTY ON A NEW FOUNDATION WITH A NEW ADA ee ES ee COMPLIANT RAMP. © RICHARD BERG ARCHITECTS, P.C 2010 SITE ADDRESS: 804 &TH STREET T TOWNSEND, WA 48368 465'-|" + POR p | INDEX TO DRAWINGS OWNER ADDRESS: AlO SITE PLAN ¢ PROJECT INFORMATION oi os ~~ ~~ ~ = a a Le ~~ oe ee wae re ae PLAN, FRAMING PLAN AND DETAILS PO BOX IIB0 a ree Tee a ae sees cote p 180 BLEVATIONS PHONE # 360-385-0656 ue a SWE EXISTING SNALE. L _\ wae CONTRACTOR: “ae NOTE TO OWNERS, CONTRACTORS AND BUILDING MONROE HOUSE MOVING INC. we PHONE # 360-165-3417 o7 OFFICIALS: a |. THESE PLANS ARE INTENDED TO CONTAIN ALL INFORMATION REGUIRED Pg TO DEMONSTRATE COMPLIANCE WITH APPLICABLE BUILDING AND ZONING ZONING: M-II (A) ae a CODES. IN CASE OF ANY INFORMATION THAT APPEARS TO BE LACKING, CONSTRUCTION TYPE: V-B EXISTING at PLEASE CONTACT THE ARCHITECT IMMEDIATELY. CCUPANCY. B GRAVEL a revere ae 2. THESE PLANS CONTAIN THE MAJORITY OF THE INFORMATION REGUIRED OCCUPANCY: to Lc TO BUILD THE STRUCTURE SHOWN ON THE PLANS. HOWEVER, IT IS NOT a POSSIBLE TO ANTICIPATE EVERY PIECE OF INFORMATION NEEDED FOR LEGAL DESCRIPTION: Lc CONSTRUCTION. THE ARCHITECTS HAVE MADE A GOOD FAITH EFFORT TO STRIKE A REASONABLE BALANCE BETWEEN PROVISION OF INFORMATION EISENBEIS ADDITION - ie AND COST OF THE PLANS. THE PLANS WILL INEVITABLY CONTAIN MINOR BLK2I5 TX32 ee DISCREPANCIES AND AREAS LACKING IN SPECIFIC INFORMATION. DURING Oe THE COURSE OF CONSTRUCTION, AS THESE AREAS EMERGE, THEY WILL 4. oe) REQUIRE ATTENTION AND RESOLUTION. 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FENCE bythe pees / san J a ce he \ 7th St — / RAIL ROAD TIES . i“ ‘ior a EDGE OF ‘hse. \ a | esaszazo1 orm /) {\. wt, fe OO eR we. 543" PORCH ON (3) SIDES Vesacaan 7 032020 hf SU ee fn ees a 001104028 * RAMP TO FLOAT cor sone’ /” oo1104100 saa STORAGE a 0014104005 Mass pranded oy wererson Coty Cotrat Services GIS O GEE ees 8001 NORTH Me™ EXISTING SITE PLAN AS ss a NOTICE: Plans are approved excepting fe l IN G T O N HA P D < & SV A T S CF WA S H 56 6 5 ; BO T S > ) CA R S R I T | RI C H TR A V E L RO U T E SI T E PL A N € PR O J E C T IN F O 80 4 9 &T H ST R E E T CO A S T GU A R D BL D G . RE L O C A T I O N FO R : PO R T TO W N S E N D , WA 42 3 6 8 PO R T OF PO R T TO W N S E N D NORTH rT E ¢ fe Nl \V [ any errors or omissions. All work must 4, AP TRAVEL ROUTE pass inspection in conformance with Lh O all applicable codes and regulations. | Date: : Permit ye, = 4 > SCALE: N.T.S. FEB 4 2010 7 3 P Building Official — FILE CITY OF PORT TOWNSEND SHEET: DATE: 23-10 NEW ADA COMPLIANT RAMP SCALE: REY | DATE DESCRIPTION ee © RICHARD BERG ARCHITECTS, P.C 2010 j one Gy ed S . XQ - LANDING > ies in ae EXISTING BUILDING DO - —h DO 9° y : <— & Ed XD Y | ge3 UIQ] hb z OM} boo . b YE| ops : = O|S8ES st a E 3 9 Oy! & g 5 x a; . | diy % ° te ce = kil ee . ae NEW STAIRS b == ¥ LANDING AND EXISTING PORCH EXISTING PORCH 4'-1" RISERS G <8 REF. ELEV. 426 Bi. oe II" MIN. TREAD te 26 HANDRAIL 36" ABOVE NOSINES < } & +6 = Oo O Oo n —————————— —) | Le- E 9 9 NEW STAIRS As a a 7 ‘ ea WANORAL 26" ABOVE FLOOR PLAN CONC. SLAB dq SCALE: 1/4" = |! REF. ELEV:: 0-0" J) _ S ra ‘ YQ Zz. Z % sa % seq BF Wt" © @ So << ee | NOTES: CENTER ROW FOOTINGS: |. ALL DECK, RAMP AND RAILING MATERIALS 5/4X STK CEDAR BLOCK Ll Ob) 18" DIA, 18" DEEP WILL BE PRESSURE TREATED WOOD OR LET-IN TO EXISTING BEVEL Zz. 5 | | SIDING AT RAILING SUPPORTS ‘ o = 4 WETERN RED CEDAR (AS NOTED IN SECTION) P| —_ | /4°® WOOD HANDRAIL W/ (A) i 2. DECKING TO BE PAINTED WITH GACO-DEC METAL SUPPORT BRACKETS AT >= > 4 DECK FINISH W GRANULAR ADDITIVE TO a EACH WOOD POST. (HANDRAIL <—_ L 4X4 "OUTDOORWOOD" POST PROVIDE A SMOOTH, FIRM, SLIP RESISTANT 3-0 TO BE ADA COMPLIANT) (iY YY RAMP SURFACE. RAMP AND LANDINGS SHALL W jeg lp st BE PITCHED W/ MAX. 2% CROSS-SLOPE TO Ll T T POSTS PROVIDE FOR DRAINAGE. i" MIN 3. RAILING ATTACHED TO WOOD GUARDRAIL TO - EXTEND |2" HORIZONTALLY WITH A ROUNDED EASTING WAL if y "DIA, |e" L__ 2X6 PT HEMFIR #2 @ I6" OC. END RETURN TO WOOD POST AT BTTM OF Maniacs " fo PENFORCING) W LU2IO a HANGERS - RAMP AND EXTEND HORIZONTALLY AROUND yi | 4X4 "OUTDOORWOOD' POST | B) == = PERIMETER OF THE TOP LANDING. ALL METAL Z FLASHING OVER a RAILING ENDS TO HAVE ROUNDED RETURNS. BASE SHOE AND UNDER | | 4 s9 4 4X4 "OUTDOORNOOD" pene So Hs [ DECKING — 4X6 P.T. HEMFIR | POST (BELOW GIRDER IN GIRDER (BELOW) \ ROW ALONG SIDE BLDG) ee H d Na: W ZMAX AC4 POST CAP. oe ENS as IX4 STK CEDAR RAIL “ SIMPSON AC4 POST CAP | ADA RAMP SURFACE N TPT HF #2 C) | Riese ee 2X6 HEMFIR JOISTS AT I6" OC. : 2X6 @ 6" 06. 4X6 PT. GIRDERS YS PT. HF #2 4x6 - : Zz SEE ENS. © 7 rn ee MARINE GRADE PLYWOOD DECKING A i 5/4XIO STK CEDAR FASCIA WI DINGS FOR F (2) 5/8" THRU BOLTS TYP. — ov VW) BUILDING ‘a SIMPSON ABU44 of FOUNDATION lan CONCRETE SLAB = = _ POST BASE, TYP. ee = INFORMATION. | P.T. HF #2 4X6 F Zz < Q — ee) | = - re 8 (6 | A a= SSS pe = O-} BR | ee es == 5 === SESS. | Eases <p 8 Loo eee LE ee ee ee ee ee : ys Gime jf pane gem ewe py cam Ee gE mem fi § me ee 7 ee 41 ‘Ebon 9 fl emma [| © — = <x FR yer al eat {eect ES Pests pill f cms boo OP cae 4° og. PTE STTEENEE|WI II @ oe PES RET ETT EIT M4 I— - JAN Re NE , a os Y 29 | | met] T. Tie v1 os CONC. PIER en mn QO 22 C] t) CONCRETE FOOTING =|] |'-2" | |'-6" i |'=2" 5 0 5 S attr | < as ‘ 4X4 'OUTDOORWOOD' POST iOS! femme fell B A 'S : : W ABU44 POST BASE (TYP © FT - O ®e lon AT ALL POSTS) 9 eae RAMP LOWER LANDING SECTION RAMP SECTION 2 (2) "io ita (1) wo yan rae SCALE: 3/4" = |'-0 SCALE: 3/4" = |'-0 SHEET: RAMP FOUNDATION PLAN SCALE: 1/4" = |' NORTH “4 RAMP FRAMING PLAN SCALE: |/4" = |' FILE CO Bi Sc O a1 GL O A L I H O UY WO 7 ' s } 2 9 q 1 4 o s o B e q p u O U 2 We P J O U I yT E @ - b L E XO 4 Ob O G - b L E (0 9 6 ) 89 E @ b YM 'C N I S N M O L 10 d | NO L O N I H S V M JO aL V i s ve a l ND CY V H O R S9 E S b YM 'G N A S N M O L LA O d LA A A L S HL S bO S FILE COPY : | O LF R A U L S SO T A V L bI L |I - y Da d d Ca v H 7 ! a | $9 9 6 Od NO L L W I O TR ‘O a Aa v n e Lo v o o Fs E y Ho Kc Zz \5 > 9 QO |= Z \2 Z |= | : O] e OQ ] : <C |x aS |< > [u l <i = Ta j = re a a a 7 a k — A, __ 7 == = +s (Y Wp ) SD QO id ~ Z < LI @) 2) = OF BUILDING SO DISTANCE FROM DECK TO GROUND IS NO MORE THAN 2'-6". a BUILD UP GROUND LEVEL IN FRONT SCALE: |/4" = |'-O" | ae @) SOUTH ELEVATION ©) | uf o n e (4) 69" - 2" | 12'- 0" 1 -7 aN 2-0" ims 10'-7 12-0" CODE: INTERNATIONAL BUILDING CODE (IBC) 2006 ——— atl Bee) - = -_— >= = _— ~ a | | - WIND CRITERIA S- 17'- 31/2" | wa 17-3 Ve" ee We3e BASIC WIND SPEED........ss:ssssssssssssessseesense 85 MPH Le = , - — Saas aan T - WIND EXPOSURE. .....c..cccccsssssscsesssssssssssssseeen Cc | WIND IMPORTANCE FACTOR, | ......ccceeeee 1.0 TOPOGRAPHIC EFFECT, KZt.....ssssssssseseeeee 10 = ae a Loe = afl Ee = l a2 ase aa i SEISMIC CRITERIA ) 3 \ L——_] | | SEISMIC USE GROUP. oneccsssssssssessseseeeeen l | 1 4 1 SPECTRAL RESPONSE COEFFICIENT, Sds .... 0.84 | \ SA / ! 7 SPECTRAL RESPONSE COEFFICIENT, S$d1 .... 0.47 —S SEISMIC SITE CLASS .....ccccccassssssssssseeeeee D | a 0'- 5" / GIRDER © SEISMIC DESIGN CATEGORY......cssssssssssseeessseee D ! oe ~~ (N) 2X8 BEAM (TYP.) an oe g-5° / BF DUCTILITY FACTOR, oescecssscssssssvesseessee 5 | ie ae i l | ! eager — = 8 ‘S as xe = = ; ‘ =e ae | — i S-1 - A ea ——— IMPORTANT NOTES: — | . ° 1. ALL STEEL MEMBERS, NAILS, CONNECTORS, SCREWS, AND SIMPSON HARDWARES SHALL BE HOT \ DIPPED GALVANIZED G185 OR APPROVED EQUAL (MUST BE SUITABLE FOR MARINE ENVIRONMENT) GIRDER SPLICE — — (E) 6X12 GIRDER (TYP.) 2. ALL STEEL REBAR SHALL BE GRADE 60 (12 PLACES) ‘i, 3. CONCRETE SHALL HAVE COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS — 2'6" X 2'6" FOOTING | 4. ALL WOOD MEMBERS SHALL BE PRESSURE TREATED DOUGLAS FIR #2 OR BETTER seuReecE (18" DEEP) (TYP.) 0 5. MASONRY BLOCK SHALL HAVE MINIMUM COMPRESSIVE STRENGTH OF 20000 PSI 2 E 6. MASONRY GROUT SHALL BE TYPE S WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI REINFORCED CMU BLOCK LUN =a == I CTr = — | = a | - I | | [| | T | b | ] | io ' | | | i | ° | + { “— 48" ROUND FOOTING (18" DEEP) | 7) FOUNDATION —_ : - a Lees 1/ " = 1'-Q" a S-1/ ‘ — (N) H2.5 TIE AT —~ —~ 4» | EACH JOIST 7 — GIRDER SPLICE (4 \ NN S47 PER 8/S-1 St) | \N he ae —— == A. po | | ‘ 4 f } | j | | -, — (E) 2x6 JOIST AT 16" - My ] et t | | ol ——tes o al L- \ T = 4 peg ' — 2x8 L —~ 2x8 7 q - (E) 6X12 GIRDER “s ae | T “ - ] | i — do —~ | ) : 5 S41 Lm ; 1> ao ‘cx __ FOUNDATION @- — S-1 FOUNDATION @- eee | ° ~~ 0'- 0" ° | | — | o'- 0" ~ to Oo $4 — y, ... — Ns 1 re 2 2 my 2 - Bee SBS ae Saa ss renee ere ei ee ien I ci i ses + cet 2 ss 6" — i — 3\ FOUNDATION SECTION B ee ‘>\ FOUNDATION SECTION A Be _ 74/2" = 4'-0" . S12" = 1-0" 2X8 WITH ——— LUS HANGER — L70 CLIP USE SIMPSON # ——— (BOTH SIDES) 8X2" PPSD SCREW TO SILL PLATE IN LIEU OF NAILS (4) 1/2" J-BOLT “ OR SIMPSON'S Bs ~~ 3X12 PT SILL WEDGE ALL x WITH 6" EMBED. : INTO CMUBLOCK _ Qy i ae ee | - be Fy ' A © . eT 2 — LUS HANGER 7 EPB44 POST CMU BLOCK —~ | BASE (2 COURSE) ~ —— (4) #4 L70 GIP = gf ie FOUNDATION g~ Z| H SIDES 4 4 ji i] " | _ ( ) , | ml Q’-0" \ _t FOUNDATION 4 — 2X8 (BEYOND) ' ( , do'-o" \ | USE SIMPSON #8X2" — \ . : . PPSD SCREW TO }— 1"-3.4/4" : "1 — LTP5 (BOTH SIDES) SILL PLATE IN LIEU — 9x12 PT SILL Lee an é “| , OF NAILS bea * —_ , Naas 1 to / /4 i bot crout tee s : _s - ae (4) 1/2" J-BOLT ———~ YL Kb cr “f oe Be ea . | to! | 1.0. (2000 PSI MIN.) al ee a . . . | | alt = WEDGE ALL Dy | * fo 4 : 7 3 1) ehe WITH 6" EMBED. nm i | eee |) #4 HOOP F | ebb INTO CMU BLOCK = | BES BEEABEE f | l | | [9202020.0.02020-020-0.8. © IN 0'- 2 1/2" 0 - 2 1/2" | ° AN '6=6-0-6-0-0-0-0-6.0-0-6: o-5" | 7 , , ! a | bal — (4) #4 —_—— 7 FOUNDATION DETAIL C G , FOUNDATION DETAIL D ‘@\ FOUNDATION DETAIL E FOUNDATION DETAIL F in: GIRDER SPLICE DETAIL 4" = 1'-0" \ ~/ ( — 1" = 1'-O" tas 1 Ww = 1 '_Q" / 1 i] = 1'-O" a2 i 1" = 1 "9" PREPARED FOR RICHARD BERG ARCHITECTS b2 structural Engineets www.b2engineers.com 7516 NE 153rd Place Kenmore, WA 98028 (425) 296-2993 info@b2engineers.com Project Contact: Principal: Engineer: BASRI BASRI (Benes VAY 27 Zoro} COAST GUARD BUILDING FOUNDATION 809 8TH STREET PORT TOWNSEND, WA 98368 PROJECT DATE: JAN 2010 DRAWING SIZE 24"X36" ISSUE DATE 02/01/10 ISSUED FOR PERMIT PROJECT NO. 1005 ENGINEER — BASRI REVISION SCHEDULE T NO. | DATE | DESCRIPTION FOUNDATION PLAN AND DETAILS S-1 Copyright b2 Structural Engineers 2008 FILE COPY a —————— 2- 2 4 " ‘ni AN —, — = | Ear Pe '| BATTEN AT iemeca nine H/ aw. ae HARDIE PANEL “Poe 8xX|6 VENT EVATION ou poe 2X4 PT. i IX2. BATTEN AT HARDIE PANEL VAPOR BARRIER: 6-MIL BLACK POLYETHYLENE ] Va 2x4 PT. EEE: TTI Tee au HE @) DETAIL AT SKIRT SCALE: |" = |'-O" | HARDIE PANEL SEAMS A4—_—_—__ 2x PT. STUDS (BETWEEN PIERS) JN 2-8-l0 ADDENDUM NO. | REY DATE DESCRIPTION 2006 IBC = A SECTION 1203 VENTILATION 1203.32 EXCEPTION 2. #VENTS = SF / 1500 / £4 IB = 191 / 1500 / 24 PUT (|) |6"X8" VENT ON EACH GABLE END OF THE BUILDING. © RICHARD BERG ARCHITECTS, P.C 2010 AR C H I T E C T S * Nc h a r d e r i c h a r d o e r g a r c h i t e c t s . c o m RI C H A R D BE R G AR C H I T E C T S , F. C . (3 6 0 ) 31 4 - 8 0 4 0 Fa x 31 4 - 8 8 2 4 PO R T TO W N S E N D , WA 42 3 6 8 \ f Oe Le ORTH ELEVATION Q) SCALE: |/4" = |'-O" SCALE: |/4" = |'-o" | | en aslo a 7 itl ANNONA TPT NNN NNN Nooo a 4 || BATTEN AT SEAM ‘ hon ale | BIE \ | f | _ ‘I ; | HARDIE PANEL we BUILD UR GRQUND.LEVEL INFRA OF BUILDING SO DISTANCE FROM DECK TO GROUND IS NO MORE THAN 2'-6". SCALE: |/4" = |'-O" (3) WEST ELEVATION eae | HY nl FEB 9 20 | CITY OF PORT TOWNSEND DSD AN as BATTEN AT SEAM L ae HARDIE PANEL FILE COPY (4) EAST ELEVATION SCALE: 1/4" = |'-O" ST E R E D RE G I E 65 3 RI C H A R SI C H A R D CN . RE O ST A T E OF WA S H I N G T O N ND Zz. 9S | x > LI _| Ld C\ Zz —W go $< 8g FO & Ss FR? s¥ za a O 2 p 2 gs su | -O & § | ~ | O Q_ | SHEET: