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BLD10-204
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. PARCELNO. 965701806 _—- PERMIT NO. BLD10-204 ISSUED DATE __12/03/2010___—SXEXPIRATIONDATE___ 06/01/2011 ADDRESS 930 CALHOUN ST CONSTRUCTION TYPE _V-B_ OCCUPANT LOAD OWNER MUNRO DEBORAH A PROJECT DESCRIPTION New SFR CONTRACTOR LENDER INSPECTION INSP DATE COMMENT INSPECTION INSP ATE COMMENT EROSION CONTROL PLUMBING WTR PIPIN SETBACKS SURVEY PIN VOU MECHANICAL FOOTING A¥( INSULATION Mu | Ve( UFER Y3hy GWB max] 73), | SLAB INSULATION PLUMBING HYDR. FINAL PUBLIC WORK |, FINAL BLDG./C OF O wreN Gi “a E R Y | P R E Y FOUNDATION WALL A Twherlan Praganic Line. 3-H il MAH FOUNDATION DRAIN Vel/ , SLAB MISCELLANEOUS FLOOR FRAMING aa SHEARWALL & HOLDOW A |7/, /; t+ Sosthwest ance (Front) Rime caren noe hon FRAMING Wa | 7 OK SES 22-1 (Exterior) 4 AIR SEAL ted | Ye/, | PLUMBING | ped % 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 Development Services Department Correction Notice PERMIT NUMBER _BLD(O- 207 OWNER _YYliunwvo JOBLOCATION 430 Cron Inspection of this structure has found the following violations: OD Complte ie Seal - Evel Lo “ D Gb‘ eye ret 9) Stvap hg plots is ox! SoZ 4 Io d oul A buch, Side OERURKZE soffit (Gtthen Arce © Vewt oy Faunws are br Ww ott Flamin chuck. © Svmab Ale id fake. detector 92° Foo — ons (Dian ar petals ox vedas candoow) pL 4S! each hu bite abole LOOWN , : cede @ Ranh” nde ene sare seta ene Well es 4 ra insul edna You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, call for inspection. Date 4/5 Ly Inspector AMA BS DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 | THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE | pi n ci g oo m ig e n pu m fi e pi a n . ef i er n ye r ig e n ji e me , fi ip a Gi l “G r e e a EE K EN E EN S SA — S Sm Pg 2 ? ef w —. re —_ ”% AS S ET EW N EE BS « SS ‘t p \ GE R fi yp a pe EK ZN i pe GN NN NN GE ZN EK oN oN gS f Ni TE N . UE S NV UL . UN 0 ES ? US UN V . US Vi ZE N UN i US US S UN US US Fs CO ) —_ — | Ko WY, ey, R-VALUES 2-30 [I LY) iY B ZB ose L DATE A WW, by DB W TITLE THICKNESS <— SG il ZO" 10" NO watts N/A FrLoors * e D's \ W My" ee od PO. BOX 567 PORT ANGELES, WA 98362 S Mau WMA\lé «K NIA NIA , iJ INSULATION CERTIFICATE Ly = TRACY’S INSULATION INC. “Insulating your Community” ADDRESS AAO (GINDM Stwoot MANUFACTURER Mave ee SS, — S= /, Wy AN WwW)’ oS EON LP ps" \Z \ SS SS x WI" SZ S LEE Ze S22 % THE INSULATION HAS BEEN INSTALLED IN CONFORMANCE WITH THE CURRENT THERMAL PERFORMANCE STANDARDS (WASHINGTON STATE ENERGY CODE) OR PER APPROVED PLANS, AT THE ADDRESS LOCATED BELOW. Ge ZA ‘Wie SUB- CONTRACTOR: TRACY’S INSULATION INC. CONTRACTOR’S REG. NO. TRACYII917BT CITY OF PORT TOWNSEN aN LD VAPOR BARRIERS = CEILING N a SLOPE/VAULTED CEILINGS Type of material: Fiberglass Type of material: Fiberglass Type of material: Fiberglass Type of material: Fiberglass Type of material: Fiberglass Type of material: Fiberglass EXTERIOR WALLS ATTIC BATTS PIPE WRAPS ATTIC BLOW FLOORS KZ) W Mf " \ Law Wa S N PN’ it | NAN S SS = LS 7 OS S Bb SS IK , Da n Be l l Ce l l $2 I - 2 U Ki dc i d UP SI T E PL A N FO R DE B I 93 0 Ca l h o u n St , Po r t To w n s e n d , WA 98 3 6 8 EX I S T I N G SP R U C (1 2 " - 1 4 ” DI A ) TR E E TO BE RE M O V E D . No PA R C E L 96 5 7 0 1 8 0 6 A TR A C T OF LA N D IN KU H N ’ S RA N C H LO T 6, RA N G E 1 WE S T S. bu s t n e PE A R (6 ” - 8 ” DI A ) MU N R O SE C T I O N 2, QT R SE C T I O N SQ 1 / 4 , TO W N S H I P 30 NO R T H , TR E E TO RE M A I N DE S I G N E R : In f i n i t y Cu s t o m De s i g n s Wa y n e Sh a f f e r 14 5 1 W St . Po r t To w n s e n d , WA 98 3 6 8 PH O N E : (3 6 0 ) 82 1 - 8 2 0 8 OW N E R : De b i Mu n r o 54 0 Va n Bu r e n St . Po r t To w n s e n d , WA 98 3 6 8 PH O N E : (3 6 0 ) 46 0 - 7 5 5 7 SI T E AD D R E S S : 93 0 Ca l h o u n St . Po r t To w n s e n d , WA 98 3 6 8 ZO N I N G : R- l l SI T E AR E A + 54 9 8 S. F . (. 1 2 6 AC R E S ) BU I L D I N G SE T B A C K S : FR O N T : 20 ’ RE A R : 10 ’ SI D E S : 5’ / 1 0 ’ BU I L D I N G HE I G H T : +2 4 ’ — 9 ” AL L O W E D : 2 ST O R Y — 30 ’ MA X * PR O V I D E D : 45 7 S. F . LI V A B L E (M A I N FL O O R ) 47 8 S. F . GA R A G E 37 5 _ S . F . DE C K AR E A 13 1 0 S. F . TO T A L FO O T P R I N T LO T CO V E R A G E : AL L O W E D : 35 % X 54 9 8 = 19 2 4 S. F . PR O V I D E D : 13 1 0 S. F . FO O T P R I N T % OF CO V E R A G E = 23 . 8 % CA L L TW O WO R K I N G DA Y S la |- B O O - 4 2 4 - 9 3 9 9 9 Y ww w . c a l l b e f o r e y a u d i a . o r q nf i n i t y Cu s t o m De s i g n s - 14 5 1 W St . Po r t To w n s e n d , WA 98 3 6 8 - (3 6 0 ) 82 1 - 8 2 0 8 - wa y n e @ i n f i n i t y c u s t o m d e s i g n . c o m SC A L E 1" 20 ' - 0 Message For Li es —— from ‘Deon Mu) vA) date_—_— | \2 724) frites ls! AS mM number. message best call back time Bg) Mod -755%_ Cay owe. -[D- 20t | a _* date. ye taken by. | date. \ [1S 7) AM time : PM wees, - Delon Mund. ca When \ Gu Sek OF Alas. best call back time. date Ons Toy 4O © lu taken by. ZO EC e E ] W E 0 9 20 1 0 CI T Y OF PO R T TO W N S E N D DS D a 50 C yc g e SI T E PL A N FO R DE B I MU N R O PA R C E L 96 5 7 0 1 8 0 6 lh o u n St , Po r t To w n s e n d , WA 98 3 6 8 TR A C T OF 2L A N D IN KU H N ’ S RA N C H LO T 6, QI R ” SE C T I O N SQ 1 / 4 , TO W N S H I P 30 NO R T H , RA N G E 1 WE S T se r e n e PE A R (6 ” - 8 ” DI A ) TR E E TO \p o . FE M A R \9 SY O M E E R I S T I N G CH E R R Y eg o * > (1 0 " - 1 2 ” DI A ) ~S Ae ° TR E E TO B Ee aa RE M O V E D . ai a e l DE S I G N E R : In f i n i t y Cu s t o m De s i g n s Wa y n e Sh a f f e r 14 5 1 W St . Po r t To w n s e n d , WA 98 3 6 8 PH O N E : (3 6 0 ) 82 1 - 8 2 0 8 OW N E R : De b i Mu n r o 54 0 Va n Bu r e n St . Po r t To w n s e n d , WA 98 3 6 8 PH O N E : (3 6 0 ) 46 0 - 7 5 5 7 SI T E AD D R E S S : 93 0 Ca l h o u n St . Po r t To w n s e n d , WA 98 3 6 8 ZO N I N G : R- l l SI T E AR E A + 54 9 8 S. F . (. 1 2 6 AC R E S ) BU I L D I N G SE T B A C K S : FR O N T : 20 ’ RE A R : 10 ’ SI D E S : 5° / 1 0 ° BU I L D I N G HE I G H T : +2 4 ’ — 9 ” AL L O W E D : 2 ST O R Y — 30 ’ MA X * PR O V I D E D : 45 7 S. F . LI V A B L E (M A I N FL O O R ) 47 8 S. F . GA R A G E 37 5 _ S . F . DE C K AR E A 13 1 0 S. F . TO T A L FO O T P R I N T LO T CO V E R A G E : AL L O W E D : 35 % X 54 9 8 = 19 2 4 S. F . PR O V I D E D : 13 1 0 S. F . FO O T P R I N T % OF CO V E R A G E = 23 . 8 % EG e E I W V E CW = = CI T Y OF PO R T TO W N S E N D CA L L TW O WO R K I N G DA Y S i OS D TU No v 10 20 (b BE F O R E YO U D I G |- B 0 0 - 4 2 4 - 9 5 9 9 FE F SB CO P Y A P P R O V E D ) = nf i n i t y Cu s t o m De s i g n s - 14 5 1 W St . Po r t To w n s e n d , WA 98 3 6 8 - (3 6 0 ) 82 1 - 8 2 0 8 - wa y n e @ i n f i n i t y c u s t o m d e s i g n . c o m \ SC A L E : 1° FLOORS TABLE R502.2.2.1 FASTENER SPACING FOR A SOUTHERN PINE OR HEM-FIR DECK LEDGER AND A 2-INCH NOMINAL SOLID-SAWN SPRUCE-PINE-FIR BAND JOIST=“9 (Deck live load = 40 psf, deck dead load = 10 psf) JOIST SPAN 6’ and less 6'1” to 8’ | 81” to 10’ | 10’1” to 12’ | 12°" to 14’ | 14°1”to 16’ | 16'1” to 18’ Connection details On-center spacing of fasteners * '/, inch diameter la ith '5/,, inch py Z Screw wil 32 inc! maximum sheathing* 30 23 18 15 13 ll 10 '/, inch diameter bolt with '5/,, inch maximum 2 32 sheathing 36 36 34 29 24 21 19 '/, inch diameter bolt with '/,. inch maximum 2 32 sheathing and '/, inch stacked washers? + aa i -” sal a is 16 For SI: 1 inch = 25.4 mm, | foot = 304.8 mm. | pound per square foot = 0.0479kPa. a. The tip of the lag screw shall fully extend beyond the inside face of the band joist. b. The maximum gap between the face of the ledger board and face of the wall sheathing shall be '/,”. c. Ledgers shall be flashed to prevent water from contacting the house band joist. d. Lag screws and bolts shall be Staggered in accordance with Section R502.2.2.1.1. e. Deck ledger shall be mini 2x8p Preservative-treated No.2 grade lumber, or other approved materials as established by standard engineering practice. f. When'solid-sawn Pressure-preservative-treated deck ledgers are attached toa minimum Linch thick engineered wood product (structural composite lumber, lami- nated veneer lumber or wood structural panel band joist), the ledger shall be designed in accordance with pted engineering practice: g. A minimum | x 9'/, Douglas Fir laminated veneer lumber rimboard shall be permitted in lieu of the 2-inch nominal band joist. h. Wood structural panel sheathing, gypsum board sheathing or foam sheathing not I i ding 1 inch in thickness shall be permitted. The maximum distance between the face of the ledger board and the face of the band joist shall be 1 inch. IN OR SIMILAR TENSION DEVICE FLOOR SHEATHING NAILING AT 6 IN. MAXIMUM ON CENTER TO JOIST WITH HOLD-DOWN = AoE —_ + + + + + + + + + + oe 1 inch = 25.4 mm. CHAPTER 5 FLOORS RS502.2.1 Framing at braced wall lines. A load path for lateral forces shall be provided between floor framing and braced wall panels located above or below a floor, as speci- fied in Section R602.10.6. R502.2.2 Decks. Where supported by attachment to an exte- tior wall, decks shall be positively anchored to the primary structure and designed for both vertical and lateral loads as applicable. Such attachment shall not be accomplished by the use of toenails or nails subject to withdrawal. Where positive connection to the primary building structure cannot be verified during inspection, decks shall be self- supporting. For. decks with cantilevered framing members, connections to exterior walls or other framing members, shall be designed and con- structed to resist uplift resulting from the full live load specified in Table R301.5 acting on the cantilevered portion of the deck. RS502.2.2.1 Deck ledger connection to band joist. For decks supporting a total design load of 50 pounds per accordance with Table R502.2.2.1. Lag screws, bolts and washers shall be hot-dipped galvanized or stainless steel. R502.2.2.1.1 Placement of lag screws or bolts ii deck ledgers. The lag screws or bolts shall be placed 2 inches (51 mm) in from the bottom or top of the deck ledgers and between 2 and 5 inches (51 and 127 min) in from the ends. The lag screws or bdlts shall be stag- gered from the top to the bottom along the horizontal run of the deck ledger. ~ RS02.2.2.2 Alternate deck ledger connections. Deck ledger connections not conforming to Table R502.2.2.1 shall be designed in accordance with accepted engineer- ing practice. Girders supporting deck joists shall not be supported on deck ledgers or band joists. Deck ledgers shall not be supported on stone or masonry veneer. RS02.2.2.3 Deck lateral load connection. The lateral load connection required by Section R502.2.2 shall be permitted to be in accordance with Figure R502.2.2.3. Hold-down ten- sion devices shall be installed in not less than two locations per deck, and each device shall have an allowable stress design capacity of not less than 1500 pounds (6672 N). RS02.2.2.4 Exterior wood/plastic composite deck boards. Wood/plastic composite deck boards shall be installed in accordance with the manufacturer’s instructions. WALL CONSTRUCTION MINIMUM 24 IN. WOOD STRUCTURAL PANEL OR 32 IN. STRUCTURAL FIBERBOARD SHEATHING CORNER RETURN bay | — SEE TABLE R602.3(1) FOR FASTENING ORIENTATION OF STUD MAY VARY SEE FIGURE R602.3(2) 16D NAIL (3%”x 0.131”) AT 12 IN. O.C. GYPSUM WALLBOARD AS REQUIRED AND INSTALLED IN 4 J ACCORDANCE WITH CHAPTER 7 J | OPTIONAL NONSTRUCTURAL NV; ; FILLER PANEL { / \ CONTINUOUS WOOD STRUCTURAL PANEL SEE TABLE R602.3(1) SEE TABLE R602.3(1) BRACED WALL LINE FOR FASTENING _ ASTENING " a oe (a) OUTSIDE CORNER DETAIL } y Ps NN _ St tteceessen eee CONTINUOUS WOOD ORIENTATION OF STUDS MAY VARY. STRUCTURAL PANEL OR STRUCTURAL FIBERBOARD SEE FIGURE R602.3(2) | | BRACED WALL LINE ‘ J = | 16D NAIL (3%” x 0.131”) = AT 12 IN O.C. SEE TABLE R602.3(1) FOR FASTENING GYPSUM WALLBOARD AS REQUIRED AND INSTALLED IN ACCORDANCE WITH SEE TABLE R602.3(1) FOR FASTENING CHAPTER 7 ' MINIMUM 24 IN. Woop —————_| : STRUCTURAL PANEL SHEATHING ead OR 32IN. STRUCTURAL < FIBERBOARD CORNER, RETURN dt yt ; (b) INSIDE CORNER DETAIL , a SEE TABLE R602.3(1) _ ee FOR FASTENING GYPSUM WALLBOARD AS To MINIMUMA 24 IN. WOOD STRUCTURAL REQUIRED AND INSTALLED Z PANEL SHEATHING OR 32 IN. IN ACCORDANCE WITH J UCTURAL FIBERBOARD CHAPTER 7 | HEATHING (BOTH EDGES AT CORNERS) 16D NAIL (3 2 ROWS AT 24 V4 CONTINUOUS WOOD STRUCTURAL { SEE TABLE R 602.3(1) PANEL OR STRUCTURAL FIBER- oa N FOR FASTENING BOARD BRACED WALL LINE fe = Se Pa 4-7 OPTIONAL NONSTRUCTURAL a oe Mal SRY FILLER PANEL “TL FASTENERS ON BOTH STUDS AT EACH PANEL EDGE (c) GARAGE DOOR CORNER For SI: 1 inch = 25.4 mm, 1 foot = 305 mm. FIGURE R602.10.4.4(1) TYPICAL EXTERIOR CORNER FRAMING FOR CONTINUOUS SHEATHING 2009 INTERNATIONAL RESIDENTIAL CODE® 177 4 LEVEL 2 rev-1 C2 “NW SW1-6P Ket ge dn. | 1/8" = 1'-0" 1/10/2011 |HOLD DOWN @ LEVEL 2 No.| Date Description Revision Schedule Watson Structural New Construction | LEVEL 2 revision 1 RS Meerins Debi Monro Residence |_Project number 314001 1062 NW Redwing Dr. Date 1/6/2011 ENG-3 Ph: (Om) S4 Bore Fase (000) 647 210 930 Calhoun St., Port Townsend, |_ Drawn by HHW email: haydenwse@msn.com WA 98368 Checked by HHW| Scale As indicated NOV 10 2010 CITY OF PORT TOWNSEND 555651 V: 35 P: 273 Pg:1 of 1 SURV DSD : 128.0@ CLARK LAND OFFICE Hiettedtd 8, eit Office - Donna Eldridge, Auditor OB Res, sa AIPA iy PLS SCALE 1” = 20’ FINAL CHECK: PLAT CHECK: DRAWN BY: SER#: SURVEY FOR: DEBI MUNRO IN SECTION 2, TOWNSHIP 30 NORTH, RANGE 7 WEST, W.M. JEFFERSON COUNTY, WASHINGTON DESCRIPTION: Z Iai Ce LOTS 6, BLOCK M OF KUHN’S RANCH ADDITION, AS PER PLAT RECORDED IN VOLUME 2 OF PLATS, oD) \ CALCULATED FOSTHON OF PAGE 26, RECORDS OF JEFFERSON COUNTY, MONUMENT PER E.E. WASHINGTON. ANDERSON’S STREET MONUMENTATION PLAN. NOT VISITED THIS SURVEY. ROCK FENCE FENCE 0.5’ S'LY BA S I S OF BE A R I N G SE E NO T E 2 40 20 0 40 SCALE IN FEET EAST 1/2 LOTS 1&3 WEST 1/2 LOTS 1 & 3 EAST 1/2 w. END WwooD FENCE AT S75°45'W, 3.47’ WEST 1/2 eo, LOTS 2 & 4 OTR %, et m4 ce. FOUND MON. IN k a) (9) WELL (4/08/04) FOUND 2” BRASS CAP >, INTERSECTION OF LAWRENCE ST. AND CASS ST. (4/08/04) IN MON WELL AT oP 9 NOTES: . THIS SURVEY WAS PERFORMED BY FIELD TRAVERSE METHODS USING A 5 SECOND LEGEND; TOPCON GTS-—235W TOTAL STATION AND STEEL TAPE. @ DENOTES SET REBAR WITH PLASTIC SURVEY CAP STAMPED: . FOR BASIS OF BEARING AND SECTION SUBDIVISION DATA SEE THE CITY OF PORT“ ~~ : : "CLARK 38956. (10/21/10) TOWNSEND STREET MONUMENTATION PLAN BY E.E. ANDERSON ON FILE WITH THE CITY OF PORT TOWNSEND. A DENOTES FOUND REBAR WITH PLASTIC SURVEY CAP STAMPED: “4, WOOD PLS 23911” (10/21/10) . THIS SURVEY DOES NOT PURPORT TO SHOW THE EXISTENCE OF ALL EASEMENTS AND/OR ENCUMBRANCES RECORDED OR UNRECORDED THAT MAY AFFECT THIS ME DENOTES FOUND CENTERLINE MONUMENT. (FOUND 4/08/04) PROPERTY. —o o— DENOTES EXISTING WOOD FENCE PER FIELD TIES 10/22/10. . THIS SURVEY WAS PERFORMED ACCORDING TO WAC 332-130-090 STANDARDS FOR LAND BOUNDARY SURVEYS. THIS SURVEY WAS NOT PERFORMED OR CERTIFIED TO MEET THE CURRENT "MINIMUM STANDARD REQUIREMENTS” OR "ACCURACY STANDARDS” FOR ALTA/ACSM LAND TITLE SURVEYS. AUDITOR’S CERTIFICATE FILED FOR RECORD mis __ DAY OF. Yiovem be tr , 2010, -SURVEYOR’S CERTIFICATE: AT_3:08 _,.M. IN BOOK__35 OF SURVEYS, ON PAGE _3 73 AT THE REQUEST OF SCOT B. CLARK THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY DIRECTION IN CONFORMANCE WITH THE REQUIREMENTS OF THE SURVEY RECORDING ACT AT THE REQUEST OF DEBORAH MUNRO IN : OCTOBER, 2010. Avsjre sthasey- Rep CQUNTY AUDITOR AUDITOR'S FILE NUMBER wii oe — N.T.S. OT B. CLARK PLS L.S. NUMBER 38956 P.O. Box 2199 935 N Sth Ave. LAND SURVEYING Sequim, WA 98382 DATE: Vth lle MAPPING (360) 681-2161 SBC X DEVELOPMENT CONSULTING FAX 683-5310 JCA CONSTRUCTION MANAGEMENT (888) 681-2161 JCA & JKB 2(30N—1W) 01W3029—KUHNS_RANCH\MUNRO_ROS-102810 TO A CITY OF PORT TOWNSEND BLDG PERMIT ACTIVITY LOG PERMIT #_ ‘9U1D(O “2 OY DATE RECEIVED__1O2A%~l0 SCOPE OF WORK: New SER DATE ACTION INITIALS 1 -~CystO_ | ENTERED INTO CHET WAV \O -G« \ CO] CHECKED FOR COMPLETENESS NW Plan Review i, # Bedroom(s) = # Bath(s) = Heat Type: , fio fio |Syrvey received. Ft dyes Rot (dcale Ye stunts OF the shod +o the {ote hy [ine sho / nace le peghlar (whe iS 2, 8 ‘auiay fan property | vo! But it <caloS fo tui the! ced From yta- of ¢ - ote ae tthe p2rdpose 5 Seta on at r Shu Conds Hons text el rx hed reac Seb ack efi fic | Plow Resten CaaS mee SEPTIC? see CAM 10-07%: Nee cs oS A Sucve Priae To blag pecimit Sad Zoning: (OL ; ; Setbacks OK? THIS Ofpe acs Close 4 a8) | ve. NNeod Sucve fo dele mire Lot Size: 110 XD = S300 Building Size: US MH4IS tI T= |OSD + uncovered deck 25%= [310 Lot Coverage: 74% FAR OK? ues — FAR for 5300 alles ~2700 Sq FE, 13104 935 = 22¢6° Height OK? Uye $ wide £20'long..) Parking OK? | 1 chr g@reape (18°6"¥ Dy) FISP eT frmmt or opivemey Eo OF Critical Area? — 2 Per Ord . 303% Exh eit ht pps ee (Check Not ; Sian — above or beyond 0 ay leght plane havin Imperviofts ° on t of (9G " 2 Shy we Yrred at “ts yore) Abr Surface limits - q i Indo fhe pacut at 45° aryle. - 19.05.050D4(a) Roof appeort ty be ys? ac lece... +t Skaght vp laSS fron 17/6 - Shorelines JN 0 lof eleu- Flat, Rear — ens o& PA Jurisdiction? Right ¢ Loat have porch/ deck Demo? Rema fen between this arptety + Aacth su qhbicy Historic Rev/ Che ching day laht plane (abor), | =O Design Rev? ‘No Notice to Title? Lots of Record? Deak Bq fui ght 7 24 4- il," Upper fate her st= Less fhan 176” P:\DSD\Forms\General Use Forms\Activity Log Bldg Permit.doc July 12, 2010 BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-204 Permit Type Residential - Single Family - New Project Name New SFR Site Address 930 CALHOUN ST Parcel # 965701806 Project Description New SFR Names Associated with this Project License Type Name Contact Phone # Type License # Exp Date Applicant Munro Deborah A Owner Munro Deborah A *** 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 gwner of the property or authorized agent of the owner. Print Name LC Yelgoace We Mu ACO Date Issued: 12/03/2010 Issued By: MWAY A . Signature Dynrohi MW Date | 2 | 3 | 2010 Date Expires: 06/01/2011 BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-204 Permit Type Residential - Single Family - New Project Name NewSFR Site Address 930 CALHOUN ST Parcel # 965701806 Project Description New SFR Fee Information Project Details Project Valuation $155,000.00 Entered Bid Valuation 155,000 DOLL PLAN REVIEW REFUND 150 -150.00 Units: Heat Type: HEAT PUMP PLAN REVIEW DEPOSIT 150 150.00 Bedrooms: 2 Construction Type: V - B Building Permit Fee 1,301.75 Bathrooms: 2 Occupancy Type: Mechanical Permit Fee per Dwelling 150.00 Unit - New Residential Plumbing Permit Fee per Dwelling 150.00 Unit - New Residential Energy Code Fee - New Single 100.00 Family Unit Plan Review Fee 846.14 Technology Fee for Building Permit 26.04 State Building Code Council Fee 4.50 Record Retention Fee for Building 10.00 Permit Site Address Fee 3.00 Total Fees $ 2,591.43 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 Date Issued: 12/03/2010 Issued By: MWAY —_—s—sédDate— ss Date Expires: 06/01/2011 Signature BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-204 Permit Type Residential - Single Family - New Project Name NewSFR Site Address 930 CALHOUN ST Parcel # 965701806 Project Description New SFR Conditions 10. Property corner survey pins must be located at time of footing inspection to verify setbacks. 20. According to the submitted survey, the existing shed building is non-conforming with regards to the rear setback (3.4 feet for the 10' minimum rear setback). As such, it is a legal, non-conforming building with regards to the rear setback. The building permit does not propose to change the shed in any way. Should the applicant in the future propose changing the exterior of the shed in any way, contact DSD prior to discuss issues such as the potential need for additional fire separation. 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. Date Issued: 12/03/2010 Issued By: MWAY Signature _ Date Date Expires: 06/01/2011 Print Name MLDI&- ZY ‘Watson Structur _agineering JOBTITL —_ nro Residence Lateral Design 1062 NW Redwing Dr. Oo Oak Harbor, WA 98277 JOB NO. J11001 _ SHEETNO. tw Ph# 360-544-8574 CALCULATED BY HHW DATE —_—_1/3/11 Fax# 360-544-8619 CHECKED BY HHW DATE _—1/6/11. CS06 Ver 10.04.11 www.struware.com City OF PORT TOWNSEND DSD STRUCTURAL CALCULATIONS FOR Munro Residence Lateral Design 930 Calhoun St. Port Townsend, WA unr J11 unr 110 SE 011 ts\ C1 C2 “N W “N W SW 1 - 6 P SW 1 - 6 P Po s we e r AE E ZL jd I A iz A al y Y 4 4 D1 j b2 , B A eo SW 1 - 6 P sw i 6 54 BI N S rw a SW 1 - 6 P NS : Y "4 A] ‘| a sW i - 6 y . \ v_ S \ I Y CA s ? : sW i - 6 f an e \2 / \2 / 2A 2M v Ni e 2A 2 “N n ra oS » FS WZ : — sW 2 - 6 sw 2 - 6 a —7 SW 2 - 6 P sw 2 - 6 P I 1A 1 1A 1 1A 2 4A 2 Sw 3 - 6 sw 3 - 6 WW SW 2 - 6 P sw a p \1 / Ww 4 Vv V4 "4 7 8 " = 1- 0 " 2 11 8 " = 1' - 0 " HO L D DO W N SC H E D U L E MK . SI M P S O N MO D E L # HO L D DO W N TY P E PO S T SI Z E HO L D DO W N / PO S T TO SH T G . | CA P A C I T Y _ : PO S T NA I L I N G NA I L I N G ST U D TO ST U D : 44 - 1 6 d SI 1d @ 3" 0. C . \V / MS T C 5 2 CE N T E R ON RI M B O A R D DO U B L E 2x a 3 ke y 2 ap e a r d = _* 5 . pa 35 9 5 LB \2 / ee EA Wi CO N C R E T E TO ST U D WA L L | 4x 6 PO S T 20 - SD S - %" o x 2 . 5 " | 2- R O W S 8d @ _ | 78 7 0 L B ® SS T B 2 8 2" 0. C . TO PO S T NO T E S : 1. IN S T A L L ON SI D E OP P O S I T E OR OV E R TO P OF SH E A T H I N G 2. BE G I N NA I L I N G AT PL A T E AN D WO R K OU T . PE R M I T SE T No . De s c r i p t i o n Da t e Wa t s o n St r u c t u r a l En g i n e e r i n g 10 6 2 NW Re d w i n g Dr . Oa k Ha r b o r , Wa s h i n g t o n 98 2 7 7 Ph : (3 6 0 ) 54 4 - 8 5 7 4 Fa x : (3 6 0 ) 54 4 - 8 6 1 9 Em a i l : ha y d e n w s e @ m s n . c o m De b i Mo n r o Re s i d e n c e Ne w Co n s t r u c t i o n 93 0 Ca l h o u n St . , Po r t To w n s e n d , WA 98 3 6 8 Sh e a r Wa l l Pl a n s Pr o j e c t nu m b e r J1 1 0 0 1 Da t e 1/ 6 / 2 0 1 1 EN G - 1 Dr a w n by HH W Ch e c k e d by HH W Sc a l e As in d i c a t e d ts \ 2 11 0 un r 11 1 nr vt SE \ 32 ) 01 1 Shear Wall Schedule : Nail Req. @ all Panel Edges paren (4, 6] Plate & Rim Attachement Shear Capacity Wall Sheathing Stud Panel Nail Rim Joists to Type Mark APA-Rated Size Edges Spacing | A.B. Size & Spacing Top Plate 2x Plate Anchorage Type [5] [1, 2, 13, 14 [7] [3, 15] Nail Size (E.N.) | Edge Nail [10, 16] [8] [9] Seismic | Wind | Comments swi-6 [7 Ve 15/32" ONE FACE 2x6 HF 2x 8d (2%"x0.113") 6" R'® @ 36" o.c. CLIP @ 24" o.c. 12d (3%"x0.148") @ 5" o.c. 241 340 SW1-6PE 477774 15/32" ONE FACE 2x6 HF 2x 8d (2%"x0.113") 6" %'® @ 36" o.c. CLIP @ 24" o.c. 12d (3%"x0.148") @ 5" o.c. 241 340 |SEE NOTE 5 sw2-6 (7ZZZZA 15/32" ONE FACE 2x6 HF 2x 8d (2%"x0.113") 4" 5/8" @ 36" o.c. CLIP @ 20" o.c. 12d (3%"x0.148") @ 3" o.c. 353 494 SW2-6P[Z 7772.) 15/32" ONE FACE 2x6 HF 2x 8d (2%"x0.113") 4" 5/8"@ @ 36" o.c. CLIP @ 20" o.c. 12d (3%"x0.148") @ 3" o.c. 353 494 |SEE NOTE 5 SW3-6 VZZZZ2Z 15/32" ONE FACE 2x6 HF 3x 8d (2%"x0.113") 3" 5/8" @ 26" o.c. (11) CLIP @ 16" o.c. 12d (3%"x0.148") @ 2%" o.¢. 455 637 Notes - Shear Wall Schedule 1. Panels may be installed either horizontally or vertically. 2. Where sheathing is applied on both sides of wall, adjoining panel edge joints on 2x framing shall be staggered so that joints on the opposite sides are not located on the same studs. 3. Blocking is required at all panel edges. 4. Provide shear wall sheathing and nailing for the entire length of the walls indicated on the plans. Ends of full height walls are designated by windows and doorways or as designated on plans. For hold-down requirement, refer to plans and hold-down schedule. 5. “P” designates wall as a perforated shear wall. Sheathing and shear wall nailing are required above and below all openings where indicated on plans. 6. Sheathing edge nailing is required at all end of wall studs. Reference the hold-down schedule for minimum nailing to posts or each stud used in built-up hold-down posts. 7. Intermediate framing to be 2x minimum members. Attach sheathing to intermediate framing with 8d (2%"x0.131") nails at 12” o.c. where studs are spaced at 16” 0.c. and 8d (2%"x0.131") nails at 6” o.c. where studs are spaced at 24” o.c.. 8. A35, LTP5 or approved equivalent. Required where sheathing edges at adjoining panels are placed on separate framing members. Use 8dx1% (1%"x0.131") nails where clips are attached directly to framing and 8d (2%"x0.131") nails where clips are attached over sheathing. Notes - Shear Wall Schedule Stagger nails in rows centered on each joist. 10. In seismic design categories D, E, and F, anchor bolts shall be installed with SST BPx-3 or BPSx-3 bearing plates or approved equal. Embed anchor bolts 7” minimum into the concrete. 11. SST BPx-3 or BPSx-3 bearing plates or approved equal shall be placed so that the edge of plate Where “2x Plate Anchorage” specifies (2) rows of nails, provide double rim joist or equal below. is within %” of the edge of the bottom plate on the side with the wood sheathing with nominal shear capacity greater than 400 pif. 12. All fasteners and connectors in contact with preservative-treated wood members shall have corrosion protection complying with the requirements of IBC 2304.9.5. 13. 7/16” APA-Rated Sheathing (OSB) may be used in place of 15/32” sheathing provided that all studs are spaced at 16” 0.c. maximum. 14. Where wood sheathing is applied over gypsum wall board sheathing, contact the SER for alternate nailing requirements. 15. At adjoining panel edges, (2) 2x studs nailed together may be substituted for the 3x “Panel Edge Stud”. Connect (2) 2x studs as shown in the “2x Plate Anchorage” column of Shear Wall Schedule. 16. Contact SER for adhesive or mechanical anchor bolt alternatives to cast-in-place anchor bolts. Special inspection may be required. PERMIT SET Watson Structural Engineering Debi Monro Residence New Construction 1062 NW Redwing Dr. Oak Harbor, Washington 98277 Ph: (360) 544-8574 Fax: (360) 544-8619 Email: haydenwse@msn.com 930 Calhoun St., Port Townsend, WA 98368 No. Description Date Shear Wall Schedule Project number __J11001 Date 1/6/2011 ENG-2 Drawn by HHW Checked by HHW Scale As indicated Watson Structural En; * ‘ing TITLE Munro Residence Lateral Design 3 1062 NW Redwing Oak Harbor, WA 98277 JOB NO. J11001 SHEET NO. Ph# 360-544-8574 CALCULATED BY HHW DATE «1/3/11. Fax# 360-544-8619 CHECKED BY HHW DATE 1/6/11 www.struware.com CODE SUMMARY Code: ASCE 7 - 05 Live Loads: Roof 0 to 200 sf: 18 psf 200 to 600 sf: 21.6 - 0.018Area, but not less than 12 psf over 600 sf: 12 psf Awnings and canopys 5 psf Floor 40 psf Stairs & Exitways 100 psf Balcony / Deck 60 psf Mechanical N/A Partitions 15 psf Dead Loads: Floor 15.0 psf Roof 15.0 psf Roof Snow Loads: Design Roof Snow load = 25.0 psf Flat Roof Snow Load Pf = 10.5 psf Ground Snow Load Pg = 15.0 psf Rain on Snow Surcharge = 0.0 psf Snow Exposure Factor Ce = 1.00 Importance Factor I = 1.00 Thermal Factor Ct = 1.00 Sloped-roof Factor Gs= 1.00 Wind Design Data: Basic Wind speed 85 mph Mean Roof Ht (h) 21.0 ft Building Category I Importance Factor 1.00 Exposure Category B Enclosure Classif. Enclosed Building Internal pressure Coef. +/-0.18 Directionality (Kd) 0.85 Earthquake Design Data: Occupancy Category: = I Importance Factor l= 1.00 Mapped spectral response Ss = 132.50 %g accelerations Sl = 48.30 %g Site Class = D Spectral Response Coef. Sds = 0.883 Sdl = 0.488 Seismic Design Category = D Basic Structural System = Bearing Wall Systems Seismic Resisting System = Light frame walls with shear panels - wood structural panels/sheet steel panels Design Base Shear V= 0.136W Seismic Response Coef. Cs = 0.136 Response Modification Factor R= 6.5 Analysis Procedure = Equivalent Lateral-Force Analysis Watson Structural Engineeri 1062 NW Redwing Dr. Oak Harbor, WA 98277 Ph# 360-544-8574 Fax# 360-544-8619 JOB TIT ~ * ‘unro Residence Lateral Design JOB Nu. 11001 SHEET NO. CALCULATED BY HHW DATE CHECKED BY HHW DATE am 1/6/11 CODE SUMMARY- continued Component and cladding wind pressures www.struware.com Roof ia Surface Pressure (psf) Area] 10sf [| 50sf | 100sf Negative Zone 1 -11.9 “111 -10.8 Negative Zone 2 -20.7 -16.9 -15.2 Negative Zone 3 -30.6 -26.0 -24.0 Positive All Zones 10.0 10.0 10.0 Overhang Zone 2 -24.2 -24.2 -24.2 Overhang Zone 3 40.8 31.5 -27.5 Wall Surface Pressure (psf) Areal] 10sf | 100sf | 500sf Negative Zone 4 -14.1 -12.2 -10.8 Negative Zone 5 -17.4 -13.5 -10.8 Positive Zone 4 & 5 13.0 11.1 10.0 Parapet Solid Parapet Pressure (psf) Area 10 sf 100 sf 500 sf CASE A: Interior zone 0.0 0.0 0.0 Corner zone 0.0 0.0 0.0 CASE B: Interior zone 0.0 0.0 0.0 Corner zone 0.0 0.0 0.0 Watson StructuralE — eering JOB TITLE MunroR _‘ce Lateral Design 1062 NW Redwin_ Oak Harbor, WA 98277 JOB NO. J11001 SHEET NO. Phi# 360-544-8574 CALCULATED BY HHW DATE 1/3/11. Fax# 360-544-8619 CHECKED BY HHW DATE —_—iV/6/I Roof Design Loads Items Description Multiple | psf (max) | _psf (min) Roofing Asphalt Shingles w/roll roofing 3.0 2.0 Decking 7/16" plywood/OSB 1.6 1.4 Framing Wood 2x @24" 2.5 1.5 Insulation Styrofoam, per 1" thk x 2.0" 0.4 0.2 — Ceiling 1/2" gypsum board x 1 ply(s) 2.2 2.0 Other None 0.0 0.0 Mech & Elec Mech. & Elec. 2.0 0.0 Misc. Misc. 5 2.5 0.0 Actual DeadLoad (0 14.2 © 7.1 Use this DL instead © 15.0 |O 9.0 Live Load 18.0 0.0 Snow Load 25.0 0.0 Wind (zone 2 - 100sf) 10.0 -15.2 ASD Loading Dead + Snow Load} 40.0 - Dead + 0.75(Wind + Snow) Load 41.3 - 0.6*Dead + Wind Load - -10.9 LRFD Loading 1.2D+1.6S +0.8W. 66.0 - 1.2D + 1.6W + 0.5S 46.5 - 0.9D + 1.6W - -17.9 Roof Live Load Reduction Roofangle 6.00/12 26.6 deg User Input: 0 to 200 sf: 18.0 psf 200 to 600 sf: 21.6 - 0.018Area, but not less than 12 psf over 600 sf: 12.0 psf 300 sf 16.20 400 sf 14.40 500 sf 12.60 450 psf 13.50 Watson Structural Engin 1062 NW Redwing Dr. Oak Harbor, WA 98277 Ph# 360-544-8574 Fax# 360-544-8619 JOB TITLE Munro Residen>- * ateral Design JOB NO. J11001 2 CALCULATED BY HHW CHECKED BY HHW -SHEETNO. — DATE 13/11 DATE 1/6/11 Floor Design Loads FLOOR LIVE LOAD REDUCTION (not including partitions) NOTE: Not allowed for assembly occupancy or LL>100psf or passenger car garages, except may reduce columns 20% if 2 or more floors & non-assembly L=Lo(0.25+15/VKy,Ap) Unreduced design live load: Lo = Floor member Ky = Tributary Area Ay; = Reduced live load: L = Columns (2 or more floors) K;, = Tributary Area Ay = Reduced live load: L = Items Description Multiple [psf (max) _|psf (min) Topping/flooring Carpet & pad 1.0 1.0 0}None 0.0 0.0 Decking 3/4" plywood/OSB 2.7 2.3 Framing Wood 2x @24" 15 3.8 2.3 Insulation R-11 Fiberglass insul. x 0.75" 0.3 0.3 Ceiling 5/8" gypsum x 1 ply(s) 2.8 2.5 Other None 0.0 0.0 Mech & Elec Mech. & Elec. 25 5.0 0.0 Other ‘None 0.0 0.0 Other None 0.0 0.0 Actual Dead Load 15.5 © 83 Use this DL instead is O 50.0 Partitions 0.0 0.0 Live Load 40.0 0.0 Total Live Load 40.0 0.0 Total Load 55.0 8.3 IBC alternate procedure Smallest of: R= .08%(SF - 150) 40 psf R= 23.1(1+D/L) = 31.8% R= 40% beams; 60% columns 2 300 sf R= 12.0% 34.5 psf Reduced live load: L = 35.2 psf 4 500 sf R= 28.0% 23.4 psf Reduced live load: L = 28.8 psf . Watson Structural “neering 1062 NW Redwi', Oak Harbor, WA 98277 Ph# 360-544-8574 Fax# 360-544-8619 Jt E Munro Residence Lateral Design JOB NO. J11001 SHEET NO. CALCULATED BY HHW DATE 1/3/11 CHECKED BY HHW DATE 1/6/11 Code Search l. Code: ASCE 7 - 05 Il. Occupancy: Occupancy Group = lll. Type of Construction: Fire Rating: Roof = Floor = IV. Live Loads: Roof angle (8) Roof R Residential 0.0 hr 0.0 hr 6.00/12 26.6 deg 0 to 200 sf: 18 psf www.struware.com 200 to 600 sf: 21.6 - 0.018Area, but not less than 12 psf over 600 sf: 12 psf Awnings and canopys 5 psf Floor 40 psf Stairs & Exitways 100 psf Balcony / Deck 60 psf Mechanical N/A Partitions 15 psf V. WindLoads: ASCE7-05 Importance Factor 1.00 Basic Wind speed 85 mph Directionality (Kd) 0.85 Mean Roof Ht (h) 21.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Exposure Category B Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Type of roof Hip Building length (L) 38.5 ft Least width (B) 35.0 ft Kh case 1 0.701 Kh case 2 0.633 Topographic Factor _(Kzt) Topography Flat Hill Height (H) 0.0 ft H< 60ft;exp B Half Hill Length (Lh) 0.0 ft “. Kzt=1.0 Actual H/Lh = 0.00 Use H/Lh 0.00 Modified Lh = 0.0 ft From top of crest: x= 0.0 ft z i Bldg up/down wind? upwind yz Speed-up H/Lh= 0.00 K,= 0.000 xipoannaing) x/Lh = 0.00 K,= 0.000 pT H z/Lh = 0.00 K3= 1.000 A au At Mean Roof Ht: Taya aE Kzt = (1+K,K,K3)2 = 1.000 2D RIDGE or 3D AXISYMMETRICAL HILL Watson Structural Engir 1062 NW Redwing Dr. Oak Harbor, WA 98277 Ph# 360-544-8574 Fax# 360-544-8619 Ig JOB TITLE Mu =~ esidence Lateral Design JOB NO. J11001 SHEETNO. CALCULATED BY HHW DATE 1/3/11 CHECKED BY HHW DATE 1/6/11 V. Wind Loads - MWERS hs<60' oo Buildings) Enclosed/partially enclosed only j-ZONE2: lesorcd IE Torsional loads are 25% of zones 1 - 4. See code for loading diagram WINDDIBEY TIO Transverse Direction Longitudinal Direction Kz= Kh (case 1) = 0.70 Edge Strip (a) 3.5 ft Base pressure (qh) = 11.0 psf End Zone (2a) 7.0 ft GCpi = +/-0.18 Zone 2 length = 17.5 ft Transverse Direction Longitudinal Direction Perpendicular 6 = 26.6 deg Parallel 6 = 0.0 deg Surface] GCpf w/-GCpi_ w/+GCpi} GCpf — w/-GCpi__w/+GCpi 1 0.55 0.73 0.37 0.40 0.58 0.22 2 -0.10 0.08 -0.28 -0.69 -0.51 -0.87 3 -0.45 — -0.27 -0.63 -0.37 -0.19 -0.55 4 -0.39 = --0.21 -0.57 -0.29 -0.11 -0.47 5 -0.45 = -0.27 -0.63 -0.45 = -0.27 -0.63 6 -0.45 _-0.27 -0.63 -0.45 —_ -0.27 -0.63 1E 0.73 0.91 0.55 0.61 0.79 0.43 2E -0.19 = -0.01 -0.37 -1.07 — -0.89 -1.25 3E -0.58 — -0.40 -0.76 -0.53 -0.35 -0.71 4E -0.53 —_-0.35 -0.71 -0.43 — -0.25 -0.61 Wind Surface pressures (psf) 1 8.0 4.1 6.4 2.4 2 0.9 -3.1 -5.6 -9.6 3 -2.9 -6.9 -2.1 -6.1 4 -2.3 -6.3 -1.2 -5.2 5 -3.0 -6.9 -3.0 -6.9 6 -3.0 -6.9 -3.0 -6.9 1E 10.0 6.0 8.7 4.7 2E -0.1 4.) -9.8 -13.8 3E 4.5 -8.4 -3.9 -7.8 4E -3.9 -7.9 -2.8 -6.7 SORHAS [f+ WINDWARD ROOF Windward roof overhangs: 7.5 psf (upward) add to windward | | | i | | [ } LEEWARD ROOF roof pressure SERTICAT Parapet (Ja Windward parapet: 0.0 psf. (GCpn=+1.5) 8 E Leeward parapet: 0.0 psf (GCpn=-1.0) a z 7 = Horizontal MWERS Simple Diaphragm Pressures (psf) TRANSVERSE ELEVATION Transverse direction (normal to L) — yeep Interior Zone: Wall 10.4 psf TTT | eyenpecor Roof 3.8 psf VERTICAL End Zone: Wall 13.9 psf - Roof 4.3 psf =| Longitudinal direction (parallel to L) * 8 7) CZ CZ, Interior Zone: Wall End Zone: Wall 7.6 psf 11.5 psf LONGITUDINAL ELEVATION _Watson Structural F __eering JOB TITLE Munro nce Lateral Design 1062 NW Redwin_ Oak Harbor, WA 98277 JOB NO. J11001 SHEET NO. Ph# 360-544-8574 CALCULATED BY HHW DATE 1/3/11 oe Fax# 360-544-8619 CHECKED BY HHW DATE 1/6/11 ot V. Wind Loads - Components & Cladding: Buildings h<60'_& Alternate design 60'<h<90" Kz= Kh (case 1) = 0.70 GCpi = +/-0.18 NOTE: If tributary area is greater than Base pressure (qh)= 11.0 psf a= 3.5 ft 700sf, MWERS pressure may be used. Roof Angle = 26.6 deg Type of roof= Hip Roof. iT GCp +/- GCpi Surface Pressure (psf) User input Area} 10sf 50 sf 100 sf 10 sf 50 sf 100 sf 20 sf 250 sf Negative Zone 1} = -1.08 -1.01 -0.98 -11.9 psf -11.1 psf] -10.8 psf} -11.6 psf] -10.8 psf] Negative Zone 2} = -1.88 -1.53 -1.38 -20.7 psf] -16.9 psf -15.2 psf} -19.0 psf] -15.2 psf} Negative Zone 3} = -2.78 -2.36 -2.18 -30.6 psf -26.0 psf} -24.0 psf} -28.6 psf] — -24.0 psf Positive All Zones} 0.68 0.54 0.48 10.0 psf] 10.0 psf} 10.0 psf] 10.0 psf] 10.0 psf} Overhang Zone 2} -2.20 -2.20 -2.20 -24.2 psf -24.2 psf] -24.2 psf -24.2 psf -24.2 psf Overhang Zone 3]_—_-3.70 -2.86 -2.50 -40.8 psf -31.5 psf -27.5 psf} -36.8 psf] -27.5 psf Walls | GCp +/- GCpi Surface Pressure (psf) User input Areal 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf Negative Zone 4] -1.28 -1.10 -0.98 -14.1 psff -12.2 psf -10.8 psf] -12.7 psf] —_-11.6 psf Negative Zone 5} = -1.58 -1.23 -0.98 -17.4 psf] -13.5 psf -10.8 psf] -14.7 psf -12.3 psf] Positive Zone 4 & 5 1.18 1.00 0.88 13.0 psf 11.1 psf] 10.0 psf 11.6 psf 10.5 psf Parapet Surface Pressure (psf) User input qp= 0.0 psf Solid Parapet Pressure 10 sf 100 sf 500 sf 40 sf CASE A: Interior zone : 0.0 psf 0.0 psf 0.0 psf 0.0 psf CASE A = pressure towards building Corner zone : 0.0 psf 0.0 psf 0.0 psf 0.0 psf] CASE B = pressure away from building CASE B: Interior zone : 0.0 psf 0.0 ps 0.0 psf] 0.0 psf} Corner zone : 0.0 psf] 0.0 psf 0.0 psf 0.0 psf Rooftop Structures & Equipment Dist from mean roof height to centroid of Af= 0.0 ft Gust Effect Factor (G) = 0.85 Height of equipment (he) = 0.0 ft Base pressure (qz) = 13.0 Kd psf Cross-Section Square Directionality (Kd) 0.90 Width (D) 10.0 ft h/D = 0.00 Type of Surface N/A Square (wind along diagonal Square (wind normal to face) Cf = 1.00 Cr = 1.30 Af = 10.0 sf Ar = 10.0 sf Adjustment Factor (Adj) = 1.90 Adjustment Factor (Adj) = 1.900 F=qzGCfAf Adj= 18.8 Af F=q,GCrAp Adj= 24.5 Af F= 188 Ibs F = 245 Ibs Watson Structural Engines JOB TITLE Munro Residen eral Design 1062 NW Redwing Dr. oo Oak Harbor, WA 98277 JOB NO. J11001 SHEET NO. Ph# 360-544-8574 CALCULATED BY HHW DATE 1/3/11 Fax# 360-544-8619 CHECKED BY HHW DATE 1/6/11 Location of Wind Pressure Zones a a 2a 2a | qe, © | Sc © A. | | | | o1 © © © | | | | ee ee = to Te 6 Gable 0 < 7 degrees and Monoslope roofs Monoslope < 3 degrees 3°<6<10° 2a a a aa a a aia a _ a oa el i ne a Oo fd £HCODSS A 2, PB H{o; P| Ns | / 7 ! pean SN =| ®D = ao eee @ i ileal it Goad 7 iN 4 P| Iw silo! | ro if 4 Oe \ a: eae OCR OLOMO) ey “eB Monoslope roofs 10° < @ < 30° Gable 7 <® < 45 degrees Hip 7 < 0 < 27 degrees eu aepunro Res. ! = Project Name = Munro Residence Date = Mon Jan 03 12:57:56 PST 2011 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 48.1158 Longitude = -122.7691 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 1.325 (Ss, Site Class B) 1.0 0.483 (S1, Site Class B) f Latitude: | 48, 115800° Longitude: [-122.769100° 930 Calhoun St, Port Townsend, WA 98368 10 JOB TITLE Munr ~idence Lateral Design Watson Structural Engin r 1062 NW Redwing Dr. —_ Oak Harbor, WA 98277 JOB NO. J11001. SHEET NO. Ph# 360-544-8574 CALCULATED BY HHW DATE Fax# 360-544-8619 CHECKED BY HHW DATE VI. Seismic Loads: ASCE 7-05 eee Occupancy Category: itt Importance Factor (I) : 1.00 Site Class : D Ss (0.2 sec)= 132.50 %g S1 (1.0 sec) = 48.30 %g Fa= 1.000 Sms = 1.325 Sps= 0.883 Design Category = D Fv= 1.517 Sml = 0.733 Spi= (0.488 Design Category = D Seismic Design Category = D Number of Stories: 2 Structure Type: Light Frame Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame walls with shear panels - wood structural panels/sheet steel panels System Building Height Limit: 65 ft Actual Building Height (hn) = 21.0 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Factor (R) = 6.5 System Over-Strength Factor (Qo) = 2.5 Deflection Amplification Factor (Cd) = 4 Sps = 0.883 Spi = 0.488 p = redundancy coefficient Seismic Load Effect (E)= p Qg t/- 0.2SpsD = pQ. +- 0.177D Qs = horizontal seismic force Special Seismic Load Effect (E)= Qo Qg +/- 0.2SpsD =2.5Q; +/- 0.177D D = dead load PERMITTED ANALYTICAL PROCEDURES Index Force Analysis (Seismic Category A only) Method Not Permitted Simplified Analysis Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permitted Building period coef. (Cy) = 0.020 Cu= 1.40 Approx fundamental period (Ta) = Crh," = 0.196 sec x= 0.75 Tmax = CuTa= 0.275 User calculated fundamental period (T) = 0 sec Use T= 0.196 Long Period Transition Period (TL) = ASCE7 map = 16 Seismic response coef. (Cs) = SdsI/R = 0.136 need not exceed Cs = Sdl I/RT= 0.383 but not less than Cs = 0.044Sds = 0.039 USE Cs = 0.136 Design Base Shear V = 0.136W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift= 0.020hsx where hsx is the story height below level x 12 Watson Sti ral Engineering JOB Munro Residence Lateral Design 1062 Nw Redwing Dr. Oak Harbor, WA 98277 JOB NO. J11001 SHEET NO. Phi 360-544-8574 CALCULATED BY HHW DATE 13/11 Fax# 360-544-8619 CHECKED BY HHW DATE 1/6/11 VI. Seismic Loads - cont. : Seismic Design Category (SDC)= D I= 1.00 CONNECTIONS Sds = 0.883 Force to connect smaller portions of structure to remainder of structure Fp = 0.133Sdsw, = 0.12 w, or Fp =0.5w, = 0.05 w, UseFp= 0.12 w, Ww, = weight of smaller portion Beam, girder or truss connection for resisting horizontal force parallel to member Fp = no less than 0.05 times dead plus live load vertical reaction Anchorage of Concrete or Masonry Walls to elements providing lateral support Fp= 0.10Ww = = 0.10 Ww or Fp =0.8leSdsWw= 0.707 Ww (for flexible diaphragm) Fp= 0.707 Ww Fp =0.4IleSdsWw= 0.353 Ww (for rigid diaphragm) Fp= 0.353 Ww but Fp shall not be less than 353 pif = 400Sdsle MEMBER DESIGN Bearing Walls and Shear Walls (out of plane force) Fp = 0.41Sdsw,, = 0.353 Wy or Fp = 0.lw,, = 0.10 wy UseFp= 0.35 wy Diaphragms Fp = (Sum Fi / Sum Wi)Wpx + Vpx = (Sum Fi / Sum Wi)Wpx + Vpx need not exceed 0.4 SdsIWpx + Vpx= 0.353 Wpx + Vpx but not less than 0.2 SdsIWpx + Vpx= 0.177 Wpx + Vpx ARCHITECTURAL COMPONENTS SEISMIC COEFFICIENTS Architectural Component : 1. Interior Nonstructural Walls and Partitions b. All other walls and partitions Importance Factor (Ip) : 1.0 Component Amplification Factor (a,) = 1 h= 21.0 feet Comp Response Modification Factor (R,) = 2.5 = 50.0 feet zh= 1.00 Fp= 0.4a,SdsIpWp(1+2z/h/Rp = 0.424 Wp not greater than Fp = 1.6SdsIpWp = 1.413 Wp but not less than Fp = 0.3SdsIpWp = 0.265 Wp use Fp = 0.424 Wp MECH AND ELEC COMPONENTS SEISMIC COEFFICIENTS Seismic Design Category D & Ip=1.0, therefore see ASCE7 Section 13.1.4 for exceptions Mech or Electrical Component : Other mechanical or electrical components. Importance Factor (Ip) : 1.0 Component Amplification Factor (a,) = 1 h= 21.0 feet Comp Response Modification Factor (R,) = 15 = 50.0 feet zh= 1.00 Fp = 0.4a,SdsIpWp(1+2z/h)/Rp = 0.707 Wp not greater than Fp = 1.6SdsIpWp = 1.413 Wp but not less than Fp = 0.3SdsIpWp = 0.265 Wp use Fp = 0.707 Wp Lateral Design 2009 IBC Code Seismic Evaluation Base Shear (V) = Building Wt [ 0.0441Sds >= Sds/(R/I) <= Sd1/(TRI) ] 0.136 Seismic Use Group | Site Class D |= 1 Ss= 4.325 Fa= 1 S1= 0.483 Fv= 1.517 To= 0.11 Ts= 0.55 = 0.88 Sd1 = 0.49 S 0.54 Sa= 0.88 = 2.49 Spectrum Response 0.88 = 6.5 0.039 13 J11001 - Munro Residence January 6, 2011 0.383 Stiff 600 ft/s <= vs <= 1,200 fl/s Table 16-J Building Importance Factor Mapped Acceleration Short Period < 1” Seismic Coefficient Table 1615.1.2(1) Mapped Acceleration 1 Second Period Seismic Coefficient Table 1615.1.2(2) 0.2*Sd1/Sds Sd1/Sds T <=Ts Max Earthquake Short Period < 1" Max Earthquake = 1 Second T<=To To >=T<=Ts T>=Ts Response Modification Coefficient Table 1617.6.2 Material Weights T = Ct(hn)*3/4 = 0.196 Fundamental Period of Structure <= 1.4 sec Ct= 0.02 Frequency Coefficient 1617.4.2 hn= 21.0 ft 2nd Story Mean Roof Height 9.0 ft 2nd Story Floor Height 0.0 ft 1st Story Floor Height Seismic Coefficient Cs = 0.136 Simplified Analysis Cs = 0.163 Roof Wt Roofffloor Wt Asphalt Shingles 3 psf 5/8" plywood deck 1.8 psf Timber trusses = 3 psf R36 insulation 1.8 psf 5/8" Gypsum 2.8 psf Misc & elect 2.6 psf 15 psf Interior Walls 5/8" Gypsum, Two Sides 5.5 psf 2x4 @ 16” oc 2 psf 7.5 psf Exterior Walls 5/8" Gypsum 2.75 psf 2x6 @ 16” oc 2 psf 5/8" Plywood Sheathing 2 psf Siding 2 psf Insulation 1.25 psf Floor Above Crawl Space 2x10 @ 16” oc 2.75 psf 3/4" Plywood Sheathing 3 psf Floor Coverings 3 psf Insulation 1.25 psf 10 psf Floor Between Stories -joists @ 16" oc 3 psf 3/4" Plywood Sheathing 3 psf 5/8" Gypsum 2.75 psf Floor Coverings 4 psf Misc. 1 psf Insulation 1.25 psf 15 psf Partition Wt Based Upon Mean Roof 8 psf Partition Wt Based Upon 2nd Story Floor 20 psf Partition Wt Based Upon 1std Story Roof 8 psf Building Weights 2nd Story Roof Area 1260 sq ft 2nd Story Floor Area : 1307 sq ft 4st Story Roof Area 0 sqft 4st Story Floor Area 0 sqft Weight for Roof System 28,980 Ib Weight for 2nd Story Floor System 45,745 Ib Weight for 1st Story Roof System 0 Ib Weight for 1st Story Floor System 0 Ib Total Building Wt for Lateral Design 74,725 Ib Design Building Wts Base Shear Force to Design For E= 10,155 Design Base Shear Force Per IBC 1605.3.1 - A.S.D. =Ex0.7 7,108 Ib Distribution of Lateral Forces 2nd Story Roof Force 59.65% 4,240 Ib 4stroof 2nd fir 2nd Story Floor Force 40.35% 2,868 Ib 0 2868 2868 0.00% 100.00% 14st Story Floor Force 0.00% 0 Ib 100.00% 7,108 Ib Shear Wall Design Seismic design loads Roof Support Lateral Load = 4240 Ib J11001 - Munro Residence Date 01/06/11 p, adj. LateralLoad= 4240 Ib Roof Area Total = 1260 sf H (ft) Length Tributary Area Shear Shear (pif) Cc, Shear wall Dead No HD |} Holdown] above Total Shear Wall (ft) Calculation (sf) Load (Ib) | Above Total Factor type Load pif | Pier Lgth (Ib) this level Width (ft) Length (ft) Area (s' PERF 1A2 8 5.0 265 892 892 288 0.62 2 150 46.0256 | 2301 2301 PERF 2A2 8 6.0 320 1077 1077 315 0.57 2 150 50.3778 | 2519 2519 PERF B2 8 20.5 670 2255 2255 139 0.79 1 300 11.13728} 1114 1114 PERF C2 8 19.0 675 2271 2271 139 0.86 1 160 20.85155; 1112 1112 D2 8 11.0 590 1985 1985 180 1.00 1 300 14.43925| 1444 1444 Px= 2nd Story Floor Support + 2nd Story Roof Support LateralLoad= 2868 Ib LLateralLoad= 7108 Ib p, adj. LateralLoad= 2868 Ib ip, adj. LateralLoad= 7108 = Ib Floor Area Total = 1307 sf H (ft) Length Tributary Area Shear Shear (plf)} Cy Shear wall Dead No HD | Holdown]} above Total Shear Wall (ft) Calculation (sf) Load (Ib) | Above Total Factor type Load pif | Pier Lgth (Ib) this level Width (ft) Length (ft) Area (s' PERF 1A1 9 7.5 382 838 892 1730 384 0.60 3 245 | 42.36694| 3460 2301 5761 PERF 2A1 9 7.0 356 781 1077 1858 302 0.88 2 245 33.2403 | 2715 2519 5234 PERF B1 9 24.5 758 1663 2255 3918 182 0.88 1 450 10.90328| 1635 1114 2749 PERF C1 9 23.0 569 1249 2271 1760 77 1.00 1 245 8.441466] 689 1112 1801 D1 9 22.0 549 1205 1985 3190 145 1.00 1 450 8.700241} 1305 1444 2749 Pxs Sl 16 1 | Ls 6S Z h €0 8 9s 6 |s 6 z e z e ' s | Os r ' 00 ' F 90 1 Le e z vO } ez t) Se o l ee z h t) €2 h $8 Sy oz 06 ta x ZO v z ve 0 l ez p L =j e L s e r L t | se z + 00 " ! 6s t ov e e eL i z ee s 0 ee s h 1e e l 0 se h 8 al ez 06 fe ) Ls u a d _ } A S@ z £1 8 zs Z L |€ O v L v e ' 8 | Sr b 88 ' 0 6e l oo t 29 L b ez 0 se o t ee z h 0 zh ve Sh S9 7 06 ‘8 Ls y a d _ } x es e s og e z e6 6 z |S L o v e ' 9 e | Se z + 92 0 ee e 8r 0 z £2 2 9z e 0 9z e ve l 0 vl 8 GL 8 OL 06 be Ls y a d _ J x 90 7 9 66 S Z Lo s e | e. t o s y | sy ¥ z z 09 0 et y 06 ) 20 0 4 96 8 0 96 8 80 8 () 18 ge s6 2 06 bh au a d Gs j e a r y | Us h e a y | )i u b i e n [@ ) w B i e H | G ) NP I wo R o e u i g | ea e ] SI L a) [w B y s e 1 g Ti d p e c l | od y | so p e s je o L | er o q y | (a i ) p e o y | (a i y p e o y | (a i p e o r ai ) pe o ? J0 0 " 8 HE A A yo u [E M )) TE M Je e u S pe o ? [E N O L @a o g e | UM O P I O C H | GH O N | pe e q fi e m s B e y s ] °° ) 4e e y u s se o y s uB b i s e q } se e y s jo o y | JB e Y S II E | Je s “U I N Gs ) uo g e n o j e ea s y Ae i n q u i yy 6 u e 7 (y u ) H 48 0 = (s i p - A ) ee u y pu l jo o y pe p e l o i d g [* ) is d YN (2 1 p - A ) pl o T pu l p y jo o , 38 0 = (I p - x ) Ba r y pu l y jo o y pe p e l o i g v sd 00 GE = (I P ) pe o ? pu l y y jo o y 0 = (1 i p - A ) Ba y PU I M II E Pe p e l o s d is d y' Q = (u 1 p - A ) BO T PU I IE M A 80 = (I P - x ) Ba r y PU I M II E A A pe p e l a g is d bk = (1 p x ) PE O 7 PU I II E M uo d d n s jo o y Al o j s pu z + wo d d n s s0 0 } 4 A1 0 3 pu z | K £0 8 £0 8 jg i e r c o s | oo f pt y 00 } el y vO b L vO b b t) 97 6 vO b L C) Ob SE L st y ob oe za x ve O L ve o l je s z e c ’ 6 t | 09 } 3 9° 0 62 eh i z eb b z os zd fb i z or b $9 6 ¥ $2 9 4 o6 } os z su a d | A ee e2 z 8 | z9 e z z ' 8 | o0 c ‘ 62 0 60 1 L9 4 4 L9 4 4 0 87 6 LO L b 99 Ob so y SL St y $0 2 oe za 34 3 d | x o9 e 8 z os e z | 6s 6 0 z 2 S | 0S ! t zs ' ° 0 es e €z z b ez z b ze ze e €2 z h za or 6z 8 ¥ 66 09 oe av e au a d | x 66 6 7 66 s z |z e o s e 1 s } Os t ‘ z9 ' 0 sz e 40 0 4 20 0 4 £9 2 so e 20 0 1 89 ee sv e y Ci os os ra s Ya d Gs ) e a y [U s ) e a y | G) i u b i e d [W u uB i e H | [ ( ) wp m LO R D | 1e A e ] SG Ta ) |w B y 2 0 1 g [a d pe o 7 | od y [s o w s To l | ea o q y | (a p e o 7 | (a y p e o r | (a ) p e o y | <( a ) p e o r JO O N HE M jO O y TE M @) eM 2e e u s pe o ? Ie V O L ea o g e | UM O P I O H | GH O N | pe e q fi e m s e o y s } °D 1d ) se o u s | se e y s uB i s e q } Je e y s jo o y | Je e y s EA A | Je e U u S ‘I N (Q s ) uo n e i n o j e d ee s y Ae y n q u i wy 6 u e 7 @) H 0 = (s 1 p - f ) Be z y Pu y Jo o PE } e [ O 1 g ) ys d - WN = (1 1 p - A ) pe o pu l jo o y 80 = (J I p - x ) ee z y Pu y jo o y pe p e l o i g y dE = (I P - X ) pe o ? pu n ) jo o y 48 0 = (1 1 p - A ) Br y PU I IB M Pe p e l o l g yd 'Q = (u i p - A ) pe o ? pu EM 30 = (4 I p - x ) Bo r y PU I II B M P2 } 2 2 / 0 1 g is d EA = GI P - x ) pe o T PU I IE M A yo d d n s jo o y be o / 0 | eG sp e o j uB s s a p pu l A A sw o E W a A o s d u y UR U B L 80 D PU u e | s } Ae q p I U M - HL O O L E ub j s e q eA Ae B Y u S Shear Wall Design - Summary J11001 - Munro Residence Roof Support H (ft) Length Shear |Controlling] Shear (plf)/ Shear wall No HD Holdown Hold Down Hold Down Shear Wall (ft) Load (Ib) Load type Pier Lgth (Ib) (Simpson) Callout PERF 1A2 8.0 5.0 892 Seismic 288 2 52 2599 MSTC52 1 PERF 2A2 8.0 6.0 1077 Seismic 315 2 57 2860 MSTC52 1 PERF B2 8.0 20.5 2255 Seismic 139 1 11 1114 NLR. NLR. PERF C2 8.0 19.0 2271 Seismic 139 1 21 1112 NLR. NLR. D2 8.0 11.0 1985 Seismic 180 1 14 1444 NLR. NLR. 2nd Story Floor Support + 2nd Story Roof Support H (ft) Length Shear |Controlling}Shear (pif) Shear wall No HD Holdown Hold Down Hold Down Shear Wall (ft) Load (Ib) Load type Pier Lgth (Ib) (Simpson) Callout PERF 1A1 9.0 7.5 1730 Seismic 384 3 47 6406 HDU8-SDS2.5 W/ 2 PERF 7/18" SSTB28 2A1 9.0 7.0 1858 Seismic 302 2 37 5853 HDU8-SDS2.5 W/ 2 PERF 7/8"@ SSTB28 B1 9.0 24.5 3918 Seismic 182 1 11 2749 NLR. NR. PERF C1 9.0 23.0 3646 Wind 159 1 17 2462 N.R. NLR. Di 9.0 22.0 3190 Seismic 145 1 9 2749 NLR. NLR. HOLD DOWN REQUIRED @ CORNERS ONLY OF WALLS ON LINE A LL 18 1062 NW Redwing Dr. WATSON STRUCTURAL ENGINEERING 08k Harbor, WA fax 360 544-8619 Job Name: Munro Residence Job # J11001 Location: Wall 1A1 lower Engineer: HHW AF&PA SDPWS-2008 Shear Capacity of Perforated Shear Walls where: Lot = 16.5 Total length of a perforated shear wall including the lengths of perforated shear wall segments and the lenis of segments containing openings. ‘ A, = 60 Total area of openings in the perforated shear wall where individual opening areas are calculated as the opening width times the clear opening height. Where sheathing is not applied to framing above or below the opening, these areas shall be included in the total area of openings. Where the opening height is less than h/3, an opening height of h/3 shall be used. lh := 9 Height of the perforated shear wall. SL; = 7.5 Sum of perforated shear wall segments lengths, ft h——— (Eq. 4.36) 1 Po h-DL; r = 0.529 sheathing area ratio E Liot Cor = —_ Eq. 4.3-5 ol E | =) IL; ( q ) Co, = 0.6 Calculated Shear Capacity Adjustment Factor D:\WSE\Projects\201 1\J11001 - 1/5/2011 1 of 1 Munro Res\str\ WATSON STRUCTURAL ENGINEERING 19 1062 NW Redwing Dr. Oak Harbor, WA Ph. 360 544-8574 fax 360 544-8619 Job Name: Munro Residence Job # J11001 Location: Wall 1A2 upper Engineer: HHW AF&PA SDPWS-2008 Shear Capacity of Perforated Shear Walls where: Liot = 16.5 Total length of a perforated shear wall including the lengths of perforated shear wall segments and the lengths of segments containing openings. Ay := 57.5 Total area of openings in the perforated shear wall where individual opening areas are calculated as the opening width times the clear opening height. Where sheathing is not applied to framing above or below the opening, these areas shall be included in the total area of openings. Where the opening height is less than h/3, an opening height of h/3 shall be used. lh := 8 Height of the perforated shear wall. La 5 Sum of perforated shear wall segments lengths, ft r= ; (Eq. 4.36) Ag 1+ h-DL; r= 0.41 sheathing area ratio Liot Co = — Eq. 4.3-5 ol E 24) SL, (Eq ) Co, = 0.621 Calculated Shear Capacity Adjustment Factor D:\WSE\Projects\201 1\J11001 - 1/5/2011 1 of 1 Munro Res\str\ 20 1062 NW Redwing Dr. WATSON STRUCTURAL ENGINEERING _0ak Harbor, WA fax 360 8619 Job Name: Munro Residence Job # J11001 XQ Location: Wall 2A1 lower Engineer: . HHW AF&PA SDPWS-2008 Shear Capacity of Perforated Shear Walls where: Lot = 12 Total length of a perforated shear wall including the lengths of perforated shear wall segments and the lengths of segments containing openings. A, := 20 Total area of openings in the perforated shear wall where individual opening areas are calculated as the opening width times the clear opening height. Where sheathing is not applied to framing above or below the opening, these areas shall be included in the total area of openings. Where the opening height is less than h/3, an opening height of h/3 shall be used. lh := 9 Height of the perforated shear wall. EL; := 7Sum of perforated shear wall segments lengths, ft r= in (Eq. 4.3-6) Ay 1+ h-ZL; r= 0.759 sheathing area ratio Ly Co) = ( ‘ \= (Eq. 4.3-5) <L; Calculated Shear Capacity Adjustment Factor D:\WSE\Projects\2011\J11001 - 4/5/2011 1 of 1 Munro Res\str\ WATSON STRUCTURAL ENGINEERING | Job Name: Munro Residence Job # Location: Wall 2A2 upper Engineer. AF&PA SDPWS-2008 Shear Capacity of Perforated Shear Walls 21 1062 NW Redwing Dr. Oak Harbor, WA Ph. 360 544-8574 where: Lot = 12 Total length of a perforated shear wall including the lengths of perforated shear wall segments and the lengths of segments containing openings. Ay = 40 Total area of openings in the perforated shear wall where individual opening areas are calculated as the opening width times the clear opening height. Where sheathing is not applied to framing above or below the opening, these areas shall be included in the total area of openings. Where the opening height is less than h/3, an opening height of h/3 shall be used. h:= 8 Height of the perforated shear wall. ZL; := 6Sum of perforated shear wall segments lengths, ft iri= — i (Eq. 4.3-6) Ay 1+ h-L; r = 0.545 sheathing area ratio r Liot Coy = — Eq. 4.3-5 ol (5 ~ =) SL, (Eq ) Co, = 0.571 Calculated Shear Capacity Adjustment Factor D:\WSE\Projects\201 1\J11001 - 1/6/2011 Munro Res\str\ fax 360 544-8619 J11001 HHW 1 of 1 . WATSON STRUCTURAL ENGINEERING Job Name: Munro Residence Job # Location: Wall B1 lower Engineer: AF&PA SDPWS-2008 Shear Capacity of Perforated Shear Walls 22 1062 NW Redwing Dr. Oak Harbor, WA Ph. 360 544-8574 where: Lot = 30.5 Total length of a perforated shear wall including the lengths of perforated shear wall segments and the lengths of segments containing openings. Ay := 30.5 Total area of openings in the perforated shear wall where individual opening areas are calculated as the opening width times the clear opening height. Where sheathing is not applied to framing above or below the opening, these areas shall be included in the total area of openings. Where the opening height is less than h/3, an opening height of h/3 shall be used. h=9 Height of the perforated shear wall. ZL; := 24.5 Sum of perforated shear wall segments lengths, ft 1 r= —— (Eq. 4.3-6) Ay 1+ h-2L; r= 0.878 sheathing area ratio T Liot Col = — Eq. 4.3-5 ol E e =] SL, (Eq ) Co) = 0.88 Calculated Shear Capacity Adjustment Factor D:\WSE\Projects\2011\J11001 - 4/5/2011 Munro Res\str\ fax 360 544-8619 J11001 HHW 1 of 1 23 4062 NW Redwing Dr. WATSON STRUCTURAL ENGINEERING Bats fax 360 544-8619 Job Name: Munro Residence Job # J11001 Location: Wall B2 upper Engineer: HHW AF&PA SDPWS-2008 Shear Capacity of Perforated Shear Walls where: <= 30.5 Total length of a perforated shear wall including the lengths of perforated shear wall segments and the lengths of segments containing openings. Ay = 48 Total area of openings in the perforated shear wall where individual opening areas are calculated as the opening width times the clear opening height. Where sheathing is not applied to framing above or below the opening, these areas shall be included in the total area of openings. Where the opening height is less than h/3, an opening height of h/3 shall be used. h = Height of the perforated shear wall. ZL; := 20.5 Sum of perforated shear wall segments lengths, ft ti : (Eq. 4.3-6) Ay 1+ h-EL; r = 0.774 sheathing area ratio r Liot Co = — Eq. 4.3-5 ol (5 _ =} SL, ( q ) Co; = 0.792 Calculated Shear Capacity Adjustment Factor z ctor D:\WSE\Projects\2011\J11001 - 4/5/2011 4 of 1 Munro Res\str\ WATSON STRUCTURAL ENGINEERING Job Name: Munro Residence Job # Location: Wall C1 lower Engineer: AF&PA SDPWS-2008 Shear Capacity of Perforated Shear Walls 24 4062 NW Redwing Dr. Oak Harbor, WA Ph. 360 544-8574 where: Lot = 28-5 Total length of a perforated shear wall including the lengths of perforated shear wall segments and the lengths of segments containing openings. Ay = 15 Total area of openings in the perforated shear wall where individual opening areas are calculated as the opening width times the clear opening height. Where sheathing is not applied to framing above or below the opening, these areas shall be included in the total area of openings. Where the opening height is less than h/3, an opening height of h/3 shall be used. h:= 9 Height of the perforated shear wall. EL; := 23.5 Sum of perforated shear wall segments lengths, ft 1 i= ———— (Eq. 4.3-6) , Ao h-ZL; r= 0.934 sheathing area ratio r Liot Co. = — Eq. 4.3-5 ol (; =| SL; ( q ) Cy) =1 Calculated Shear Capacity Adjustment Factor D:\WSE\Projects\2011\J11001 - 4/5/2011 Munro Res\str\ fax 360 544-8619 J11001 HHW 1 of 1 WATSON STRUCTURAL ENGINEERING Job Name: Munro Residence Job # Location: Wall C2 upper Engineer: AF&PA SDPWS-2008 Shear Capacity of Perforated Shear Walls 25 1062 NW Redwing Dr. Oak Harbor, WA Ph. 360 544-8574 fax 360 544-8619 J11001 HHW where: Lot = 28.5 Total length of a perforated shear wall including the lengths of perforated shear wall segments and the lengths of segments containing openings. Ay = 36 Total area of openings in the perforated shear wall where individual opening areas are calculated as the opening width times the clear opening height. Where sheathing is not applied to framing above or below the opening, these areas shall be included in the total area of openings. Where the opening height is less than h/3, an opening height of h/3 shall be used. h:= 8 Height of the perforated shear wall. DL; = 19.5 Sum of perforated shear wall segments lengths, ft 1 = ———— (Eq. 4.3-6) Ay 1+ h-IL; r= 0.813. sheathing area ratio r Liot Car = -—— (Eq. 4.3-5 " (; = =] si. soar Co = 0.864 Calculated Shear Capacity Adjustment Factor D:\WSE\Projects\2011\J11001 - 1/5/2011 Munro Res\str\ 1 of 1 * Development Services = ) i n t ( g e ru c= 1 r a | “ T l h e 71 = } } Madison ’Street, Suite 3% ‘Townsend WA 98368 360-379-5095. 19. In “www Cityofpt.us Residential Building Permit Application Project Address: Legal Description (or Tax#) Y30 Calhoun St Addition: Kulan's Ranch Zoning: K ~ Tt Block: Parcel# ULS 1O( SOG Lot (s):_(» Project Description: single fecrnly residence home Applications by mail must include a check for initial plan review fee of $150 for projects valued over $15,000. See Page 2 for details on plan submittal requirements. D Property Owner/Applicant: Building Information (square feet): Name: Coorakt Munro 4° floor 4/57 Garage: 7 Address:_54O Vque Ou ren St 2™ floor 93S" Carport: City/StZip: Port Townseidl WA 98368 3" floor Other: Phone: Email: (3@0)4@O-7S57 _debimunaro@amki\ Basement SFO) Einished: Unfinished: Contact/Representative: a — : Name: vw) nav Decks / Porches Phone: Covered: _{l 7 Uncovered ASE Email: Heat Type: ducHess hoat PUMP Electric Heat Pump_.“__ Other Contractor: Same as Owner Name:_Fresh wicker Bay Builders, Tuc. Total: #Bedrooms 2. #Bathrooms_ 2 Address: [[2O R Street City/St/Zip: Pey + Townsecd WA 436K Phone: _( 360) SOR- 7610 Email: freshwaterbay lwuilders(® hotmail.cow) State License #: Exp: Size of lot SS OO Square feet Total Lot Coverage (Building Footprint):* Square feet:__ | 310 % 23.8 Impervious Surface:* Square feet: 22S *Total existing & proposed City Business License #: Lender Information: What year was the structure built? Lender information must be provided for projects over ; sg $5,000 in valuation per RCW 9.27.095. If work includes demolition, see Page 2. Name: Ficst Fe. r Any known wetlands on the property? Y @w) Project Valuation: $ i 55, Odd Any steep slopes (>15%)? Y | hereby certify that the information provided is correct, that | am either the owner or authorized to act on behalf of the owner and that all activities associated with this permit will be in accordance with State Laws and the Port Townsend Municipal Code. Print Name: ‘Deborah V\ Viale, Signature: aoe Wars Date: /O- (9-10) Page 1 of 2 - 1/4/2010 -OVER- RESIDENTIAL BUILDING PERMIT APPLICATION CHECKLIST This checklist is for new dwellings, additions, remodels, and garages. 0 Residential permit application. 0 Washington State Energy & Ventilation Code forms 0 Two (2) sets of plans with North arrow and scaled, no smaller than 4” = 1 foot: O A site plan showing: OM N O A L R Legal description and parcel number (or tax number), Property lines and dimensions Setbacks from all sides of the proposed structure to the property lines in accordance with a pinned boundary line survey On-site parking and driveway with dimensions If creating new impervious surfaces, indicate measures utilized to retain stormwater on-site Street names and any easements or vacations Location and diameter of existing trees Utility lines If applicable, existing or proposed septic system location 10. Delineated critical areas boundaries and buffers 0 Foundation plan: 1. Footings and foundation walls 2. Post and beam sizes and spans 3. Floor joist size and layout 4. Holdowns 5. Foundation venting 0 Floor plan: 1. Room use and dimensions 2. Braced wall panel locations 3. Smoke detector locations 4. Attic access 5. Plumbing and mechanical fixtures 6. Occupancy separation between dwelling and garage (if applicable) 7. Window, skylight, and door locations, including escape windows and safety glazing 0 Wall section: Footing size, reinforcement, depth below grade Foundation wall, height, width, reinforcement, anchor bolts, and washers Floor joist size and spacing Wall stud size and spacing Header size and spans Wall sheathing, weather resistant barrier, and siding material Sheet rock and insulation Rafters, ceiling joists, trusses, with blocking and positive connections Ceiling height 10. Roof sheathing, roofing material, roof pitch, attic ventilation 0 Exterior elevations (all four) with existing slope of the land in relation to all proposed structures 0 If architecturally designed, one set of plans must have an original signature 0 If engineered, one set of plans must have one original signature 0 For new dwelling construction, Street & Utility or Minor Improvement application If you are proposing partial or full demolition of a structure that is at least 50 years old, per Ordinance 2969 Historic Preservation Committee (HPC) review is required. If within the National Historic Landmark district: $58.00 for full committee review. If outside the National Historic Landmark district and not on the Historic Register: no fee for HPC Administrative review. Complete HPC Form. Partial demolition includes exterior demolition for additions and remodels. Page 2 of 2 - 1/4/2010 -OVER- Michael Hoskins From: Michael Hoskins Oo: debimunro@gma Subject: Calhoun St. Building Permit. Deborah Munro Nov. 1, 2010 930 Calhoun St. Pt. Townsend. WA. Dear Deborah, In order for me to complete my building code review of your proposed new single family residence to be located at 930 Calhoun St. | will need the following item(s). 1. Provide lateral and gravity(structural load) engineering for the structure by a WA. State licensed engineer or architect. Please include calculation sheets. City of Port Townsend design criteria are as follows: -wind load 85 mph -wind exposure (site specific) B-C-D -seismic design category D-1 -min. soil bearing load 1,500 PSF -snow roof load 25 PSF If you have any questions please feel free to call me at 360-379-4417 or mhoskins@cityofpt.wa Michael Hoskins Plans examiner Building Inspector Page 1 of 1 John McDonagh From: Deborah Munro [debimunro@gmail.com] Sent: | Wednesday, October 13, 2010 5:47 PM To: John McDonagh Subject: Re: 930 Calhoun St. Hi John, I met with Fred today, thank you for passing my email on to him and your notes on it. I do plan to still get a survey, so that will be done after the fence comes down. I would like to know about the curb encroachment though, and if I can get a building permit with the fence down and property line marked? O thanks for your help, . Debi Munro On Tue, Oct 12, 2010 at 7:51 PM, Deborah Munro <debimunro@gmail.com> wrote: Hi John, Thanks for your time today. After we talked I did go to the lot and looked at the neighbor's curb and misjudged the distance of it. It is closer to 55 feet! The neighbor and I talked and decided we don't want a fence between us and want to just remove the fence altogether. How would that work for me as far as locating the property line between us, but not having a fence? Can I get a building permit then? I understand I will still have to deal with the curb encroachment, where ever that may lie in relation to the final survey. My designer, Wayne Shaffer, might call you tomorrow (Wednesday) to see if he can meet you and Fred at the lot when you go. I look forward to talking with you again at 4 PM. Thanks for all your help, Debi Munro 360-460-7557 Sypeer_ ~? Hyd Fr B28 10/14/2010 Page 1 of 1 John McDonagh From: Deborah Munro [debimunro@gmail.com] Sent: Tuesday, October 12, 2010 7:52 PM To: John McDonagh Subject: 930 Calhoun St. Hi John, Thanks for your time today. After we talked I did go to the lot and looked at the neighbor's curb and misjudged the distance of it. It is closer to 55 feet! The neighbor and I talked and decided we don't want a fence between us and want to just remove the fence altogether. How would that work for me as far as locating the property line between us, but not having a fence? Can I get a building permit then? I understand I will still have to deal with the curb encroachment, where ever that may lie in relation to the final survey. My designer, Wayne Shaffer, might call you tomorrow (Wednesday) to see if he can meet you and Fred foo at the lot when you go. —_ I look forward to talking with you again at 4 PM. Thanks for all your help, Debi Munro 360-460-7557 = STIL UWe@ED Fees CORK Boe per WF TAICE NS Bemouw. —- Reo C6) Apes ACE OSiSTIUES CODCEIS, Downs You Swe sl\Reqd Mace lO’ Frown Nowm stoe + Ss Heau Sour © Cue Ding Ereroadment 2 Johv | a 10/13/2010 | area re~ 10fi2{o Pomore’ vpyuee Yee iy Gh, Maw k- ei aa Tm: “) Move fence Now pe te al | Ok vas b bi - ~ SoXM/o= bY pasa Yay ce b- "S00 of bl | Apara de 5% belwumyn , [ot+-S12e nind/or ou dth) afte olor | Sd "wide lot X $% = 25 Fut ita SO-2S5B= PIX Ip = Y9s% 50 “wid 250 15 S% of See0 5500 min. uts wide Cot [in 23. Mtwrent’ hehe th (ra i Sur vey Whe 2 por hee c2 —~ can fort orc go [eyed 26 Q M i Yer — 26' WN @alired Mi 54 Hf doy - a Jat ~6/? 5 - fre bepeatten Mts Page 2 of 2 Severability -- 1981 c 293: See note following RCW 58.17.010. 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A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name FRESHWATER BAY BUILDERS INC UBI No. dy 601978083 Phone No. (360) 808-7690 Ly acti Address 1120 RSt Status fy Active Suite/Apt. License No. FRESHBBO1 3P6 City Port Townsend License Type iy Construction Contractor State WA . Effective Date 10/26/1999 7 SSS, Zip 98368 Expiration Date i201 —, County Jefferson = = Suspend Date Ady Business Type Corporation Parent Company Specialty 1 dy General Specialty 2 ee) Unused f=} Other Associated Licenses Special Special Effective Expiration License Name Type P ¥ - v P Status ] 2 Date Date FRESHWATER BAY Construction FRESHBB131D4 General U d 3/24/1987 4/27/2000 Archived on — | BEALDERS Contractor muse en pany ree {=} Business Owner Information {=} Hide All Name Role Effective Date Expiration Date JAMES, MARY S 01/01/1980 JAMES, CHRISTOPHER CHARLES President 01/01/1980 Bl Bond Information yy Bond Bond Company Bond Account Effective Expiration Cancel Date jmpaired Bond Received 12/3/2010 https://fortress.wa.gov/Ini/bbip/Result.aspx Receipt Number: 10-0! eae BLD10-204 965701806 Energy Code Fee - New Single Family | $100.00 $100.00 $0.00 BLD10-204 965701806 Mechanical Permit Fee per Dwelling U! $150.00 $150.00 $0.00 BLD10-204 965701806 Plumbing Permit Fee per Dwelling Uni: $150.00 $150.00 $0.00 BLD10-204 965701806 PLAN REVIEW REFUND 150 -$150.00 -$150.00 $0.00 BLD10-204 965701806 Building Permit Fee $1,301.75 $1,301.75 $0.00 BLD10-204 965701806 State Building Code Council Fee $4.50 $4.50 $0.00 BLD10-204 965701806 Plan Review Fee $846.14 $846.14 $0.00 BLD10-204 965701806 Technology Fee for Building Permit $26.04 $26.04 $0.00 BLD10-204 965701806 Record Retention Fee for Building Per $10.00 $10.00 $0.00 BLD10-204 965701806 Site Address Fee $3.00 $3.00 $0.00 | Total: $2,441.43 10-0823 10/19/2010 PLAN REVIEW DEPOSIT 150 $150.00 BLD10-204 “CHECK 331 $ 2,441.43 Total: $2,441.43 genpmtrreceipts Page 1 of 1 Receipt Number: BLD10-204 965701806 PLAN REVIEW DEPOSIT 150 $150.00 $150.00 $0.00 Total: $150.00 CHECK 3200” — $ 150.00 Total: $150.00 genpmtrreceipts Page 1 of 1