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HomeMy WebLinkAboutBLD10-165City of Port Townsend Development Services Department Correction Notice PERMIT NUMBER lO-'1G5 OWNER KA f JoBLocaATION 15 20 tps ul BY Inspection of this structure has found the following violations: 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. 40 PA Date | val (4 Inspector DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE | 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. 957901005. PERMIT NO. BLD10-165 ISSUED DATE _ 11/09/2010 EXPIRATION DATE _05/08/2011 ADDRESS 1520 HASTINGS CONSTRUCTION TYPE _V-B OCCUPANT LOAD OWNER KALE BARTON D PROJECT DESCRIPTION New SFR CONTRACTOR CRANSTON CONSTRUCTION LENDER INSPECTION INSP ATE COMMENT INSPECTION __INSP_ DATE COMMENT EROSIONCONTROL {4% [42/5 FINALBLDG/COFO (ZX |%/,| | SETBACKS SURVEY PIN| —~) |!/7 2/,J FOOTING CENA Voc UFER ZA Zep) FOUNDATION WALL FA Bal Monn FOUNDATION DRAIN {44 [32/5 MISCELLANEOUS 2 71 12 Ms FLOOR FRAMING ant 45 Sash blacks in SHEARWALL & HOLDOW=~% |'/2/), FRAMING West | '/20/ , AIR SEAL rah | 2/4 PLUMBING WM YG, i INSULATION wok] rtd 4 GWB Mink] Yze71, ale FINAL PUBLIC WoRK [Alex [3/4/|_ p <a (4 TO REQUEST AN INSPECTION CALL (360) 385-2294. INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 3:00 PM FOR NEXT DAY INSPECTION. AUG 13 2010 City of Port Townsend sopprent Services Department 2 av CITY OF PORT TOWNSEND * BUILDING ADDRESS APPLICATION Name of Property Owner: Baer a CARRIE kth LE Mailing Address: Box [8S0? MS Mowes, Wht 76/96 Telephone: DAA\ War bit (Ree 3°1- S20 Property is located in: Addition: HAST Tips GS 300 Block(s): i D Lot(s): A Faces/Access is from: Aeros Parcel Number YS] Yo} pos Directions to the Property (draw vicinity map on back) If this is anew ADU, has a building permit been applied for? | Yes _No Date: Notes: Ne lo SOCK ADDRESS NUMBER assIGnep: _ 4S ZO Masri GS (ve. Date of Approval: Scott Sey \ -(7F- 1D For Department Use Only: Application Fee Received ($3.00): Date: Copy to: 0 Finance O Fire Dept O) Post Office O Sheriff 0 Police 0 GIS O Public Works = ODSD database C Assessor’s Office P:\DSD\Fomns\Building Forms\Application-Address Number.doc ; 2/5/09 64 1 ) 5 4 : | 2 : ¥ 8 oS re | 4 : E 4 ; 7) uy x © g a AW A s | ao 5 y| = - Ss ) O H + [3 0 0 8 5 ik e | S = Ba c . : 1} 12 7 18 S0 0 6 qt H ST R E E T T ] x — U_ F l E T _ E _ E _ C CC = X ST R E E T \ 0 io as 7 5 4 ss 7 o p R e r E | g 4 3 oo 1 5 4 am 94 0 [= zl s 29 2 6 2 oe LO f 2 $1 / 2 = 1 - ~ xt r d ) c. ye 2 | oe CS A ] et al HE I G H T S 95 7 4 0 0 1 0 4 20 1 1 Ea Ce 3 29 LO T 4 = g 23 a. 5 ob s 5s tw le 7 | Go l o (4 6 rt e A DD I T I O N ra ‘ Se e O 2t h St 29 TH NS > ;| 5 ba 3 2 1 3 ( " > fa - ; a = : Cc es ) 8 E_ — - v A e — 4 fy 6 eg 62 Ie ae ) S © Se ey Os a = B8 O SO } ; 2 o oy st (= i Vs Be ra ‘e e |e |S C te 7 3S eo 5 6 7 8 6 Z 8 £ Y va ~v h s i \ o o h e 3 AV E N U E ) ,) (S s Lo Tt i] rs 2 1 = 5 5 4 3 om oe r t . = - 0. 6 6 a. = i) [ Li } ag ; 04 ; 10 ie 7 8 8 CO 27 t h St 2 ol o z H |* c 2 —~ E $ gS = B2 8 7) 6 PERMITH DUO (O- lWS = CITY OF PORT TOWNSEND BLDG PERMIT ACTIVITY LOG DATE RECEIVED S%+ |(3-| 0 SCOPE OF WORK: New SPR DATE ACTION INITIALS S: 13-16 _| ENTERED INTO CHET WwW ¥-\- lO | CHECKED FOR COMPLETENESS Ww Plan Review # Bedroom(s) = # Bath(s) = Heat Type: SAS Addess Rouis\ PR yee Mw @-17-10 [1520 WASTHNCGS APPRoved =a S-3BIIO [Pan vevieu? complete (R- I) = = —— sho crn SS te ayiemomeeceress 1[2{1° matte n: VWooos tO Sigh ros aN — it Vel is ner a conve chy— rolgp (conde I-10 | OWNEL COG? EY WIKL PE Lalita SF Lok. 2 MrtP teh UYCTDL. 30 4iekKP ple! ON BLD vntrh mcf ce Sebhpi tray SEPTIC? Zoning: Seip Setbacks OK? Gide /(9’ + bp’ ana Lot Size: El 50/4 ptm Ualloy, -ULK# [/9432 Ba Ao Doo Building Size: 206 Wx dr lad on Lot Coverage: 5%, FAR OK? Uel Height OK? hen Parking OK? 2 chow Critical Area? — (Check /\) yt Mapped Impervious Surface limits 19.05.050D4(a) Shorelines y Jurisdiction? N Demo? | Historic Rev/ Design Rev? Notice to Title? | ij — Lots of Record? "Comer in Al Wy, | \y Jade tal HAaShyyt 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 # BLD10-165 Permit Type Residential - Single Family - New Project Name New SFR Site Address 1520 HASTINGS Parcel # 957901005 Project Description New SFR Names Associated with this Project License Type Name Contact Phone # Type License # Exp Date Applicant Kale Barton D Owner Kale Barton D Representative Harbin Dan (360) 379-5120 Contractor Cranston Construction Randy Cranston (360) 379-2730 CITY 2980 12/31/2010 Contractor Cranston Construction Randy Cranston (360) 379-2730 STATE CRANSCCO7C 04/24/2012 *** 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 [ aun d Y C Yausho 4 Date Issued: 11/09/2010 / Issued By: SFOSTER Signature _ Date [ [ “G- [O Date Expires: 05/08/2011 / BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-165 Permit Type Residential - Single Family - New Project Name New SFR Site Address 1520 HASTINGS Parcel # 957901005 Project Description New SFR Fee Information Project Details Project Valuation $32,358.64 Decks — Residential 184 SQFT PLAN REVIEW REFUND 150 15000 Dwellings ~ Type V Wood Frame - so PLAN REVIEW DEPOSIT 150 spq0 Swkage Shed Q Building Permit Fee 472.05 Units: 1 Heat Type: ELECTRIC BBH Mechanical Permit Fee per Dwelling 150.00 Bedrooms: 1 Construction Type: V - B Unit - New Residential Bathrooms: 1 Occupancy Type: R-3 Plumbing Permit Fee per Dwelling 150.00 Unit - New Residential Energy Code Fee - New Single 100.00 Family Unit Plan Review Fee 306.83 Technology Fee for Building Permit 9.44 State Building Code Council Fee 4.50 Record Retention Fee for Building 10.00 Permit Site Address Fee 3.00 Total Fees $ 1,205.82 Conditions 10. Property corner survey pins must be located at time of footing inspection to verify setbacks. 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: 11/09/2010 Issued By: SFOSTER Signature Date Date Expires: 05/08/2011 aay ‘ D) EvLEIVE | | \i Development Services ny AUG 3a i : cny OF fi Sra Residential Building Permit Application 250 Madison Street, Suite 3: Port Townsend WA. 98368 Phone: 360- 37 5095, . Project Address: Legal Description (or Tax#) let &, Biatk / 0, Hesiv6S 3¢p\ Addition: WASTWGS 320 Zoning: RI Ai) .| Block: _/@ Parcel# 445740] 604 Lot (s): & Project Description: denatruct NAS Ap use 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. Property CADE Building Information (square feet): Name: t 1* floor 320 Garage: Address: Po box ] 3607 2” floor Carport: city/stzip:_ Ness Mot 1448 3" floor —SSs«Ctherr: Phone: Email: Basement Finished: Unfinished: Contact/Representative: Name: DA AEB, wi Decks / Porches Phone: 3274¢- CHZ0 Covered: _——sC Uncovered (do __ Email: Heat Type: wv Electric A Heat Pump Other Contractor: Same as Owner Name: Total: #Bedrooms | #Bathrooms | Address: Size of lot b, vO Square feet City/St/Zip: Total Lot Coverage (Building Footprint):* Phone: 3 Square fee: #350 % 7 Email: Impervious Surface:* State License #: Exp: Square feet: 350 *Total existing & proposed City Business License #: Lender Information: What year was the structure built? Lender information must be provided for projects over $5,000 in valuation per RCW 19.27.095. Name: Project Valuation: $ SO, 000 Any steep slopes (>15%)? Y/N If work includes demolition, see Page 2. Any known wetlands on the i) 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. rint Name:_ DAN HARB) sat | Date: glulic Signature: = Page 1 of 2 - 1/4/2010 -OVER- v 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: OA site plan showing: 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: 1. Footing size, reinforcement, depth below grade 2. Foundation wall, height, width, reinforcement, anchor bolts, and washers 3. Floor joist size and spacing 4. Wall stud size and spacing 5. Header size and spans 6. Wall sheathing, weather resistant barrier, and siding material 7. Sheet rock and insulation 8. Rafters, ceiling joists, trusses, with blocking and positive connections 9. 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- P a AY tA N 4 5 . 957400106 ee t » PVC ~B) 9EC NY } 8 PV 30 BY Parcel Details Departments - Search Parcel Number: 957901005 [ SEARCH Parcel Number: 957901005 Printer Friendly Owner Mailing Address: BARTON KALE CARRIE J KALE PO BOX 13507 DES MOINES WA981981007 Site Address: Section: 3 School District: Port Townsend (50) Qtr Section: SW1/4 Fire Dist: Port Townsend (8) Township: 30N Tax Status: Taxable Range: 1W Tax Code: 100 Planning area: Port Townsend (1) Sub Division: HASTINGS 3RD ADDITION Assessor's Land Use Code: 9100 - VACANT LAND Property Description: HASTINGS 3RD ADDITION | BLK 10 LOT 8(E50') | W/PTN VAC ALLEY ADJ | BND TGTH THRU LLA#110332 | Click on photo for larger image. lr x, V Tipe, No No 2nd Ey Photo Ei Photo | Available Available No Permit No Assessor Data ; Tax, A/V, Sales Info Map Parcel Plats & Surveys : Data Available Available 7 %, Jefferson County we HOME | COUNTY INFO | DEPARTMENTS | SEARCH é Best viewed with Microsoft Internet Explorer 6.0 or later http://www.co.jefferson.wa.us/assessors/parcel/parceldetail.asp?Parcel NO=957901005 Page 1 of 2 8/13/2010 — TO SE & 13 i n l 5 n A c e n AUG 13 2010 ity of Port Townsend siyormor oe evelopment Services Department DSD BUILDING ADDRESS APPLICATION Name of Property Owner: Baer a CARRIE kth LE Mailing Address: Box [8S0 7 MS Howes, Wt 7696 Telephone: Property is located in: Addition: HAST IGS 3D Blocks): JD Lot(s): 8 Faces/Access is from: Adres Parcel Number GET 9o] pos Directions to the Property (draw vicinity map on back) If this is anew ADU, has a building permit been applied for? ___Yes__No Date: Notes: ADDRESS NUMBER ASSIGNED: ig ZO HASTA GS Date of Approval: For Department Use Only: Application Fee Received ($3.00): Date: Copy to: O) Finance O Fire Dept O Post Office 0 Sheriff 0 Police O GIS O Public Works 1) DSD database 0) Assessor’s Office P:\DSD\Forms\Building Forms\Application-Address Number.doc ; 2/5/09 Sherman St. Ha s t i n g s Av e . City of Port Townsenu TABLE 17.16.030 Residential Zoning Districts - Bulk, Dimensional and Density Requirements DISTRICT R-I R-Il R-Ill R-IV MAXIMUM HOUSING 4 dwelling units (Multiple 8 dwelling units (Multiple 16 units per 40,000 sf 24 units per 40,000 sf DENSITY (units per dwelling units on a single dwelling units on a single of lot area of lot area 40,000 square foot lot must be contained lot must be contained area) within a single structure, within a single structure, except: a permitted except: a permitted accessory dwelling unit accessory dwelling unit (ADU) may be established | (ADU) may be established in a separate building if in a separate building if allowed by PTMC allowed by PTMC 17.16.020) 17.16.020) (10,000 sf of lot area per (5,000 sf of lot area per unit) unit) MINIMUM AVERAGE 10 units where a parcel 15 units HOUSING DENSITY and/or contiguous (units per 40,000 parcels under single square foot area) ownership are 12,000 square-feet in size or greater MAXIMUM NUMBER 4 (Note: limited structures | 4 (Note: limited structures No limit No limit OF DWELLING with more than 4 dwellings | with more than 4 dwellings UNITS IN ANY ONE per structure may be per structure may be STRUCTURE permitted through the PUD permitted through the process, see Chapter 17.32 PUD process, see PTMC.) Chapter 17.32 PTMC.) MINIMUM LOT SIZE 10,000 sf = single-family 5,000 sf = single-family 3,000 sq ft = single- detached detached family detached; 5,000 sf = single-family attached (duplex); 7,500 sf = single-family attached (triplex); and 10,000 sf = single- family attached (fourplex) and multi- family’ MINIMUM LOT 50’ 50’ 30’ except: 100’= WIDTH multifamily MINIMUM FRONT 20’ except: 10’ except 20’ for garages 20’ except: 20’ except; YARD SETBACKS 50’= barns and agricultural | with vehicle access facing 10’ w/ side or rear 10’ w/side or rear buildings a street right-of-way and parking/garages; parking; no setback for 50’=barns and agricultural garages with vehicle multifamily structures buildings access facing a street located within 200’ of right-of-way must be an abutting mixed use setback 20’; no setback zoning district for multifamily structures located within 200’ of an abutting mixed use zoning district See Back of This Page For More "In order to achieve the minimum density, subdivision of parcels 12,000 square-feet or greater shall not allow individual lots larger than 4,000 square-feet unless said lots are reserved for multi-family dwellings. P:\DSD\Forms\Building Forms\Information-Table 17.16.030 Res Zoning Districts 8-2010.doc Page 1 of 2 08/12/10 rity of Port Townsend TABLE 17.16.030 Residential Zoning Districts - Bulk, Dimensional and Density Requirements 10’= abutting a street r-o-w; 20’ for garages with vehicle access facing a street right- of-way and 50’ barns and agricultural buildings and 100’ if abutting a R-II, R-Ill, or R-IV zoning district w; 20’ for garages with vehicle access facing a street right-of-way and 100’= barns and agricultural buildings DISTRICT R-I R-Il R-Ill R-IV MINIMUM REAR 20’ except: 10’ except: 10’ except: 15’ except: YARD SETBACKS 50’ = barns and agricultural 100’ = barns and no setback for 20’ if directly abutting buildings, and 100’ if agricultural buildings multifamily structures an R-I or R-II district; abutting a R-II, R-Ill, or located within 200’ of an no setback for R-IV zoning district abutting mixed use multifamily structures zoning district located within 200’ of an abutting mixed use zoning district MINIMUM SIDE 15’ total with 10’minimum 15’ total with 10’minimum 5’ except: 15’ except: YARD SETBACKS on one side; on one side; 10’= along a street r-o- 20’ if directly abutting 10’= abutting a street r-o- | w; 20’ for garages with an R-1 or vehicle access facing a street right-of-way and no setback for multifamily structures located within 200’ of an abutting mixed use zoning district R-II district; no setback for multifamily structures located within 200’ of an abutting mixed use zoning district MODULATION ON PRIMARY STREET FACADE without modulation = 20’; minimum modulation depth = 2’; minimum modulation width = 8’ without modulation = 20’; minimum modulation depth = 2’; minimum modulation width = 8’ MAXIMUM BUILDING 30’ 30’ 35’ 35! HEIGHT MAXIMUM LOT 25% 35% except 40% where 45% 50% COVERAGE an ADU is included on the lot MINIMUM Maximum wall length Maximum wall length Not applicable Not applicable MAXIMUM FENCE HEIGHT* Front=4’; Side=8’; Side abutting a public right-of- way =4’; rear=8’ Front=4’; Side=8’; Side abutting a public right-of- way = 4’; rear=8’ Front=4’; Side=8’; Side abutting a public right- of-way =4’; rear=8’ Front=4’;Side=8’; Side abutting a public right-of-way =4’; rear=8’ * NOTE: Maximum fence heights apply within any required front, side, or rear setback area or along the edge of any required yard; refer to Chapter 17.68 PTMC, Fences, Walls, Arbors, and Hedges for specific requirements. (Ord. 3038 § 8, 2010; Ord. 2982 § 2, 2008; 2967 § 4.2, 2008; Ord. 2939 §§ 1, 2, 2007; Ord. 2913 § 2, 2005; Ord. 2825 § 4, 2003; Ord. 2782 § 4, 2001; Ord. 2716 § 4.3, 1999; Ord. 2700 § 11, 1999; Ord. 2571 § 2, 1997). P:\DSD\Forms\Building Forms\Information-Table 17.16.030 Res Zoning Districts 8-2010.doc Page 20f 2 08/12/10 Receipt Number: gabe tea a = ot é J BLD10-165 957901005 Plan Review Fee $306.83 $306.83 $0.00 BLD10-165 957901005 Energy Code Fee - New Single Family | $100.00 $100.00 $0.00 BLD10-165 957901005 Mechanical Permit Fee per Dwelling U! $150.00 $150.00 $0.00 BLD10-165 957901005 Plumbing Permit Fee per Dwelling Uni $150.00 $150.00 $0.00 BLD10-165 957901005 PLAN REVIEW REFUND 150 -$150.00 -$150.00 $0.00 BLD10-165 957901005 Building Permit Fee $472.05 $472.05 $0.00 BLD10-165 957901005 State Building Code Council Fee $4.50 $4.50 $0.00 BLD10-165 957901005 Technology Fee for Building Permit $9.44 $9.44 $0.00 BLD10-165 957901005 Record Retention Fee for Building Per $10.00 $10.00 $0.00 BLD10-165 957901005 Site Address Fee $3.00 $3.00 $0.00 Total: $1,055.82 10-0670 08/13/2010 PLAN REVIEW DEPOSIT 150 $150.00 BLD10-165 CHECK 1154 a $ 1,055.82 Total: $1,055.82 io ee. oe C Vermin. sues é genpmtrreceipts Page 1 of 1 Receipt Number: BLD10-165 957901005 PLAN REVIEW DEPOSIT 150 $150.00 $150.00 $0.00 Total: $150.00 CHECK 3952 $ 150.00 Total: $150.00 genpmtrreceipts Page 1 of 1 TERRAPIN a” Si ) fE A | La 10 RDlLo- eS CITY OF PORT TOWNSEND DSD AUGUST 12™, 2009 KALE CABIN - GRAVITY LOADS ARCHITECTURE rc Richard Berg, Architect Eric Kuzma, Architect AIA REGISTERED | AReuizecT RICHARD 1. BERG ASTATE OF WASHINGTON JOISTS & RAFTERS DECK JOISTS FLOOR JOISTS STORAGE LOFT JOISTS SHED RAFTERS BEAMS & HEADERS TYPICAL DECK BEAM WINDOW 1 HEADER WINDOW 5 HEADER RIDGE BEAM SHED FLOOR BEAM FLOOR BEAM FOOTINGS TYPICAL DECK FOOTING 2x8 P.T. HEM-FIR #2 @ 16” O.C. BCI-5000 1.7x11.875 @ 16” O.C. 2x6 DF #2 @ 16” O.C. 2x6 DF #2 @ 24” O.C. 4x8 P.T. HEM-FIR #2 (2) 2x4 DF #2 (2) 2x8 DF #2 6x12 DF.#1 -OR- 5.125”x9” GLULAM 24F-V8 4x8 DF #2 1.75"x11.875” VERSA-LAM 2800 Fb 18”x18"x10” DEEP W/ (2) #4 BARS EACH WAY -FILE COPY 719 Taylor Street, Port Townsend, WA 98368 360-379-8090 www.terrapinarchitecture.com _ Project: Kale - Gravity Location: DECK JOISTS Floor Joist [2009 Intemational Residential Code(2005 NDS)] 1.5INx7.25INx8.0FT @ 16 O.C. #2 - Hem-Fir - Wet Use Section Adequate By: 60.6% Controlling Factor: Moment Jesse Thomas Richard Berg Architects 719 Taylor St. Port Townsend, WA 98368 StruCale Version .0.101.0 8/42/2010 1:50:28 PM LOADING DIAGRAM Floor sheathing. applied to.top-of joists-top. of joists fully braced! DEFLECTIONS Center Live Load 0.12 IN L/827 Dead Load 0.02 in Total Load 0.14 IN L/690 Live Load Deflection Criteria: L/480 Total Load Deflection Crijeria: L/360 REACTIONS A B Live Load 267 Ib 267 Ib Dead Load 53 Ib 53 Ib Total Load 320 Ib 320 Ib Bearing Length 0.79 in 0.79 in Span lanai 7 Uniform Floor Loading Center Unbraced Length-Top 0 ff Live Load = oF pe Unbraced Length-Bottom 0 ft Dead Load DL= 10 psf Total Load TL= 60 psf TL Adj. For Joist Spacing wT = 80 pif 1.00 Floor Duration Factor ATERIAL PROPERTIES #2 - Hem-Fir Base Values Adjusted Bending Stress: Fb= 850 psi Fb'= 938 psi Cd=1.00 CF=1.20 Cr=1.15 Ci=0.80 Shear Stress: Fv = 150 psi Fv'= 116 psi Cd=1.00 Cm=0.97 Ci=0.80 Modulus of Elasticity: E= 1300 ksi E'= 1112 ksi Min. Mod. of Elasticity: E min= 470 ksi E_min'= 402 ksi Cm=0.90 Ci=0.95 Comp. + to Grain: Fe-L= 405 psi Fo-+'= 271 psi Cm=0.67 Controlling Moment: © 640 ft-ib 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 275 ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reg'd Provided Section Modulus: 8.18 ind = 13.14 ind Area (Shear): 3.55 in2 = 10.88 in2 Moment of Inertia (deflection): 27.63 in4 47.63 in4 ‘Moment: -640 ft-lb 1028 ftib Shear: 275 Ib 844 Ib NOTES __ Project: Kale - Gravity ‘Location: FLOOR JOISTS Floor Joist [2009 international Residential Code(2005 NDS)} SERIES 5000 1.7 / 11.875 - Boise Cascade x 15.08 FT @ Section Adequate By: 45.9% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.26 INL/700 Dead Load 0.06 in Total Load 0.32 IN L/560 Jesse Thomas Richard Berg Architects _ 719 Taylor St. Port Townsend, WA 98368 rule) StruCale Version .0.101.0 8/12/2010 1:50:31 PM page LOADING DIAGRAM Live Load Deflection Criteria: L/480 Total Load Deflection Ciiferia: L/360 REACTIONS A Bo Live Load 402 Ib 402 Ib Dead Load 101 Ib 101 Ib Total Load 503 fb 503 Ib Bearing Length 1.75 in 1.75 in Web Stiffeners No No BEAM DATA Center Span Length 15.08 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom O ft Floor sheathing applied to top of joists-top of joists fully braced 1.00 Center 40 psf Uniform Floor Loading Live Load Dead Load DL= 10 psf Total Load TL= 50 psf TL Adj. For Joist Spacing wT = 66.7 pif LL = Floor Duration Factor | JOIST PROPERTIES SERIES 5000 1.7 / 11.875 - Boise Cascade Base. Values Adjusted ‘Moment Cap: Meap = 3150 ft-lb Mcap'= 3150 ft-lb Cd = 1.00 Shear Stress: Veap = 1625 Ib Vcap' = 1625 Ib Cd = 1.00 End Reaction: Reap = 950 Ib Reap' = 950 Ib Cd = 1.00 w/ web stiffeners: ReapWS = 1425 Ib ReapWS'= 1425 ib Cd = 1.00 Interior Reaction: IRcap = 2250 Ib IRcap' = 2250 Ib Cd = 7.00 w/ web stiffeners: |RcapWS = 2850 Ib IReapWS' = 2850 Ib Cd = 1.00 , £41:: El= 265 ib-in2 Ef'= 265 ib-in2 Controlling Momentt 895 ft-Ib 7.54 Ft from left support of span 3 (Right Span) Created by combining all dead and live loads. Controlling Shear: -503 Ib 15.0 Ft from left support of span 2 (Center Span) Created by combining all dead and live loads. Comparisons with required sections: Reg'd Provided E.h.: 182 in2-lbE6 265 in2-lb xE6 Moment: 1895 fi-Ib 3150 ft-lb Shear: -503 Ib 1625 Ib NOTES . Project: Kale - Gravity . Jesse Thomas page nae areal ie Plbale(.) Richard Berg Architects / — — “ie” 719 Taylor St. [2009 International Residential Code(2005 NDS)} aay ee 1.5 IN x 5.5 IN x 10.5 FT (8.5 +2) @ 16 O.C. — StruCale Version 8.0.101.0 8/12/2010 1:50:28 PM #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 25.4% Controlling Factor. Deflection LOADING DIAGRAM DEFLECTIONS Center Right Live Load 0.14 INL/723 -0.11 IN L/226 | Dead Load 0.02 in 0.01 in Total Load 0.16 INL/649 -0.09 IN L/256 Live Load Deflection Criteria: L/360 Total Load Deflection Caiteria: L/240 ’ REACTIONS A B Live Load 170 Ib 259 Ib | Dead Load 41 ib 152 Ib Total Load 211 Ib 412 Ib Bearing Length 0.23 in 0.44 in | ; JOIST LOADING Aap aa wi Uniform Floor Loading Center Right Unbraced Length-Top Off 0 ft Live Load LL= . 30 psf 30 psf Unbraced Length-Bottom O ft O ft Dead Load DL= 10 psf 10 psf Floor sheathing applied to top of joists-top of joists fully braceq| TotalLoad _ a ee Se pS 1.00 TL Adj. For Joist Spacing wT = 53.3 pif 53.3. pif Floor Duration Factor Walt Loading Wall One MATERIAL PROPERTIES Live Load (+ to Joists): L1= 0 pif 0 pif #2 - Dougias-Fir-Larch _ | Dead Load (to Joists):D1= 0 pif 40 pif . Base Values : Adjusted; oaq Location X1= QO ft 2 ft Bending Stress: Fb = 900 psi Fb'= t46—pst Cd=1.00 CF=1.30 Cr=f.f5 - Shear Stress: Fy = 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 Fe-l'= 625 psi Controlling Moment: 417 ft-lb 3.99 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -229 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: Reg’d Section Modulus: 3.72 in3 7.56 ind Area (Shear): 1.91 in2 8.25 in2 Moment of Inertia (deflection): 16.58 ind =. 20.8 ind Moment: 417 fi-lb 848 ft-lb Shear: -229 Ib 990 Ib NOTES _ Project: Kale - Gravity Location: SHED RAFTERS Roof Rafter [2009 International Residential Code(2005 NDS)] page Jesse Thomas of 719 Taylor St. Port Townsend, WA 98368 1.51Nx3.5INx5.5 FT (5 + 0.5) @ 24 0.C. StruCate Version 8.0.101.0 8/42/2010 1:50:30 PM #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 82.7% Contralling Factor: Moment LOADING DIAGRAM Controlling Shear: -180 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} Comparisons with required sections: Req'd Provideq Section Modulus: - 468 in3 3.06 in3 Area (Shear): 1.31 in2 5.25 in2 Moment of Inertia. (defiection): 2.13 in4 5.36 in4 249 fi-lb 456 ft-l TOR th Moment: Chane: 42n th | DEFLECTIONS Center Right Live Load 0.08 INL/712 0.00 INL/5174 Dead Load 0.05 in 0.00 in Total Load 0.13 IN L/447 0.00. IN L/infinity Live Load Deflection Criteria: L/240 Total Load Deflection Caijeria: L/180 RAFTER REACTIONS LOADS REACTIONS Upper Live Load @ A 63 pif 125 Ib Upper Dead Load @A 38 pif 75 Ib Upper Total Load @ A 100. plf 200 Ib Lower Live Load @ B 76. pif 151 Ib Lower Dead Load @ B 46 plf 92 Ib Uniform Floor Loading _Lower Total Load @ B 122 plf 243 Ib Roof Live Load: LL= 25 psf RAFTER SUPPORT DATA Roof Dead Load: DL= 15 psf A B - Slope Adjusted Spans And Loads Bearing Length 0.21 in 0.26 in mics - bee Ue : Eave Span: L-Eave-adj= 0.51 ft RAFTER DATA Interior Eave Rafter Live Load: wt-adj = 49 pif SpanLtength 5 ft 0.5 ft Eave Live Load: wl-Eave-adj= 49 pif Rafter Pitch 2 2 Rafter Dead Load: wD-adj = 30 pif Roof sheathing applied to top of joists-top of rafters fully braced. Raper Total Load: wT-adj = 78 pif 1.15 . = Roof Duration Factor. 0.00 Eave Total Load: wT-Eave-adj 78. pif Peak Notch Depth 0:00 NOTES Base Notch Depth MATERIAL PROPERTIES #2 - Douglas-Fir-Larch : Base Values Adjusted Bending Stress: Fb= 900 psi Fb'= 1785 psi Cd=1.15 CF=1.50 Cr=1.15 Shear Siress: Fy = 180 psi Fv'= 207 psi Cd=17.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min. Mod. of Elasticity: E min= 580 ksi E_min'= | 580 ksi Comp. — to Grain: Fe-L= 625 psi Fe-+t'= | 625 psi Controlling Moment: 249 ft-lb 2.496 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s}2 2,3 Project: Kale - Gravity Location: DECK BEAM Multi-Span Floor Beam [2009 international Residential Code(2005 NDS)} 3.5 IN x 7.25 IN x 8.0 FT #2 - Hem-Fir - Wet Use Section Adequate By: 15.4% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.15 IN L/644 Dead Load 0.03 in Total Load 0.18 IN L/526 Jesse Thomas ial () Richard Berg Architects i 719 Taylor St. Port Townsend, WA 98368 StruCaic Version 8.0.101.0 8/12/2010 1:50:27 PM . {Page OADING DIAGRAM Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 800 Ib 800 Ib Dead Load 179 Ib 179 Ib Total Load 979 Ib 979 Ib Bearing Length 1.03 in 1.03 in FLOOR LOADING Center Seiwa — Floor Live Load FLL= 50 psf Unbraced Length-Top O ft Floor Dead Load FDL= 10 psf Unbraced Length-Bottom 8 ft Floor Tributary Width Side One TW1= 4 ft | Floor Duration Factor 1.00 Floor Tributary Width-Side Two TW2= 0 ft WALL = Wall Load 0 pif Notch Depth 0.00 DING Center MATERIAL PROPERTIES BEAM LOADING Canter #2 - Hem-Fir Reduced Floor Live Load 50 psf Base Values Adjust aptal Live Load - 200 pif Bending Stress: Fb= 850 psi Fb'= ad Load 40 plf Cd=1.00 CF=1.30 Ci=0.80 Beam Self Weight 5 plf Shear Stress: Fv= 150 psi Fv'= Lil@lahboad 245 _ pif Cd=1.00 Cm=0.97 Ci=0.80 Modulus of Elasticity: E= 1300 ksi 4112. ksi Min. Mod. of Elasticity: E min= 470 ksi E_min’= 402 ksi Cm=6.90 Ci=0.95 Comp. + to Grain: Fo-L= 405 psi ‘= 271 psi m=0.67 Controlling Moment: 1958 ft-lb 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span({s) 2 Controlling Shear: 842 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: 26.58 in3 Area (Shean): 10.85 in2 Moment of Inertia (deflection): 62.18 in4 Moment: 1958 ft-lb Shear: 842 Ib Reg'd Provided 30.66 in3 25.38 in2 111.15 in4 2259 ft-lb 1969 Ib NOTES .Project: Kale - Gravity Location: WINDOW 1 HEADER Roof Beam [2009 Intemational Residential Code(2005 NDS)] (2) 1.5 IN x 3.5 IN x 4.67 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 10.6% Controlling Factor: Moment “Jesse Thomas Ne() Richard Berg Architects sa 719 Taylor St. Port Townsend, WA 98368 StruCalc Version 8.0.101.0 8/12/2010 1:50:30 PM DEFLECTIONS Center Live Load 0.09 IN L/599 Dead Load 0.07 in Total Load 0.16 IN L/342 Live Load Deflection Criteria: L/240_ Total Load Defiection Caiferia: L/180 LOADING DIAGRAM 2.335 ft from left support Created. by combining. all dead and live loads. Controlling Shear: At a distance d from support. Created by combining all dead and live loads. -540 Ib REACTIONS A B Live Load 350 Ib 350 Ib DeadLoad 264 fb 264 Ib Total Load 614 Ib 614 Ib Bearing Length 0.33 in Q.33 in BEAM DATA ROOF LOADING | Span Length 47 fi set , Unbraced Length-Top O ft Roof Live Load: LL= = 25 psf Unbraced Length-Bottom 0 ft Roof Dead Load: DL= = 15. psf Roof Pitch 6 :12 Tributary Width: TW= 5 ft “Roof Duration Factor 1.15 site We Roof Live Load: LL= 25 psf MATERIAL PROPERTIES RoofDeadLoad: DL= 15 psf #2 - Douglas-Fir-Larch _ | Tributary Width: TW = 1 ft Base Values _ Adjustefait Load: WALL = 10 pif Bending Stress: Fb = 900 psi Fb'= Cd=1.15 CF=1.50 TED LENGTHS AND LOAD Shear Stress: Fv= 180 psi Fv= dBeam Length: = Ladj= 4.67 ft | ar Beam Self Weight: BSW= 2 pif Modulus of Elasticity: E= 1600ksi E'= jaeeAyapniformLive Load: wl= = 150 pl Min. Mod. of Elasticity: E_min= 580 ksi E_min' = | Sug@pniform Dead Load: wD_adj= 113. pif Comp. + to Grain: Fo-L= 625 psi Fo-1'= Laaiapiniform Load: a Controlling Moment: 717 ft-lb Comparisons with required sections: Reqd Provided 6.13 in3 10.5 in2 410.72 in4 Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: 5.54 in3 3.91 in2 5.65 ind 717 ft-lb -540 Ib 792 ft-lb 1449 Ib NOTES . Project: Kale - Gravity Location: WINDOW 5 HEADER Multi-Span Roof Beam [2009 Intemational Residential Code(2005 NDS)] (2) 1.5 IN x 7.25 IN x 4.67 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 3.5% Controlling Factor. Shear Jesse Thomas 4) Richard Berg Architects 719 Taylor St. Port Townsend, WA 98368 fia StruCalc Version 8.0.101.0 8/12/2010 1:50:30 PM CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members ‘DEFLECTIONS Center LOADING DIAG Live Load 0.02 IN L/2887 Dead Load 0.02 in Total Load 0.04 IN L/1477 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 | REACTIONS A B Live Load 270 Ib 1615 Ib Dead Load 347 Ib 1323 Ib Total Load 618 ib 2937 Ib Bearing Length 0.33 in 1.57 in BEAM DATA Center Span Length 4.67 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 4.67 ft Roof Pitch 0 :12 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Base Values Bending Stress: Fb = 900 psi Cd=1.15 CF=1.20 Shear Stress: Fy = 180 psi Cd=1.15 Modulus of Elasticity: E= 1600. ksi Min. Mod. of Elasticity: E_min= 580 ksi Comp. + to Grain: Fe-L= 625 psi Controlling Moment: 1943 ft-lb 3.97 Ft from left support of span 2 (Center Span) ROOF LOADING Center Roof Live Load RLL= 25 psf Roof Dead Load RDL= 15 psf Roof Tributary Width Side One TW1= 0 ft Roof Tributary Width Side Two TW2= 0 ft Wall Load WALL = 60 pif tg Number One 44@efMad 1885 Ib Dead. Load. 1368 Ib n 4 ft | EAN LOADING Center aiadive Load 0 pif Load. (Adjusted for Roof Pitch) 60 pif Beam Self Weight 5 plf Total Load 65 plf Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2901 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 Comparisons with required sections: Req'd Provided Section Modulus: 18.77 in3 =. 26.28 in3 Area (Shear): 21.02 in2 21.75 in2 Moment of Inertia (deflection): 11.61 in4d 95.27 in4 Moment: 1943 ft-lb 2720 ft-lb Shear: -2901 Ib 3002 Ib NOTES « . Project: Kale - Gravity Location: RIDGE BEAM Roof Beam [2009 Intemational Residential Code(2005 NDS)} 5.5 IN x 11.5 IN x 15.08 FT #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 27.9% Controlling Factor. Moment Jesse Thomas cake Richard Berg Architects 719 Taylor St. Port Townsend, WA 98368 StruCalc Version 8.0.101.0 8/12/2010 1:50:29 PM page LOADING G DEFLECTIONS Center Live Load 0.26 IN L/694 Dead Load 0.19 in Total Load 0.45 IN L/402 Live Load Deflection Criteria: /240 Total Load Deflection Ciiferia: L/180 REACTIONS A B Live Load 4885 Ib 1885 Ib Dead Load 1368 Ib 1368 Ib Total Load 3253 Ib 3253 [b | Bearing Length 0.95 in 0.95 in ' BEAM DATA 7 Span Length 15.1 ft Side One: Unbraced Length-Top O ft Roof LiveLoad: LL= = 25. psf Unbraced Length-Bottom 0 ft Roof Dead Load: DL= = 15. psf Roof Pitch 6 :12 Tributary Width: TW= 5 ft - Roof Duration Factor 1.15 Side Two: Roof Live Load: = 25 psf RIAL PROPERTIES Roof Dead Load: DL= 15 psf #1 - Douglas-Fir-Larch Tributary Width: = 5 ft ’ Base Values Adjustesat Load: WALL= 0 pif Bending Stress: Fb= 1350 psi Fb'= i : Cd=1.15 CF=1.00 SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Shear Stress: Fv= 170 psi Fv= jusigd Beam Length: = Ladj= 15.08 ft Cd=1.15 Beam Self Weight: BSW = 14 pif Modulus of Elasticity: E= 1600 ksi E'= — paee*ePniform Live Load: = —- 280 pif Min. Mod. of Elasticity: E_min= 580 ksi E_min'= Uniform Dead Load: wD_adj= 181 pif Comp. + to Grain: Fe--L= 625 psi Fo-4'= Legda,¥niform Load: w= 431 pif Controlling Moment: 12263 ft-lb 7.54 ft from left support Created by combining ali dead and live loads. Controlling Shear: -2863 ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd- Provided. Section Modulus: 94.79 in3 121.23 ind Area (Shear): 21.96 in2 63.25 in2 Moment of inertia (deflection): 312.02 ind 697.07 in4 Moment: 12263 ft-lb 15684 ft-lb Shear: -2863 Ib 8244 Ib NOTES Project: Kale - Gravity Location: RIDGE BEAM (GLULAM) Roof Beam [2009 International Residential Code(2005 NDS)] 5.125 IN x 9.0 IN x 15.08 FT 24F-V8 - Visually Graded Western Species - Dry Use Section Adequate By: 13.2% Controlling Factor: Deflection __ Jesse Thomas lale(..) Richard Berg Architects ete 719 Taylor St. Port Townsend. WA 98368 StruCaic Version 8.0.101.0 8/12/2010 1:50:29 PM Ke LOADING DIAGRAM DEFLECTIONS Center Live Load 0.52 IN L/349 Dead Load 0.37 in Total Load 0.89 IN L/204 Live Load Deflection Criteria: /240 Total Load Deflection chleria: L/180 AD B Live Load 1885 Ib 1885 Ib Dead Load 1340 Ib 1340 Ib Total Load 3225 Ib 3225 Ib Bearing Length 0.97 in 0.97 in BEAM DATA Span Length 15.1 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft. Roof Pitch 6 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES 24F-V8 - Visually Graded Wester Species Base Values Bending Stress: Fb= 2400 psi Fb_cmpr= 2400 psi Cd=1.15 Shear Stress: Fyv= 265 psi Cd=1.15 Modutus of Elasticity: E= 1800 ksi Min. Mod. of Elasticity: E_min= 930 ksi Comp. + to Grain: Fo-L= — 650 psi Controlling Moment: 12158 ft-lb 7.54 ft from left support Created by combining all dead and live loads. Controlling Shear: -2967 ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Reg'd Section Modulus: 52.86 in3 Area (Shear): 14.6 .in2 Moment of Inertia (deftection): 274.97 in4 Moment: 12158 ft-lb Shear: -2967 Ib Side One: Roof Live Load: LL= 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 5 ft Side Two: Roof Live Load: LL= 25 psf Roof Dead Load: DL = 15 psf TW= 5 ft Ce aa Width: Kena Beam Length: Ladj = 15.08 ft Frys ff. Weight: BSW = 10 pif Beam Uniform Live Load: wL= 250. plf e'= Bea Yaiform Dead Load: wD_adj= 178 olf E min' L Tafa, Uniform Load wT = 428 pif Fe-+'= 650 psi Provided 69.19 in3 46.13 in2 3114.34 iné 15913 ft-Ib 9371 Ib NOTES Project: Kale - Gravity Location: SHED FLOOR BEAM Combination Roof And Floor Beam [2009 Intemational Residential Code(2005 NDS)] 3.5 IN x 7.25 IN x 8.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 28.3% Controlling Factor: Moment “, Jesse Thomas lifaleG) Richard Berg Architects oo 719 Taylor St. Port Townsend, WA 98368 StruCaic Version 8.0.101.0 8/12/2010 1:50:29 PM page LOADING DIAGRAM Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Req'd Provided 23.91 in3 30.66 in3 8.35 in2 25.38 in2 48.24 in4 =: 111.15 in4 2681 ft-lb 3438 ft-lb -1153 Ib: 3502 Ib DEFLECTIONS Center Live Load 0.11 IN L/893 Dead Load 0.07 in Total Load 0.17 IN L/553 Live Load Deflection Criteria: L/360 Total Load Deflection Cijeria: L/240 REACTIONS A B ce Live Load 830 ib 830 Ib Dead Load 510 Ib 510 Ib Total Load 1340 Ib 1340 Ib Bearing Length 0.61 in 0.61 in | Span Length oft Sidet = Side 2 | Unbraced Length-Top 0 ft Roof Live Load RLL= 25 psf 25 psf Roof Pitch 3-12 Roof Dead Load RDL= 10 psf 10 psf Floor Duration Factor 1.00 ‘| Roof Tributary Width RTW= 3 ft 0.5 ft Roof Duration Factor 1.15 Notch Depth 0.00 FLOOR LOADING , , Side-1 Side 2 MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf #2 - Douglas-Fir-Larch _ | Floor Dead Load FDL= 10 psf 10 psf Base Values ustedoor Tributary Width FTW= 3 ft 0 ft Bending Stress: Fb = 900 psi Fb'= SAB PSbad WALL = 56 pif Cd=1.15 CF=1.30 . Shear Stress: Fv= 180 psi Fvi= SAM LOADING Cd=1.15 Roof Uniform Live Load: wL-roof= 88 olf Modulus of Elasticity: E= 600 ksi E'= — fF 0bEPELniform Dead Load: wO-roof= 36. pif Min. Mod. of Elasticity: E min= 580 ksi E_min'= | $a6°Ks/niform Live Load: wL-floor= 120 pif Comp. + to Grain: Fo-L= 625 psi Fe-1'= &380, niform Dead Load: wD-floor= 30 pif ' Beam Self Weight: BSW = 6 plf Controlling Moment: 2681 ft-lb Combined Uniform Live Load: = 208 pif 4.0 ft from left support Combined Uniform Dead Load: wD= 128 pif Created by combining all dead and live loads. Combined Uniform Total Load: wT = 335 pif Controlling Shear: -1153 Ib Controlling Total Design Load: wT-cont= 335 pif At a distance d from suppert. NOTES e . Project: Kale - Gravity jeece Temes nue Location: FLOOR BEAM = = =~ 4 gm Multi-Loaded Multi-Span Beam Satake aay bat Architects of ; seein aylor [2009 Intemational Residential Code(2005 NDS)] 4.75 IN x 11.875 IN x 15.08 FT —Port Townsend WA 98368 Sence aas GROG PACK x Bdea Casieade StruCalc Version 8.0:101.0 8/12/2010 1:50:28 PM LOADING DIAG Section Adequate By: 158.3% Controlling Factor. Moment DEFLECTIONS Center Live Load 0.16 IN L/1131 Dead Load 0.11 in Total Load 0.27 IN L/676 Live Load Deflection Criteria: L/360 Total Load Deflection Caeria: REACTIONS A B Live Load 937 ib 233 Ib Dead Load 594 Ib 182 Ib Total Load 1531 tb 415 Ib Bearing Length 1.17 in 0.32 in _ BEAM DATA Center UNIFORMLOADS Center Span Length 15.08 ft Uniform Live Load Q pif Unbraced Length-Top O ft Uniform Dead Load © pif Beam Self Weight 6 pif Unbraced Length-Bottom 15.08 ft ° Total Uniform Load 6 pif Live Load Duration Factor 1.00 Notch Depth 0.00 TRAPEZOIDAL LOADS - CENTER SPAN MATERIAL PROPERTIES Load Number One : Versa-Lam 2800 Fb DF - Boise Cascade LeftLiveLoad = 195 pif Base Values Adjuste?ft Dead Load = 114 pif Bending Stress: Fb= 2800 psi Fb' oa Load 195 pif Cd=1.00 CF=1.00 | Rig Dead Load 114 pif Shear Stress: Fy = 285 psi Fv'= art 0 ft , Cd=1.00 Load End 6 ft Modulus of Elasticity: E= 2000ksi E'= dobeagsength 6 fi Comp. + to Grain: Fo-L= 750 psi Fo-+'= 750 psi Controlling Moment: 3719 ft-lb 4.83 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span({s) 2 Controlling Shear: 1246 lb At a distance d-from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 15.92 in3 41.13 in3 Area (Shear): 6.56 in2 20.78 in2 Moment of Inertia (deftection): 86.71 ind 244.21 iné Moment: 3719 fi-lb 9608 fi-ib Shear: 1246 Ib 3948 Ib QTES ¢ _ Project: Kale - Gravity Location: DECK FOOTING Footing. «Jesse Thomas 2 OL ale.) Richard Berg Architects se" 719 Taylor St. [2009 International Residential Code(2005 NDS)] Port Townsend, WA $8368 Footing Size: 1.5 FT x 1.5 FT x 10.00 IN Reinforcement: #4 Bars @ 11.00 IN. O.C. EAW / (2) min. Section Footing Design Adequate StruCalc Version 8.0.101.0 8/12/2010 1:50:27 PM page FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Fic= 2500 psi | Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: Wwe 1.5 ft | Length: L= 1.5 ft Depth: Depth= 10 in [/-—4 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE 7 Column Type: Steel Column Width: m= 4in Column Depth: n= 4 in Baseplate Width: bsw= 4 in Baseptlate Length: bsi= 4 in ae FOOTING CALCULATIONS QO. O [ ] Bearing Calculations: qT Ultimate Bearing Pressure: Qu i psf 3in Effective Allowable Soit Bearing Pressure: Qe = H375_psf | Required Footing Area: Areg = 1;43_sf 15 ft { Area Provided: = 2:25 sf Baseplate Bearing: DING Bearing Required: Bear = Li ) PL= 1600 Ib Allowable Bearing: Bear-A = : PD= 364 Ib Beam Shear Calculations (One Way Shear): Total Load: PT = 1964 Ib Beam Shear. Vul = | uitithate Pactored Load: Pu = 2997 Ib Allowable Beam Shear: Vce1= ——8438-ib Punching Shear Calculations (Two Way Shear): NOTES Critical Perimeter: Bo = 41 in Punching Shear: Vu2 = 2025 Ib. Allowable Punching Shear (ACI 11-35): vc2-a= | 57656 Ib Allowable Punching Shear (ACI 11-36): vce2-b=j 77813 fb Allowable Punching Shear (ACI 11-37): ve2-c= | 38438 ib Controlling Allowable Punching Shear: ve2 = 38438 Ib Bending Catculations: Factored Moment: Mu 4079 in-tb Nominal Moment Strength: Mn = 85413 in-Ib Reinforcement. Caiculations: Concrete Compressive Block Depth: a= 0.41 in Steel Required Based on Moment: As(1) = 0.62 in2 Min. Code Req'd Reinf. (Shrink /Femp. (ACI-10.5.4): As(2}= | 0.36 in2 Controlling Reinforcing Steel: As-reqd¢ 0.36 in2 Selected Reinforcement: #4's @ 11.0 in. o.c. efw (2) Min. Reinforcement Area Provided: As= 0.39 in2 _Development Length Calculations: Development Length Required: Ld= 15 in 3 PR O J E C T DE S C R I P T I O N : NE W CA B I N SI T E AD D R E S S : HA S T I N G S AV E , PO R T TO W N S E N D , WA 48 2 6 8 ZO N I N G : Rl l LE G A L DE S C R I P T I O N : HA S T I N G S 3R D AD D I T I O N , BL K lO LO T &( E 5 0 ' ) , W/ I P T N VA C AL L E Y AD J , BN D T6 E T H TH R U LL A # I O 3 3 2 TA X PA R C E L #: 45 7 4 0 | 0 0 5 CO D E S : 20 0 4 IR C , 20 0 4 WS E C LO T CO V E R A G E : NO T I C E : Pl a n s ar e ap p r o v e d ex pt i n g | an y er r o r s or om i s s i o n s . Al l wo r k mu s t | pa s s in s p e c t i o n in co n f o r m wi t h | if al l ap p l i c a b l e co d e s an d re g u l a t i o n s . OF PO R T TO W N S E N D SE W A G E CL E A N - O U T VA C A T E D AL L E Y PE R OR D # |4 4 | oe oe 9 \ ji e r n o r e T Y a ee ei aa n DO W N S P O U T , TY P . vo cd C4 < | (T I G H T L I N E TO DR Y W E L L ) SQ . FT . LO T AR E A BU I L D I N G FO O T P R I N T SH E D TO T A L LO T CO V E R A G E LO T CO V E R A G E IM P E R V I O U S AR E A : 60 0 0 32 0 N O°21'48" W 48 36 8 6% SQ . FI , —— +: | | \o ' - O " / é | © RI C H A R D BE R G AR C H I T E C T S , P. C , 20 1 0 HITE | | AU G 13 20 1 0 | RL D 1 0 - l S (cc) REGISTERED STATE OF WASHINGTON RICHARD C_M BEPC 5665 CI T Y OF PO R T TO W N S E N D DS D RO O F P R I N T DE C K DR I V E W A Y , PA R K I N G & PA T H TO T A L IM P E R V I O U S AR E A IM P E R V I O U S AR E A FL O O R AR E A : 44 6 15 a 42 0 15 2 4 25 % 5a , FT . HE A T E D UN H E A T E D SH E D DE C K 32 0 48 13 NO T E TO OW N E R S , CO N T R A C T O R S AN D BU I L D I N G OF F I C I A L S : |. TH E S E PL A N S AR E IN T E N D E D TO CO N T A I N AL L IN F O R M A T I O N RE Q U I R E D TO DE M O N S T R A T E CO M P L I A N C E WI T H AP P L I C A B L E BU I L D I N G AN D ZO N I N G CO D E S . IN CA S E OF AN Y IN F O R M A T I O N TH A T AP P E A R S TO BE LA C K I N G , PL E A S E CO N T A C T TH E AR C H I T E C T IM M E D I A T E L Y . * 2. TH E S E PL A N S CO N T A I N TH E MA J O R I T Y OF TH E IN F O R M A T I O N RE Q U I R E D TO BU I L D TH E ST R U C T U R E SH O W N ON TH E PL A N S . HO W E V E R , IT |S NO T PO S S I B L E TO AN T I C I P A T E EV E R Y PI E C E OF IN F O R M A T I O N NE E D E D FO R CO N S T R U C T I O N . TH E AR C H I T E C T S HA V E MA D E A GO O D FA I T H EF F O R T TO ST R I K E A RE A S O N A B L E BA L A N C E BE T W E E N PR O V I S I O N OF IN F O R M A T I O N AN D CO S T OF TH E PL A N S , TH E PL A N S WI L L IN E V I T A B L Y CO N T A I N MI N O R DI S C R E P A N C I E S AN D AR E A S LA C K I N G IN SP E C I F I C IN F O R M A T I O N . DU R I N G TH E CO U R S E OF CO N S T R U C T I O N , AS TH E S E AR E A S EM E R G E , TH E Y WI L L RE Q U I R E AT T E N T I O N AN D RE S O L U T I O N . TH E BE S T RE S O L U T I O N OF IS S U E S OF TH I S TY P E |S MO S T OF T E N AC H I E V E D TH R O U G H A JO I N T DE C I S I O N MA K I N G PR O C E S S IN V O L V I N G TH E OW N E R S , AR C H I T E C T AN D CO N T R A C T O R ( 5 ) . NE I G H B O R I N G ! RE S I D E N T I A L « = RE S | EX I S T . PO W E R PO L E | | 5 ee ee ee s WE R . Le RE NEW GRAVEL DRIVEWAY 12! 2 PA R K I N G SP A C E S EX I S T . FE N C E so m Se -- - € WIDE EL E C T . ME T E R 5'-oO" | | NE I G H B O R I N G | RE S I D E N T I A L | | | | | | N 29 ° 2 7 ' 0 4 " E S N e 40'-0" SI T E F L A N SC A L E : |" = 20 ' _ HA S T I N G S AV E . R E A R ° S I D E . 1 S T O T A L W I T H M U N . 1 0 O N E y e 1O t Ke ) WA S H I N G T O N ST A T E EN E R G Y CO D E 20 0 4 PR E S C R I P T I V E OP T I O N IY : WI N D O W S & GL A Z E D DO O R S SH A L L HA V E MA X . U= 0 . 3 0 SK Y L I G H T S SH A L L HA V E MA X . U= 0 . 5 0 SO L I D DO O R S MA X . U= 0 . 2 0 CE I L I N G € FL O O R IN S U L A T I O N MI N . R= 2 WA L L S MI N . R= 2 ! HA S T I N G S AV E . S I T E NO R T H N S SHERIDAN ST Bey By Fa ) VI C I N I T Y F I L E C O P Y IN D E X TO DR A W I N G S A l A2 A Z A A A S A b A T A d SI T E PL A N ¢ PR O J E C T IN F O R M A T I O N FL O O R PL A N FR A M I N G PL A N S BU I L D I N G SE C T I O N SH E D & DE C K SE C T I O N S DE T A I L S FO U N D A T I O N / WA L L DE T A I L EL E V A T I O N S Sp e ] DA T E : 3/ 1 2 / 2 0 1 0 | SC A L E : AS SH O W N | 2 u 8 < Aj e s e OB E S pl e s e s Ts e S u B / D E e e H< co k e) oo z= a S T h e My = y So 4 a | t « vw ° So l i d « ry v t s i m % B O << ( z i n SO R Y = “= Wa s = 0 Ee & Y B s <n Mm i SH E E T : | | Shear wall nailing and holdowns are ~ SIMPSON STHD@RI HOLD-DOWN, PROVIDE DOUBLE STUD © RICHARD BERG ARCHITECTS, P.C. 2010 ST A T E OF WA S H I N G T O N to be inspected and approved prior (PER 2004 IRC 602.10.4.4 EXECPTION) salad LOW-VOLUME CONTINJOUSLY (1) OPERATING "ALDES'", OR EG. A WHOLE HOUSE FAN (50 CFM Seals and Weather-stripping: (Air Seal) Openings shall be sealed, caulked, keted, aay) BOOST FOR BATHROOM) weather-stripped to limit air jeakage’’ Exterior. Ob. 2'-0" 6'-0" \o'-0" joints around windows and door frames, openings we 3 2-0" [ | |4'-0" at penetrations through walls, floors, roofs and LS fos (3) other openings in the building envelope. B= 2/0 x 3/6 Ge DOUBLE HNG bh il | we = —® — 1D | | | | - (sf! =| STORAGE LOFT ABOVE + ar, iA [BATH W/ MIN 24"x30| | ACCESS (SEE SECTION) =n . BATH | | | 2/4 x 4/0 iy x eigheee MARMOLIEUM \ 2/8x6/6 78) DOUBLE HING (4 BN — Pai "CONVECT-AIR" I500 W CONTINUOUSLY SHEATHED WALL BRACING 2 nD ©, | ORES ELECT. | PER 2004 IRC SECTION 602.10.4 \ a2) 4 20" fe" ; MID8I||s AN WALL LINE BRAGED WALL LENOTH 7] 30°X3@'| ||| STUBS) IFT) + ACCESS PANEL 7 | io! 6 — RHEEM wes 3" OR EQ. 2 I3' <> S ON-DEMAND ELECTRIC > h} : A \3' 5 woe vPFER| [OO|||% ce) WATER HEATER (TOBE ||| t, B e-4" EXHAUST W/ CHARCOAL a OO! S| VERIFIED BY PLUMBER) | || .) FILTER, TO WHOLE HOUSE Ls enpio | SY % (MIN, BRACED WALL LENGTH REQ'D FOR 20! : 2g | myst z = 43 FAN (lOO CFM BOOST) RANGE/ 5 4x4 HARDWOOD | | | | im “ rc ae Ne AU, ANE 9 2) -| a 2/0 x3/e rT ty _—— a tg, | ? < DOUBLE HUINGS Sa in ' ——t - ELECT = | UNDER- <> PANEL ection R314, - 2009 IRC LL ane. / ; COUNTER, | 2 /0x6/8 | NT elect s Smoke alarms shall receive their = FRIDGE / | : i | primary power from the building wiring _ ® a ™| | and provided with a battery backup. = in CLOSET \ gs A, rd Rop + | SAFETY | SHELF 3/oxe/e_\ NG iy HALF-LITE ae eae Oe (B) 2'-G" | Z| DECK 4-0! es a 3!" 6 CEDAR OR ns COMPOSITE (2) 2/4 x 4/0 A4 DOWN DOUBLE HUNGS 4 e— GUARDRAIL (SEE ELEVATION) CI Whole House Ventilation ‘ (See Operating Instructions) 3 RISERS @ 7", Washington State Ventilation Indoor Air |" TREADS Quality Code NORTH ne = Soe eee \6'-0" 2'-0" IME VE WINDOW /FRESH AIR PORTACG ~ FLOOR PLAN SCALE: |/4" = |'-O" pate: 8/12/2010] SCALE: AS SHOWN AR C H I T E C T U R E ec PO R T TO W N S E N D , WA 98 3 6 8 PH O N E : (3 6 0 ) 37 9 - 8 0 9 0 71 9 TA Y L O R ST R E E T | TE R R A P I N FL O O R PL A N HA S T I N G S AV E . N E W CA B I N F O R : B A R T ¢ CA R R I E KA L E P O R T T O W N S E N D , W A 48 3 6 2 S | KO \ t e t = : CN Ta \ a { |} \ ad / _ y) Bi g 0 ts F — al d 3 4O x 6 DE #2 RA F T E R S OU Pa r s @ 24 " OC . A % tH bY a (2 = mc Al e aa y “A JY 7 ( =o " De a i r p e c se a m _ It i Ni 2 Ke CL U L A M 24 F - V O < pa 4 Be ” ny po rT | pe + =) & ee ai e SO Ss | Qs | N ae rs ie : | be | if 93 En | A | SS SS S SS ee | F) (2 ) 2X DE #2 HE A D E R |' - O " A4 TY P . WV NO R T H R O O F FR A M I N G P L A N SC A L E : /4 " = |' - 0 " © RI C H A R D BE R G AR C H I T E C T S , P. C , 20 1 0 J) EN D OF BR A C E D WA L L 5 - 0 S I M P S O N ST H O B R L HO L D - D O W N l l Ta 3/ 0 x 2/ 0 __ _ li f _ MI N Ac c e s o _ on | — 7 i a n T h i: | li lo ' x 8 " F D N . VE N T , TY P . \| / | | in : | k | | 6 Me PO L Y E T H Y L E N E | | : . (Z a o is t s @ |} | VA P O R BA R R I E R “l y | | = e e e e l | | el l | un ae t h | || . 28 5 SF . / 15 0 = A S | : | 4 / £4 = 21 | ) _ ok | 3 VE N T S RE Q ' D Ny | Tt | | | ze e s v e l l a c c n cp a ei es a r e mm i s s i o n , SE R I E S 6 A ls Ih “ i L ! 75 ' x l l 21 5 " VE R S A - L A M 28 0 0 Fo it . ; | | ia ae B C I - 5 0 0 0 |1 x l l - 7 / 8 " = | * | |- J O I S T S @ | " OC . i e | || i t i n l i i 8 27 2x b P I . J O I S T S @ 16 " 0 6 aT | = : | | | W y CO N C R E T E F O U N D A T I O N WA L L it |! Li | aT \ & FO O T I N G (S E E D E T A I L VA T ) iL | . tf | | lz & 1 a Al | ra F & | L— — ~ L _ — \ — "| [_ — _! | 7. SE ee e al l a | ao a h g IN : OQ : uP “S l . 2 Ma b Q &| 2 i a l ’ s a r 5 ] o f |: eu / & e w c e A A P N a n B o e | _T 4 e pr e e2 p e a m LA Ll ge yl § pe ce p e t e n 4x 6 PL T . H F #2 BE A M a. FO O T I N G , TY P . 1 E (S E E DE T A I L ) wy , & NO R T H F O U N D A T I O N / F L O O R F R A M I N G PL A N SC A L E : |/ : i} = |' < O " DA T E : 8/ 1 2 / 2 0 1 0 ) | SC A L E : AS SH O W N 3 » 8 Zi z $s a l e E s s O fa s me s s wi e se s Te r o n Pa ) 5 RE Y a XO Be l e cP | WY ) ad <6 _| Qo . ND ) = = <— (/ i i 4 t{ & V R . s Sw e « m~ % YO << ( Zi n SO E z “D e Wa g 0 Ee & Y & ~ & Mm SH E E T : © RI C H A R D BE R G AR C H I T E C T S , P. C . 20 1 0 a © B U I L D I N G S E C T I O N y o > B A & | Be z S § SC A L E : |/ 2 " = |' - O " a | ae Ve | Ze ae \ ~ = | & Ka ‘ S: SN RY ; S Z Le \ SS = 4 Te e “a \ S“ “Y Y —S “a Kd | “S S > Za { } = \2 A . 7 o n ( 2 BA A N ND 7 ~ 6 oa ey ot | SS “ | | ~~ Kd , | | | a ne e en e r A | >< ( A ST O R A G E | S ZA | AC C E S S 3/ 4 " T& S PL Y W O O D ~S ! | | ie | | | 2x o DF #2 JO I S T S @ 16 " 0. 0 . > | / | | + | | | mo n e t \ J eS ee al - \ | 5/ 8 " GI N B , | * | (1 | | - | | / = \ \ a6 / | \ ) | | ro . ce | ae . ye * 4 | | | \ ao | | | | \ =| | ! | | + / | | | = mr he t | | \ | | | | \\ KS \ | | | | \ r | \ ae ee | | S a ) | rr es => ca n n e s | \ ¢ | +) | ! | | | 1 | | | | | I7 5 " x l . O 7 5 " VE R S A - L A M 28 0 0 Fo ! | | | | | | OO 1 | OO | l \ / N f ~~ e STATE OF WASHINGTON SC A L E : AS SH O W N | S 2 & Li d gt o Z i j Z 2 8 —_ bo Al p e s s O B E S EF &S s a | = e o HZ 5 8 Cr a n k Z z 9 — ie ) ae ip ) AD ) Zz ay — = m t ) aa © << © _ ’ ® uy el Ly a s =. ~ m 2% 8 O D << 2 in SO R z < “Q s Wa s © O KE b& b Y & ~ of mM SH E E T : = ME T A L RO O F / W A L L FL A S H I N G 2x 8 DF #2 LE D G E R RO O F I N G UN D E R L A Y M E N T PE R RO O F I N G MA N SP E C ' S FO R LO W SL O P E 2x 6 DF #2 RA F T E R S @ 24 " 0. 0 . SI M P S O N H2 . 5 HU R R I C A N E TI E , EA C H RA F T E R TY P I C A L RO O F ¢ EA V E , SE E DE T A I L 2/ A 6 2x 4 TO P PL A T E SI D I N G PE R EL E V A T I O N S , OV E R |5 # BU I L D I N G PA P E R CO N T , 1/ 1 6 " OS B SH E A T H I N G 2x 4 ST U D S @ 24 " OL . 3/ 4 " T& G PL Y W O O D SU B F L O O R 2x 4 SI L L PL A T E 4x DF #2 BE A M (N A I L CO N T . SH E A T H I N G TO BE A M W/ &d @ 6" 0. 0 . ) 2x DF #2 JO I S T S @ |6 " OC . PO S T & FO O T I N G PE R DE T A I L | r d \ o o r S H E D S E C T I O N @ ) SC A L E : |/ 2 " = |' - O " 2x 4 CE D A R OR CO M P O S I T E DE C K I N G 2x PT . HF #2 JO I S T S @ 16 " OC . 2x 8 P. T , EN D JO I S T Ix X ® CE D A R FA S C I A 4x 8 PT . HF #2 BE A M 4x 4 PT , PO S T W/ SI M P S O N AB 4 4 PO S T B A S E & BC 4 PO S T C A P © RI C H A R D BE R G AR C H I T E C T S , P. C . 20 1 0 ACHITECT DC.N. BERG STATE OF WASHINGTON REGISTERED py RICHAR 5665 SE E AT T A C H E D FO R be x k AT T AC A M E N T FO R LA T E R A L . LO A D S 2 x P T . L E D G E R e e (H A N G JO I S T S ) CO N C R E T E FO O T I N G W/ (2 ) #4 BA R S EA C H WA Y — 8 | \ o o r D E C K S E C T I O N o SC A L E : |/ 2 " = |' - O " pa t e : 8/ 1 2 / 2 0 1 0 ] SC A L E : AS SH O W N (e e e | co a l eg & Le d xO Z e 3 8 A l j r i s e eZ UO r u n m =o 2 8 e e n s : LL we s P i c c& e DECK & SHED SECTIONS Hy 8 < 8 4 ? My yu Qs < i % OO << Zi n YO R E z< V 2 s Ww 0 w & t o mM | SH E E T : | 6x | 2 DF #| RI D G E BE A M -O R - 5. 1 2 5 " x 4 " GL U L A M 24 F - V & O r m e w i l y - ~ SS ~ S IN S U L A T I O N 4. R 0 0 Lh ) —— — — — O M e n c B E T W E E N © RI C H A R D BE R G AR C H I T E C T S , P. C . 20 \ 0 TY V E K "A T T I C WR A P " CO N T , MO I S T U R E BA R R I E R / IN S U L A T I O N BA F F L E CO M P O S I T I O N SH I N G L E RO O F I N G 2x I 2 DF # 2 ST U D S © 24 " OC . W/ R- 3 0 HI - D E N S I T Y KR A F T - F A C E D FI B E R G L A S S BA T T IN S U L A T I O N SI M P S O N H2 . 5 HU R R I C A N E TI E , EA C H RA F T E R 2k 6 DF # 2 TO P PL A T E CO N T . RI D G E VE N T RO O F I N G FE L T PE R RO O F I N G MA N ' F SP E C ' S \/ 2 " OD X SH E A T H I N G 2x VE N T E D BL O C K I N G Ix T& 6 PI N E OR FI R @ EA V E S CO N T . ME T A L GU T T E R TR I M RA F T E R TA I L S E A V E D E T A I L DA T E : 8 / 1 2 / 2 0 1 0 | SC A L E : A S SH O W N PORT TOWNSEND, WA 98368 PHONE: (360) 379-8090 TERRAPIN ARCHITECTURE | 719 TAYLOR STREET GU S S E T PL A T E , EA C H RA F T E R SO L I D BL O C K I N G 2 TY V E K "A T T I C WR A P " CO N T . MO I S T U R E BA R R I E R / IN S U L A T I O N BA F F L E SC A L E : |- | / 2 / = |' - O " R I D G E D E T A I L ( 3 ) SC A L E : |- | / 2 " = |' - 0 " 5/ 8 " GI N "M E M B R A N E " VA P O R BA R R I E R 2x 6 DF # 2 ST U D S @ 24 " 0. W R- 2 1 KR A F T - F A C E D FI B E R G L A S S BA T T IN S U L A T I O N STATE OF WASHINGTO RICHARD C.N. BERG 5665 REGISTERED RC ft SI D I N G PE R EL E V A T I O N S 16 " OS B OR |/ 2 " CD X SH E A T H I N G 5% BU I L D I N G PA P E R W A L L D E T A I L O O } SC A L E : |- | / 2 " = |' - O ! ROOF & WALL DETAILS NEW CABIN FOR: BART & CARRIE KALE HASTINGS AVE. PORT TOWNSEND, WA 48368 5 OS» © RI C H A R D BE R G AR C H I T E C T S , F. C , 20 1 0 DA T E : 8/ 1 2 / 2 0 1 0 ) | SC A L E : AS SH O W N a = BE S 35 3 BS N 28 x 8 es \ |Z | z $8 <9 re e d |b .: rw Wa y ot | Ok Aj i xs e 2 (> “5 by , Va s e y | : xZ S = O2 n Mi t ee y IW |Q Y E E S 3/ 4 " T& G PL Y W O O D SU B F L O O R ~\ PH lc re s a 2x 6 WA L L PL A T E \ | x — BC I "V E R S A - R I M ' RI M JO I S T A Va 2x 6 DF #2 SI L L PL A T E W/ 1/ 4 " a "S I L L SE A L " FO A M GA S K E T ¢ 1/ 2 " .e ) x 10 " AN C H O R BO L T S W/ 3" Sa . _ WA S H E R S @ 48 " 0. 0 , TY P . { —— — — SS —— Cy Vy ee = Zz 45 " BC | - 5 0 0 0 7 |- d O I S T S @ I6 " OC . \ Vo y 3 al l a ri g i ’ WA T E R P R O O F TR E A T M E N T BE L O i =| CO N T , TY V E K MO I S T I R E BA R R I E R /) LZ ee —1 Th pe a l =| \- —+ | | |— — | L Ps A A HI ya l l Ig 5 #4 TO P ¢ BO T T O M EE E TO P S O I L TT | +} | = z S © #4 @ 24 " 0. 0 , VE R T I C A L - J ll =a J] || FT — 3 (2 ) #4 CO N T . @ FO O T I N G N || B RE R E R E | TS iy wi pe Se , Li k e 1 Lo y << - a — [8 4 3 8 8 CO N C R E T E ST E M - W A L L ¢ FO O T I N G < — = |< < 2h ‘ R A) | =r |S V2 | _ MI L PO L Y E T H Y L E N E VA P O R BA R R I E R | | ak we a a] Wa s = 9 —| | J} | |= ! SS Se l l Ti e == = an s Se ST S Te l | & &§ Je g e r an I | ee ee Ji t is i ti << & = PT =) t= =| | Us | =r ] | FS H __ © - TI G H T L I N E FO R RO O F RU N O F F — ae Pe TT | [e e re r i o en oc c | iy | — | - 4 | | | | |; |S H E E T : = ES EN ES EV IE TE ee e ee l : , FO U N D A T I O N / FL O O R DE T A I L | AT SC A L E : |- | / 2 " = |' - o " © RI C H A R D BE R G AR C H I T E C T S , P. C . 20 1 0 DA T E : 8/ 1 2 / 2 0 1 0 SC A L E : AS SH O W N ed PORT TOWNSEND, WA 98368 PHONE: (360) 379-8090 TERRAPIN ARCHITECTURE «rc 719 TAYLOR STREET } } DO U B L E HI N G S 7 + J “1 3'-0" = f f LI I —j WI N D O W S : AN D E R S O N |0 0 SE R I E S CO M P O S I T I O N DO O R A: eo n t N e e TH E R M A TR U 51 0 4 , i SM O O T H FI B E R G L A S S —— — ST = 5/ 4 x 6 CO R N E R = —_ ; TR I M , TY P . —— — — > = c c a l l |_ _ | 9° - v— oe = FH E2 8 — iS ® |A Es s o = Es : 3/ o x 6 / @ | —— s| o — — ie ol FE S ) @ | | I it Zi : 7e N TN = | ki t e |H _ E - @ 2k 4/ 0 r (2 ) Pr e ! i 21 4 on L. | - Cj } x x I] [D O U B L E HU N G S T. 0 . 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E< er s ee CE D A R GU A R D R A I L = w O ve a l Z 5" @ WO O D a § 42 2 wi HA N D R A I L , 36 " AB O V E (2 ) 2/ 0 x 3/ 6 TR E A D NO S I N G S HA R D | - P L A N K SI D I N G , 4. 5 " RE V E A L , TY P . (3 % aah hl 2/ 0 x 3/ 6 - DO U B L E HU N G T. ia 4. ELEVATIONS HASTINGS AVE. PORT TOWNSEND, WA 48368 NEW CABIN FOR: | BART @ CARRIE KALE Ix ® DE C K FA S C I A , TY P . JS We s t EL E V A T I O N SC A L E : |/ 4 " = |' - O " NO R T H EL E V A T I O N SC A L E : |/ 4 " = |' - O " S H E E T : 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: #3 (Deck live load + 40 psf, deck dead load = 10 psf) JOIST SPAN 6’ and less 6’1” to 8’ 8'1” to 10’ 10'1” to 12’ | 12°1”to 14’ | 141”to16’ | 161” to 18’ Connection details On-center spacing of fasteners ® 1/, inch diameter la: ith '5/,, i 2 g Screw with °°/3, inch maximum sheathing? ed a3 18 ad aa _ 0 '/ inch diameter bolt with '5/,, inch maxi 2 aximum sheathing 2 36 36 34 29 24 21 19 '/, inch diameter bolt with '5/,, inch maxi 2 32 mum sheathing and '/, inch stacked washers” 26 as 29 an ua si 6 For SI: 1 inch = 25.4 mm, | foot = 304.8 mm. 1 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 M,"- mo a n - Ledgers shall be flashed to prevent water from contacting the house band joist. . Lag screws and bolts shall be staggered in accordance with Section R502.2.2.1.1 . Deck ledger shall be minimum 2x8 pressure-preservative-treated No.2 grade lumber, or other approved materials as established b When solid-sawn pressure-preservative-treated deck ledgers are attached to a minimum 1 inch thick engineered wood product (structural composite lumber, lami- nated veneer lumber or wood structural panel band joist), the ledger attachment shall be designed in y standard engineering practice. accordance with accepted engineering practice: g. A minimum 1 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 exceeding 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. HOLD-DOWN OR SIMILAR TENSION DEVICE FLOOR SHEATHING NAILING AT 6 IN. MAXIMUM ON CENTER TO JOIST WITH HOLD-DOWN pes | — + + + _+ + + + + + + + anil | \ FLOOR JOIST DECK JOIST For SI: 1 inch = 25.4 mm. FIGURE 502.2.2.3 DECK ATTACHMENT FOR LATERAL LOADS CHAPTER 5 FLOORS RS 02.2.1 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- rior 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. R502.2.2.1 Deck ledger connection to band joist. For decks supporting a total design load of 50 pounds per square foot (2394 Pa) [40 pounds per square foot (1915 Pa) live load plus 10 pounds per square foot (479 Pa) dead load], the connection between a deck ledger of pressure- preservative-treated Southern Pine, incised pressure-pre- servative-treated Hem-Fir or approved decay- resistant species, and a 2-inch (S51 mm) nominal lumber band joist bearing on a sill plate or wall plate shall be constructed with '/,-inch (12.7 m) lag screws or bolts with washers in 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 in 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 mm) in from the ends. The lag screws or bolts shall be stag- gered from the top to the bottom along the horizontal run of the deck ledger. R502.2.2.2 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. R502.2.2.3 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). R502.2.2.4 Exterior wood/plastic composite deck boards. Wood/plastic composite deck boards shall be installed in accordance with the manufacturer’s instructions. 111