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BLD2009-00202
THIS BUILDING IS NOT FINALED . PERMIT WAS CANCELLED PRIOR TO RECEIVING ALL INSPECTIONS AND HAS NOT BEEN ISSUED A CERTIFICATE OF OCCUPANCY. •UILDING PERMIT APPLICAWN Review Type: I Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 MLA09-00222 PERMIT #: BLD09-00202 Received Date: 7/6/2009 SITE ADDRESS: 105 KELLY DR PORT LUDLOW, 98365 OWNER: RICHARD E GOOKSTETTER PHONE: (360)437-9218 105 KELLY DR PORT LUDLOW WA 983659533 CEDARHOLM VILLA SUBDIVISION: Block: Lot: 70 PARCEL NUMBER: 942300048 Section: 19 Township: 27 N Range: 01 E CONTRACTOR: OWNER/BUILDER PHONE: REPRESENTATIVE: PHONE: PROJECT DESCRIPTIOI NSFR W/ A/G 25 GAL PROP TANK TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 1,806 VALUATION 194,424.00 ADD'L: HEAT TYPE: PRO CODE EDITION: 2006 HEAT BASE: HEAT TYPE: OCCUPANCY: R-3 UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: 5N GARAGE: SHORELINE: CONST TYPE: SETBACK: DECK: 384 BANK HEIGHT: SEWAGE DISPOSAL: CON WATER SYSTEM: PWELL BEDROOMS: BATHROOMS: Exist: 0 Exist: 0 Prop: 1 Prop: 1 Total: 1 Total: 1 f Routing Date: ( Type Amount Paid By: Date: Receipt: Approved/Date f Permit $1,525.75 LYK 07/06/09 108717 APPROVED pF '■ ED Plan Check $991.74 LYK 07/06/09 108717 f� 1 Y State Building Code $4.50 LYK 07/06/09 108717 AUG 19 2009 Potable Water Application $62.00 LYK 07/06/09 108717 Jefferson County Planning Total: $2,583.99 &Building Department 0 .4 cO . d FFERSON COUNTY Sq ,`FEPARTMENT OF COMMUNITY DEVELOPMENT e rx 621 Sheridan Street• Port Townsend W ashington 98368 360/379-4450 • 360/379-4451 Fax ��g $ www.co.jefferson.wa.us/commdevelopmerJt� 13INt Jw h q ,' Master Permit Application MLA: �J !- 2_ Z Project Descripti n (include eparate sheets as necessary);; N 0 } jj Tax Parcel Number: 4 L t22 Q (DO ti t Property Size: r / $Y9-X0 (acres/square feet) Site Address and/or Directions to Property: jt� �;cL pc Pmt J' vr3s" Property Owner(s)of Record: / LP �1 Crii< 1- -er- Telephone: 34,° 13 7 I . F ' Fax: email: Mailing Address: 165`Ketty Lr A- 41-- l— D lic Applicant/Agent(if different from owner): -4,..,....., Telephone: Fax: email: Mailing Address: W)at kind of Permit?(Check each box that applies {Building ❑ Critical Areas Stewardship Plan ❑ Demolition Permit ❑Variance(Minor,Major or Reasonable Economic Use) Single Family ❑ Garage Attached/Detached ❑Conditional Use[C(a),C(d),or C]** ❑ Manufactured Home ❑ Modular ❑Discretionary"D"or Unnamed Use Classification ❑ Commercial* ❑Special Use(Essential Public Facilities)** ❑ Change of Use ❑Boundary Line Adjustment ❑ Address ❑ Road Approach ❑Short Plat** ❑Home Business LI Cottage Industry ❑ Binding Site Plan** Propane ❑ Long Plat** Sign ❑ Planned Rural Residential Development(PRRD)/Amendments** ❑Allowed"Yes"Use Consistency Analysis ❑Plat Vacation/Alteration** ❑Stomiwater Management ❑Shoreline Master Program Exemption/Permit Revisions*"' ❑Site Plan Approval Advance Determination(SPAAD)* ❑Shoreline Management Substantial Development'^` ❑Temporary Use ❑Shoreline Management Variance ❑Wireless Telecommunication* ❑ Comprehensive Plan/UDC/Land Use District Map Amendment ❑Forest Practices Act/Release of Six-Year Moratorium ❑Jefferson County Shoreline Master Program Amendment *May require a Pre—Application Conference ❑Tree Vegetation Request **Requires a Pre-Application Conference Please identify any other local,state or federal permits required for this proposal, if known: DESIGNATION OF AGENT I hereby designate to act as my agent in matters relating to this application for permit(s). OWNER SIGNATURE Date: By signing this application form,the owner/agent attests that the information provided herein,and in any attachments,is true and correct to the best of his,her or its knowledge. Any material falsehood or any omission of a material fact made by the owner/agent with respect to this application packet may result in this permit being null and void. I further agree to save,indemnify and hold harmless Jefferson County against all liabilities,judgments,court costs,reasonable attorneys fees and expenses which may in any way accrue against Jefferson County as a result of or in consequence of the granting of this permit. I further agree to provide access and right of entry to Jefferson County and its employees, representative's or agents for the sole purpose of application review and any required I. 'nspections. Staffs access -nd right of entry will be assumed unless the applicant informs the County in writing at the time of the application at •- 'r she wan•- odor n tice i ,,�y Signature: i �. .� A Ors- Date: 9 The action or actions Applicant will undertake as a result of the issuance of this permit may negatively impact upon one or more threatened or endangered species and could lead to a potential"take"of an endangered species as those terms are defined in the federal law known as the "Endangered Species Act"or°ESA."Jefferson County makes no assurances to the applicant that the actions that will be undertaken because this permit has been issued will not violate the ESA. Any individual,group or agency can file a lawsuit on behalf of an endangered species regarding your action(s)even if you ar in complia ce with the Jeff on County development code.The Applicant acknowledges that he,she or it holds individual and non-transferable e o ibility r adh rin o complying with the ESA. The Applicant has read this disclaimer and signs and dates it below. Signature: Date: 6 -a-© -D G:\PennitCenter\###FORMS###\DRD FORMS\Master Permit Application 5-29-08.doc ■ BUILDER STATEMENT The signer of this st. - ent does hereby certify that they are the Owners of the parcel referenced herein,that they are not licensed contractors and that they will be assu ,• > re.. sibil'�, of e General Contractor for the proposed project Signature. J_ 3 Signature: ♦ , . _ ,�i��, ;�///w Date: ` . GENERAL CONTRACTOR OR MANUFACTURED HOME.INSTALLER: PHONE: FAX: MAILING ADDRESS: EMAIL: CONTRACTOR'S LICENSE f% WAINS NUMBER: NUMBER ARCHITECT/ENGINEER: ' ,� PHONE ( ) FAX:( ) MAILING ADDRESS: EMAIL Project Type: Frame Type: Bathrooms: Shoreline: Type of Sewage Disposal: 'Z( New Wood Existing: ❑ Sewer Addition ❑ Steel . Proposed: -1- Bank ❑ Community System ❑ Alteration/Remodel ❑ Concrete Total: l Height: ndividual System ❑ .Repair ❑ Masonry SEP Permit# 5'&f 7.01 q ❑ Demolition ❑ Other: Bedrooms: Water Supply: Existing: Setback: Private well ❑ Two Party Type of Heat: Proposed: ____1_ ❑ Public Total: t Name of System: If this is a Commercial Project you must answer the following: Number of Parking Spaces: Current: Proposed: Number of ADA Parking Spaces: Number of occupants(includes owners,tenants,employees,etc) Current Proposed IBC Occupancy: IBC Type of construction: Will you have Food Service? Yes 1 No If this is a Propane Tank and/or Appliance Installation permit,mark all items below that ap ly: I Under.round Tank move grounnk� Size of Propane Tank: S 6 /1-( 1 Heat Sto e i Cook Stove 1 Woodstove 1 Fireplace Insert I Hot 'ater Tank 1 Pellet Stove 1 Other Is this appliance being installed in a Manufactured/Mobile Home •es / o When applying for a permit to install a propane tank you must also submit a site plan showing all of the buildings,all property lines,tank location and size, distances from the propane tank to all property lines,buildings and septic system components, includin. the reserve area. Square Footage lreki .` Si> ,s S- at ^; c tz i 7 4 . 4;;;_,..-.,,t'74. ^ E Current Pro osed c Y�Efit.T& : Y"n ` E pQ x Main Floor Heated b { 1 H Bld App Review: ID i 13. 00 Floor Heated r FTFIE:r"qtti Consistency Review: - 013. vCa Other Heated r i Base fee: jj 15a5.-15 IC Mezzanine v „�_ Additional Section: Heated Basement 41-0,.. .,',.;,4, ,,,-: Plan Check fee: Unheated Basement . :0�r "e 115,". State Surcharge fee: ' 11. 50 Other Unheated P#- " , ` Pot Water Review fee: 00 Garage/Carport " s g , ? SUBTOTAL . c161-1. L I ri Decks 2 c/� ",: 911/Rd Approach fee: Vd € -, a f ! L: n _ Other k. as o 1 CH� . TOTAL $ i . r F ; Receipt Number: /6 C/7/7 Cash/Check Number: t J O ESTIMATED COST(REQUIRED) NI A qa 1 !ID.te: ?_ /l� _A Weir market value of all labor and materials foundation o 0v Initials: ' l G:\PermitCenter\###FORMS###\DRD FORMS\Master Per,nit Application 5-29-08.doc } • • CC cD H 0) O 0) C7 LL — 2 U_ 0 H O f` (—I O N O •• •• LID O CF_ O) — Nt" co 7 0 -o — CO OD 0 o L IZ v Z CC -0 -I-1 0 M C C-3 O O H W O O 7 L L L F— ~ Q O 0 U U H 0 CO O J 0_ 0 M- -. ` 1 CD F— F— O l(�v1 O CA CO l� 0) a) co l o) - co o Lc) U O) 2 -0 I W C O 3 LID H co 1 0 (D 0 CO W J U C7 CC CO •0 z W CO C O H I— 07 .- m CC • F— 3 }, N Q W F— CO 2 O F— ¢ -0 CC O CC C) W CO C/) 3 C W CO J H J W Y W o_ 07 J CC CO Cr O p .— H 4 O O CC .. CC .— ] DC C) CD O 3 CO 0_ CV o= Q CC O N- W F— W >- J O J CV J F— W J 03 M CC O F— I— C) J O U W -0 2 W DC W CC W J CC C7 Cr I— F— a) J Q Y Q CO 0) 0_ 2 F- O O Y CO CO U Lo CC a) W O O 7 d O H O O CD 0 1— O -1-1 1 U CC 0_ CD C0 — +.' 0 CO O CO CD O CO O O CO Y CU O . O CO 07 CD CO CD O O O 0) O O CO -0 L. CO f` O C) Co CV 7) # C O Y 0) •• (- 3 L O Y C — a) O +1 0 O a) a) 7) ID •— 7) CD L a) o (0 CU -0 > 10 0 L L C1 — 0 10 C2 L o CO X +• U -0 X (0 CI] d CO -- .— CO 0) F— F— X 4 I— CO CO C} XF )c I- 1 • -Ir • 1 ,-,, II II II „,____i 9 $ STUD' s . D . lii BEDROOM 0 P � Nr / 4 3010 - n __ DOORWAY __ ♦ 1 I L U m 3030 XO 1 I 1e �� I�i w ®® D-6' Li KITCI-IEN �® o 4 — 3 TANK-LESS O DECK unu•W A L L REFER 1 II \ r } ' - ♦ , __, 3010 KO O DOORWAY Y O r C I ® h PINING \ $ ►B irt I GREAT ROOM 4 4 0 MAI II 11 ii ii 20-0' / 6'-0' / • • w ',}y 1 td H CO Pi 01C0110 Fi (D H 0 t-1 C7 0 (D G 0 r (D $ � O II II II r t" (D .'3 (D '`< W It 11 11 II 0 Pi CO Ul O co o' Pl H W r ft H (D rr O CO H (D Ul O N H• co PI U] • 0 0 H a 0 O 0 ¢ rn 1-'. 10 * (D r H r N Pi O N N 0) ``D O N (b mHI ow AD (A m a 0 H. a � � w rrr 0 u H 0 0 lrl 0 0rl mom n [ Z Hh � ~ V 10 0(D II (D C1 0 d r l (t om 1 II pH• 0 xII II z Ai hi 1 A. m a 0 r H Ul (D PI n H1- u O .7 0 H N H. CO 1 ¢ • WC) ° r ct (t w •• N or it m k C7 r N 'ZS PI 11 i co C 11 k.0 r 0 0(D rr 0 rr W0 0+ 0 0 X 0 0 0 m to a Z I m m /71 Hh HI H � I t7ryrrrrr7 (D r r \\\ . tri IQ M IF. W IQ r 7i Htl t7000lIA 0or (D co (D 000044 () I- H C) (t r H H H- (D (D II II II II H O• rrr rrt • • • • 0 H- H- H N W IA ' O 0 0 Ul O :1' 0 H. H- H. X H• 0 0 0 0 Hh II II 0 0. 0' 0' H. 0N o m 0 0 • ( CO �hi O o H CO Pi / 0 11 ° O CO 1-' n� H. d i t-1 (D 1-i I I II II II II 0 1-1 0 r H H W H (t O t 0 0 N H. ' M \ mil 0 • O0 CO H • 0 ■p W H U Hl trD) ter CD CO ii KO-E. 3/AA 35 9iPt`-e- TAn� me X09-aa JEFFERSON COUNTY PERMIT CENTER APPLICANT NAME: • hG.'_► -. _ '&1-T PHONE: go I� SITE ADDRESS: IOF f<EU� I 2. rte-- DATE: -7-(o--Oci C.- Alp HEALTH APPROVAL q--7-1(34 A PERMIT # SEP ATER FOOD SERVICE 2. SHORELINE BANK HEIGHT SETBACK 3. FLOOD ZONE 4. FOREST PRACTICE APP (CLASS____) 5. PLANNING APPROVAL 6��RITICAL AREA REVIEW\A W , CrHd - 1 C k C 7. ZONING 8. HEIGHT 9. LOT COVERAGE 10. ADDRESS 11. FEE Awe NTRACTOR'S LICENSE QI,D �L pt-� 13. ENERGY SHEET / 14. BOND HOLDER/LENDER 15. NTT 16. SETBACKS 17. PROVIDE WA STATE ENGINEER STAMP/ARCHITECT'S STAMP 18. STORMWATER SITE PLAN 19. D.O.T. ACCESS APPROVAL 20. FIRE FLOW FOR COMMERCIAL STRUCTURES I. AN REVIEW CA 0,6C OCCUPANCY: 22. TYPE OF CONST: 23. EXPOSURE: 24. WIND: 25. SNOW: 26. 27. 28. 29. 30. 31. 32. 33. 34. 35. 36. 37. 38. 39. H:\HOME\PL N CNTRUN FOBLG\B LDCKLI S\2/2000 h_ .„,..t ., . r ,r ,. .,,1 ,..,N.„.; ,... , ,. . . ,„4 , , . ...._..,......,..,......,....„..... is ::i. F- -,./)__ Date 9 . time received am Vpni/ Mon. Tues. Wed:/ Fri. SW: P/ — ,)0 el (/ Date: ' . OWNER: �PO 4- S i"ec Contact Name:, ADDRESS: d S_ Contact Number:380 r37- 9 f • 206 0 4 Notes: ' Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground_ Framing Underground _ Furnace _ Footing Rough In Air seal Above ground __ Gas _ Stemwall __ Hydronic Exterior shear _ Exterior lines _ Oil Straps Interior shear Interior lines Ducts ._ Post Hole Ventilation / Appliance _ Underfloor ✓ Gas/wood stove! Man-Homes Setbacks _ Insulation. Final Inspection_ Foundation Block&Tie _ floor_wall ceiling. . Address Posted __ i N_ \ 'iyFY;PAY i- f a/i' 4 vi 3l/ 6 Date time received" ' 'L 6 am / Mon. Tues./WQd Thar. /-Fri. BLD:BLD: Vim/ ` e2 C Date: /-1 . 7 OWNER: G Contact Name: / ADDRESS: /P 3 I �// Dr. Contact Number:360 7�� ( Pr-- 206 Notes: � t Four Plumbing • Framing /. Propane Tank Mechanical Setbacks Under ground_ Framing ✓ Under ground _ Furnace Foot Cks Rough In Air seal Above ground - Gas _ Footing _ Hydrronic Exterior shear _ Exterior lines _ Oil — Straps Interior shear ^ Interior lines _ Ducts f_ Post Hole - Ventilation Appliance _ Underfloor - Gas/wood stove Man-Homes . Setbacks _ Insulation. Final Inspection_ ^.i 'o Foundation'__ Bieck&Tie floor _wall ceiling Address Posted _ • i.'.-.11 .,. .....„.. .,:„,,,,,,.. MY DE x e , k -- y rL _. I a. Date /-2 7' // time received ( 'dam p Mon. Tues. :Wed:/fhulr!- Pd. BLD: ©///'� - r� ° ) Date: ./ v ( OWNER: ADD' 4 Contact Name: [� ADDRESS: /OS— 4 e/// L /' , Contact Number:360 .7 9 /y 206 . Notes: i Foundation Plumbing - Framing P.ropaneTank Mechanical • Setbacks _ Under-ground_ Framing _� Underground _ Furnace _ Footing Rough In Air seal Above ground _ Gas Stemwali __ Hydronic Exterior shear _ Exterior lines Oil Straps Interior shear Interior lines _• Ducts _ Post Hole Ventilation Appliance _ Underfloor Gas/wood stove_ Man-Homes Setbacks _ Insulation Final lnspectien_ 0 Foundation "" s? Block&Tie _ floor _wall ceiling Address Post d i f_ - . N • -- - V Date l—` time received '2‘ ��,am 1. Mon. Tues. Wet Thur. - F . BLD: _ Z.---- Date: OWNER: —e-.- • a l Contact Name: /l / ADDRESS: /045- `C el 2 Contact Number:360 43 ),-'I 2C g 2 206 Notes: G o c 'u e - Foundation Plumbing Framing Propane Tank Mechanical Setbacks _ Under-ground_ Framing Underground _ Furnace _ Footing Rough in Air seal Above ground Gas _ Stemwall __ Hydronic Exterior shear Exterior lines Oil Straps Interior shear Interior lines _ Ducts _ Fist Hole Ventilation Appliance _ Underfloor Gaslwood stove Man-Homes Setbacks _ - Insulation Final Inspection_ Foundation _ Block&lie _ floor _wall ceiling Address Posted _ / Date/01 Q— /� time received 1/3 t pm ` • Mon. Tues. Wed. ® N. BLD: 9 £0 k Date: 672 `3 OWNER: Contact Name: ADDRESS: SOS ke.//y Li Contact Number:360 /37 O 2�e/ 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks y Under-ground Framing Under ground Furnace Footing Rough in Air seal Above ground Gas _ Stemwall Hydronic Exterior shear Exterior lines Oil _ Straps Interior shear _ Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/wood stove Man-Homes Setbacks Insulation Foundation Block&Tie floor wall ceiling Final Inspection F, ITIZOTAII/ ,; yrrrrrr�riiir�"" Date /Q— / time received 2 13 am & dialP Tues. Wed. Thur. BLD: ( " .. Date: i99 —IS— Contact Name:OWNER: ADDRESS: /L S 1 4/ Y P`c Contact Number.360 60 �/ 7 C1Z/Sr 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks `j Under-ground _ Framing Under ground _ Furnace _ Footing J` Rough in Air seal Above ground _ Gas Stemwall Hydronic Exterior shear _ Exterior lines _ Oil _ Straps Interior shear _ Interior lines _ Ducts _ Post Hole Ventilation Appliance _ Underfloor Gas/wood stove Man-Homes Setbacks Insulation Final Inspection Foundation Block&Tie floor wall ceiling Address Posted _ l./. 0. Date Time received am/ ` Mon fes� Wed Thurs Fri BLD: L CC.2 C a-- Date: Cr- (-- OWNER: ° i ,Q Contact Name: ADDRESS: I t- l(_ . r0 i/l Contact No: Notes: Foundation / Plumbing Framing Propane Tank Mechanical Setbacks // Under-ground_ Framing Under ground Furnace Footing t/ Rough in Air seal Above ground _ Gas Stemwall Hydronic Exterior shear _ Exterior lines _ Oil Straps Interior shear Interior lines Ducts Post Hole _ Ventilation Appliance Underfloor Gas/wood stove_ Man-Homes Insulation Setbacks _ Final Inspection Foundation Block&Tie _ floor wall ceiling Address Posted rt t e Date , Z t Time received ( es am Mop Tues Wed Thurs Fri BLD: / �( cc C �/ Date: !� 1 �/ r OWNER: _11C �� r( �� Contact Name: .�('0 c ?-(1. f ADDRESS: 1 5— (L' . " 71 `� 4 * Contact No: Notes: I Foundation Plumbing Framing Propane Tank Mechanical Setbacks r Under-ground Framing Underground _ Furnace Footing i/ Rough in Air seal Above ground Gas _ Stemwall Hydronic Exterior shear Exterior lines Oil _ Straps Interior shear _ Interior lines Ducts Post Hole _ Ventilation Appliance Underfloor Gas/wood stove Man-Homes Insulation Setbacks _ Final Inspection Foundation___ Block&Tie _ floor walk: ceiling Address Posted JEFFERSON COUNTY NO. 120003 DATE RECEIVED FROM ((JC C�L S 1 C�T1 DESCRIPTION ^� nBARS• ^ AMOUNT CURRENCY D1 Vn - • Q L1 3 r)- �Z COIN ���������!!! C) C (CHECKS o 11 of RECEIVED BY TOTAL a 43'--- ....:. I ,,..' C-, * ; "" e ••-•, , • • - - . .•Ap . . 3, , ,, , ..., r, . . 4‘,1 tti ,,, ".......•V. , . • ,, i 4 1,g a ! I , ... 1 I.' .fr.• ...- , , 4. ..71,.- .'' .4 I c . ^ .....- . 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SUB-FLOOf • -JOIST SYSTEM 16" • -R-30 INSUL. • • • • 1.1 1 4 i • • , TYP. L 4LL SECT O\ SCALE : '4" _ FILE COPY SHEAR WALL CALCULATION Project Name: GOOKSTETTER LOG HOME Property Address: 105 Kelly Drive Port Ludlow, Washington to c e_\14 D. G a,: F WASy14,4/ JOB NO. 14SS042009 A. �.� jth.; � Matthew Gunawan, MSCE, PE 11.1 - t DS- °'' 009 •KITSAP CONSULTING ENGINEER, Inc. ZONAL 6190 Gleneagle Ave S.W. Port Orchard, WA 98367 EXPIRES Ir , o Phone 360-479 4423 Fax 360- 479 4424 E-mail STRUCTURAL CALCULATIONS AND DRAWINGS SHALL BE USED FOR ONE CONSTRUCTION ON THE ADDRESS SHOWN. TABLE OF CONTENT PAGE Building material self weight 1 - 2 Lateral design (wind and seismic) 3 - 12 Connection — log wall shear 13 Reference: 2006 International Building Code (IBC) & ASCE/SEI 7-05. Design Assumption: GRAVITATIONAL Roof dead Load = 21 PSF (for seismic) Wall dead load = 33 PSF (exterior— log wall 10"dia) Wall dead load = 8 PSF (interior) SEISMIC Design Category: D (D2 for IRC), Site Class: D, IE:1.0, R=6.5 WIND Wind = 85 MPH, exposure: B, Iw:1.0 STRUCTURAL CALCULATIONS AND DRAWINGS SHALL BE USED FOR ONE CONSTRUCTION ON THE ADDRESS SHOWN. 1 14SS042009-SELFWEIGHTJds ROOF :DEAD + LIVE Matthew G 05/08/2009 /43 JOB LOCATION : Gookstetter - 105 Kelly Drive. Port Lodlow WA width depth ROOF I.D. : ROOF 12.00 1200 rafter wkymQ rafter hip or valley 14.42 8.00 Roof Slope adjustment= 1.20 1.11 '. 1876 8.00 Ceiling Slope Adjustment= 1.20 1.11 12.00 (horz distance) Default Selected Slope Adjusted NOTE: Material Weight Weight Adjustment Weight (Psf),(um) (psf) (Y or N) (Psi) ROOFING metal 20 GA 1.80 wood shingle 2.00 asphalt shingle 3.00 3.00 Y 3.61 clay tile shingle(10-20 psi) 16.00 5 ply felt&gravel 650 O FELT 30y/sq. _ 0.30 0.30 Y 0.36 Z SHEATHING 12"plywood or OSB 1-50 1-1/2"decking 4.50 7.50 Y 9.01 LL FRAMING 2x4 24"OC 0.70 O 2x6 24"OC 1.10 2x8§24"OC 1.50 - 3.50 Y 4.21 RAFTER e.Xe3 2x10 @24-CC 1.90 2x12 @24"OC 2.20 INSULATION R11 glass wool 0.70 (roll/batt) R19 glass wool 1.10 R30 glass wool 1.80 R38 glass wool _ 2.20_ 1.00 _ 1.00 18.191 15.30 (per it Of m FRAMING 2x4 @24"OC 0.70 2x6 4a24"OC 1.10 2x8 024"OC 1.50 2x10 24"0C 1.90 2x12 24'OC 2.20 INSULATION R11 glass wool 0.70 (roll/batt) R21 glass wool 1.22 R30 glass wool 1.80 0 R3 glass wool 2.20 Z CEILING acoustical fiber tile 100 J suspension-metal frmg 1.80 l l suspension-wood frmg 2.50 12"GW 8 2.20 U 5/8"GWB 2.80 plaster(1") 8.00 SPRINKLER 1"o wet (PLF) 2.10 schdl 40 2"0 wet (PLF) 5.20 3"a wet (PLF) 10.80 4"o wet (PLF) 16.40 6"o wet (PLF) 31.70 8"o wet (PLF) 50.80 MISCELLANEOUS basic-min. _ 1.50 2.00' Y 2.40 2.401 2.00 (per tt of m ROOF SNOW Basic(x 1.151F>300PERSON) 25.00 25.00 N 25.00 Drift(include Bask) 35.00 N W Sliding(include Basic+Draft 4000 N • ROOF MIN.LIVE 2000 N -i 25.001 20.80 (per tt of m CEILING 10.001 N CEILING OVER STAGE 20.00 N I (per tt of m horizontal plane :.loped olanc D(rf 18.19 5 ' (psf D(cl) 2.40 - (psf) D(rf)+ D(cl) 20.59 17.313 (psf) D(rf)+ D(cl)+ L(rf) 45.59 38.10 (psf)min D(rf) + D(cl) + L(rf&cl) 45.59 38.10 (psf) max KITSAP CONSULTING ENGINEER 360-479-4423 1 OF 1 22/ 14SS042009-SELFWEIGHT.xIs Matthew G 05/08/2009 WALL DEAD LOAD JOB LOCATION : Gookstetter-105 Kelly Drive, Port Lodlow,WA WALL HEIGHT: 10 (ft) STUD SPACING: 1.5 (in) Default Adjusted Interior Exterior Material Weight Weight Wall Wall (PLF),(uno) (PSF) (PSF) (PSF) NOTE: FRAMING top plate-dbl 2 x 4/ft 2.80 0.28 DOUGLAS- top plate-dbl 2 x 6/ft 4.40 0.44 FiR top plate-dbl2x8/ft 5.80 0.58 stud-2x4/ft 1.40 11.20 stud-2x6/ft 2.20 17.60 stud-2x8/ft 2.90 23.20 32.00 A'VG10"diaLOG bot(sole)plate-2x4/ft 1.40 0.14 bot(sole)plate-2x6/ft 2.20 0.22 bot(sole)plate-2 x 8/ft 2.90 0.29 bot(sole)plate-4 x 6/ft 5.20 0.52 boo((sole)plate-4 x 8/ft 6.80 0.68 ICF 414]conc mall 50.00 6"[61/41 cons wall 78.13 J 8"1-7 7/81 cone wall 98.44 J 10"[9 7/8]conc wall 123.44 INSULATION R11 glass wool 0.70 (roll/batt) R21 glass wool 1.22 rigid insulation 5.5"thick(ICF) 1.65 SHEATHING exterior-12"ply 1.70 exterior-5/8"ply 2.00 exterior-5/8"GW 8(fire) 2.80 interior-1/2"GWB 2.20 interior-5/8"GWB 2.80 FINISHING finish ext-wood siding 2.50 finish ext-gypsum plaster(1') 8.00 finish ext-solid plaster(1") 10.00 finish ext-stone veneer/face brick 17.00 finish ext-clay brick(4") 35.00 MISCELLANEOUS basic-min 1.00 1.00 _others 2.00 Weight per square foot of wall = 33.00 (psf) Weight per linear foot of wall = 330.00 (plf) KITSAP CONSULTING ENGINEER 360-479-4423 1 OF1 14S5042009-LAT20061BCREAT+BED.1ds SHEAR WALL CALCULATION Matthew G 05/08/2009 ;� G 3 BUILDING IDENTIFICATION : Gookstetter- 105 Kelly Drive, Port Lodlow, WA -- GREAT RM + BED RM Note: For the purpose of this calculation - the NORTH direction will be assume in the direction from the BOTTOM to the TOP of the DRAWING PAGE. A=horizontal-CORNER(2a)-wall ASCE ISEI 7-05 & 2006 IBC -International Building Code B=horkcotal-CORNER(2a)- WIND FORCE ps=2 •Kai•1w•ps30• 1 C=horizontal-INTERIOR-wall SEISMIC FORCE ROOF SLOPE(Y712)= D=horizontal-INTERIOR-rod MARK NEIGH'-IEIGHI<-Base on lump sum weight EXPOSURE= u E=vertical-CORNER(2a)-windward (lops) ( 8 ) Kzt= F=vertical-CORNER(2a)-leeward Rod-2nd FL 43.7 IDOL <-Base on diaph height Fw= 1 G=vertical-INTERIOR-windward 2nd-1st Floc 28.5 2.00 <-Base on Mach height WIND SPEED= 85 I mph) H=vertical-INTERIOR-leeward ps=HORIZONTAL pressure ps=VERTICALpressure(worst FEIGIT ). Kzt kw A - B - C D E F G H 40 1.09 1.00 1.00 1406 9.59 11.12 7.63 5.45 -8.50 4.89 -7.30 sum(weight) 72.2 35 1.05 1.00 1.00 13.55 9.24 10.71 7.35 5.25 -8.19 4.52 -7.04 72.9 3) 1.00 - 1.00- 1.00 12.90 8.60 10.20 7.00 5.00 -7.80 4.30 -6.70 • 25 1.00 1.00 1.00 12.90 8.80 10.20 7.00 5.00 -7.80 4.30 -6.70 SITE CLASS= DsorT type 20 1.00 1.00 1.00 12.90 8.80 10.20 7.00 5.00 -7.80 4.30 -6.70 Is= 1.00 15 1.00 1.00 1.00 12.90 8.80 10.20 7.00 5.00 -7.80 4.30 -6.70 R= 6 50 NS DIRECTION SDC= D seismic design category W1DTHHEIGH1 X PRESS.FORCE F X sum F sum F) X avg Ss= 145.30 X (FT) (FT) (FT) (PSF) (KIPS) (K-F) SI= 49.50% ROOF 2nd ->Width del(I()= 21.2 a en• 3 4xa- 12 (1t) Fa= 1.00 EXP AREAL 10 60 850 10 60 10 20 0.92' 9.7 Fv= 1.50 EXP AREA 2 12.00 4.00 1060 2.70 0.13 1.4 EXP AREA 3 , 0.00, 0.0, 1.051 11.11 10.601 Sm(s)=Fa*Se= 1.45 Sm(1)=Fv'S1= 0.74 2nd LEVEL WALL EXP AREA 1 21 20 1000 1060 10 20 2.16 22.9 • SDs=2/3•Sm(s)= 0.97 E XP AREA 2 12.00 1000 10 60 2 70 0.32 3.4 SD1=2/3•Sm(1)= 0.50 E.XPAREA3 0.00 0.0 2.491 26.41 10.601 • • BASE SHEAR ROOF let ->Width 3eph(R)= 21.2 • E7(P AREA 11 I I 0.00 00 0.00 V=(1.2•SDs/R)'W EXP AREA 21 I 0.0 0.001 0.01 0.001 V= 0.179'W Eh=V ; Ev=0 ; E=Eh'rtq*Ev 1st LEVEL WALL Imo I Area of GI'fir= 1132 SF EXP AREA 1 21 20 200_ 10.60 10 20 0.43 4.6 Wall Shear(NS 1.22 Is Wall L(NS)= 650 LF EXP AREA 2 1200 2 00 10.60 2 70 0.06 0.7 Wall Shear(E-1N)= 3.62 kips Wall L(E-W)= 1175 LF EXP AREA 3 0.00 0.0 0.501 5.31 10.601 Story shear= 12.9 kips r_max(NS)= 0.146 1.0< rho= -2.07 <1.5 E-W DIRECTION r_max(E-W)= 0.239 1.0< rho= -0.49<1.5 WIDTHHEIGHI Y PRESS.FORCE F Y sum F sum F 1 Y avg rho■ 1.00 (FT) (FT) (FT) (PSF) (KIPS) (K-F) ROOF 2nd ->Width diaph(R)_ E=(Vmin<V<Vmax)•rno= 12.9 lops AT WALL EXP AREA 1 43 20 9 0d 18 60 1000 37 3. 72.3 13.0 kips AT GROUND EXP AREA 2 0.CE 0.0 E7(P AREA 0.00 0.0 3.891 72.31 18.601 Fx mm_=1076'W MARK NEIGH' Fx E per t ue per 2nd LEVEL WALL Level Level EXP AREA 1 37.20 10 00 18 60 10 20. 179 70.6 Rod(Top) 1 43.68 7.81 EXP AREA 2 1200 10 00 1850 2 70 0.32 6.0 7.81 78.11 EXP AREA 3 0.00 0.0 4.121 76.61 18.601 Floor(n-0) 1 28.501 5.10 12 91 103 91 ROOF 1st ->Width dii(8)= ;2 Floor(n-1) 1 0.00 1 EXP AREA 1 01301 0.0 ] I EXP AREA 2_ I awl 0.o 0.w1 0.01 0.001 Fioor(n-2) 1 0.00 I I 1 1st LEVEL WALL Floor(n3) l 0.00 I EXP AREA 1 37 27 200 1860 10 20 0.76 14.1 1 72.18 EXP AREA 2 17 pi; 2 00 1860 2 70 0.06 1.2 Mr=dead-I/2 min bldg widtd(kaiF 772 5 MEIN! EXP AREA 3 0.00 0.0 0.821 15.31 18.601 Xcf-s Ycf-s NS Xcf-w(Level I1min I Level E-W cf-w(Level 11minn I Level (It) (k) (kips) (kips) (Il-k) (8) (kips) (kips) (8-k) (II) (kips) (kips) (f-k) Roof 10.51 1885 5.58 7.81 701 Rod 1060 229 1.96 22.9 Rod 18.60 5.95 5.75 59.5 Floor 10.52 18 82 9.22 12-91 103 9 Floor 10.60 3.78 323 30.5 Floor 18.60 8.42 7.98 76.3 KITSAP CONSULTING ENGINEER 360-479-4423 Input; 114 '148S04200 9-LAT200618C-GREAT+BED.xIs SHEAR WALL CALCULATION Matthew 05/08/2009 /3 • CENTER OF MASS WALL TYPE: 1=INTERIOR WALL 0.008 ksf SHEAR WALL TYPE:G=GWB-UNBLOCKED(R=2) II=CRAWL SPACE 0 006 ksf GB=GWB WITH BLOCKING(R=2) E=EXT_WALL 0 033 ksf P=PLYWOOD OR 068-BLOCKED OE=OPENING EXT. 0 008 kaf SW=SHEAR WALL 0 000 la I LAYER: NUMBER OF LAYER OF PLYWOOD OR GWB ON THE WALL X=Measured Distance(PARALLEL to E-W DIRECTION)from REF.POINT to C.G.of member Y=Measured Distance(PARALLEL to N-S DIRECTION)from REF.POINT to C.G.of member 2nd LEVEL ROOF WIDTH DEPTH X Y JNIT N W W X W Y ID (U) (8) (R) 01) (k91) (tips) (k-8) (k-R) 1 ROOF , 26 20 43.20 10.601 18.60 0 021 23.8 251.9 442.1 11 2 Note. 2 0.0 0.0 QO Capacity of SW6 240 PLF 3 0.0 00, Capacity of SW4 350 PLF 4 0.0 0.0 0.0 Capacity of SW3 450 PLF 5 0.0 0.0 0.0 Capacity of SW2 585 PLF 1.30 6 0.0 0.0 0.0_ _Capacity of SW2-10 770 PLF 1.71 232 11 2 2nd LEVEL WALL 2W71-1 reduction WALL.ENGTHEIGHI X V JNIT N W W X W Y SW S OF (REQ IALLOW) ENO MUDSILL TYPE (R) 00 06 (5) (61) (666) (k-S) OH) TYPE LAYER Wa4D RXN SEISMIC 2nd LV Walk NSdi_r... .m % % _Imo)_ (KLF)1 1 1 E 37 20 10.00 0.00 18.60 0.0330 12.3 0.0 228.3 2 2(bath) I 800 10.00_ 8.00 3300 0.0060 0.6 5.1 21.1 3 4 E 37 20 10.00 21.20 18.60 0.0330 123 260.3 228.3 4 00000 0.0 0.0 0.0 5 00000 0.0 0.0 0.0 6 1 SW 7.00 10.00 0.00 4.00 0.0000 OA 0.0 QO 1.0 49 20 1.2 0.12 SW6 OK 7 1 SW 5.00_ 10.00 0.00 14.00 0.0000 00 0.0 0.0 1.0 51 21 1.3 0.12 SW6 OK 8 1 SW 5.00 1000 0.00 23.00 0.0000 0.0, 0.0 0.0 1.0 51 21 1.3 012 SW6 OK 9 1 SW _ 7.00 10.00 000 33.00 0.0000 0.0 0.0 0.0 1 0 49 20 1.2 0.12 SW6 OK 10 4 SW 71X) 10.00 21.20 4.00 0.0000 0.0 0.0 0.0 1 0 49 20 1.2 0.12 SW6 OK 11 4 SW 500 10.00 21.20 14.00 0.0000 0.0 0.0 0.0 1 0 50 21 1.3 0.12 SW6 OK 12 4 SW 5.00 10.00 21.20 23.00 06000 0.0 0.0 0.0 1 0 50 21 1.3 0.12 SW6 OK 13 4 SW 700 10.00 21 20 33.00 00000 0.0 0.0 0.0 1 0 49 20 1.2 0.12 SW6 OK 14 0.0000 0.0 0.0 00 15 r 0.0000 0.0 0.0 0.0 16 0.0000 0.0 0.0 0.0 17 0.0000 0.0 0.0 0.0 18 0.0000 0.0 0.0 0.0 19 0.0000 0.0 0.0 0.0 20 0.0000 0.0 0.0 0.0 21 0.0000 0.0 0.0 00 22 0.0000 0.0 0.0 0.0 23 0.0000 0.0 0.0 Q0 24 0.0000 0.0 0.0 00 25 0.0000 0.0. 0.0 0.0 W-2nd,(NS)• 25.19[laps] 2W/H reduction WALL-ENGTHIEIGH1 Y X JNIT N W W X W Y SW 8OF IREQ/ALLOW) END MUDSILL TYPE (R) (10 (6) (8) (16f) (kips) (k-1) (k-If) TYPE LAYER SEISMIC WIND RXN SEISMIC 2nd WWI b E-W dfr..Na1 x % ((IPS) (XLF)1 1 A E 21 20 10.00 0.00 10.60 0.0330, 7.0 74.2 0.0 , 2 B.7(bath) I 800 10 00 29.00 4.50 0.00E- .00 00 0.6 2.9 18.6 3 C E 21 20 10.00 37 20 10.60 0.0330 7.0 74.2 260.3 4 _ - 0.0000 0.0 0.0 0.0 5 0.0000 0.0 0.0 0.0 6 A SW 12 50 10.00 000 650 0.0000 0.0 0.0 0.0 P 1 0 • 72 77 1.9 0.17 SW6 OK 7 A SW 450 10 00 000 18 50 0.0300 0.0 0.0 0.0 P I 0 85 82 2.1 0.18 SW6 OK 8 C SW 12 50 101)0 37 20 6.50 0.0010 0.0 0.0 0.0 P 1 0 73 77 1.9 0.17 SW6 OK 9 C SW 4 50 10.00 37.20 18.50 0.0000 0.0 00 0.0 P 1.0 86 62 2.1 0.19 SW6 OK 10 00000 0.0 0.0 00 11 0.0000 0.0 0.0 00 12 0.0000 0.0 0.0 0.0 13 0.0000 0.0 0.0 0.0 14 0.0000 0.0 0.0 0.0 15 06000 0.0 0.0 0.0 16 0.0000 0.0 0.0 0.0 17 0.0000 0.0 00 0.0 18 0.0000 0.0 00 0.0 19 00000 0.0 0.0 0.0 20 0.0000 0.0 0.0 00 21 0.0000 00 0.0 0.0 22 0.0000 0.0 0.0 0.0 23 0.0000 0.0 0.0 0.0 241 I 0.00001 0. 0 0.0 0.0 25 0.0000 0.0 0.0 0.0 393 W-2nd,(E•W)• 14.63[kips[ KITSAP CONSULTING ENGINEER 360.479.4423 Input; 2/4 14SSO42009-LAT2006IBC-GREAT+BED.45 SHEAR WALL CALCULATION Matthew G 05/08/2009 l5 1st LEVEL ROOF IS WIDTH DEPTH X V JNIT W W X W Y AREA (or)2nd FLOOR (It) (R) (0) (R) OA NM) (k-It) 01-8) (st) 1 FLOOR 212C 3720 1'350 11 50 '1010 7.9 no 146.7 - 789 2 - 0.0 0.0 0.0 Note: 3 0.0 0.0 0.0 Capacity of SW6 240 PLF i 4 0.0 0.0 0.0 Capacity of SW4 350 PLF 5 0.0 0.0 0.0 Capacity of SW3 450 PLF 6 _ 00 0.0 00 Capacity of SW2 585 PLF 1.30 7 0.0 0.0 0.0 _ Capaciry of SW2-10 770 PLF 1 71 • • 7.9 789 1d LEVEL WALL 2WM reduction WALL_ENGTIIEIGH1 X Y ,91IT VL W W X W Y SW 9OF (REg/ALLOW) END MUDSILL • TYPE (R) (R) 00 (8) Oaf) OdR) 01.9) (k-9) TYPE LAYER ISMC WIND RXN SEISMIC • tat LV WY it N-S dnelfon % % _(KIPS) (IILF) 1 1 I I 37 20 200 000- 18 60 0.0060 0.4 0.0 8.3 2 4 II 37 20 2.00 21 20 18.60 0.0060 0.4 9.5 8.3 3 0.0000 0.0 0.0 0.0 4 0.0000 0.0 0.0 0.0 5 1 SW 6.50 2.00 0 DO 500 00000 0.0 0.0 0.0 1 0 79 32 0.4 0.19 SW6 OK 6 1 SW 6.00 2.00 000 1400 Q0000 0.0 QO 00 1 0 80 33 0.4 0.19 SW6 OK 7 1 SW 600 2.00 0.00 23 00 0.0000 0.0 0.0 00 1 0 80 33 0.4 0.19 9W6 OK 8 1 S W 6.50 200 000 32 50 0.0000 0.0 0.0 0.0 0 79 32 0.4 0.19 SW6 OK 9 4 I SW 6.50 2.001 21.20 5.00 0.0000 0.0 0.0 0.0 78 32 0.4 0.19 SW6 OK 10 4 SW 600 2.00 21.20 1400 0.0000 0.0 0.0 0.0 1 Ii 79 33 0.4 0.19 SW6 OK 11 4 SW 6.00 200 21 20 2300 0.0000 Q0 0.0 0.0 1 0 79 33 0.4 0.19 SW6 OK 12 4 SW 6.50 200 21 20 32 50 0.0000 00 00 00 1 0 78 32 0.4 0.19 SW6 OK 13 0.000 0.0 QO , 0.0 14 0.0000 0.0, 00 00 15 0.0000 0.0 0.0 0.0 16 0.0000 0.0 0.0 0.0 17 0.0000 0.0 0.0 0.0 18 0.0000 0.0 0.0 0.0 19 0.0000 QO 001 0.0 20 0.0000 0.0 0.0 Q0 21 0.000 0.0 0.0 0.0 22 0.000D 0.0 00 0.0, 23 0.0000 0.0 0.0 0.0 24 0.0000 0.0 0.0 0.0 • 25 0.0000 0.01 0.0 0.0 W-1st,(N-$)a 0.89(kips) • 2W/H reduction WALL_ENGT1-4EIGH1 Y X .MR N W W X W Y SW 9 OF (RED/ALLOW) END MUDSILL TYPE, (It) 0t) 00 . 00 . Oat) (IdDs) (k-9) . ($44) TYPE LAYER raMiC WIND RXN ccntMC 1itLYNY/faE-WdrKtlsa I % st (IIS) par) I A I I 21.20 2.00 0.00 10 60 0.0060 0.3 2.7 (10 2 C II 21.20 2.00 37.20 10 60 0.0060 0.3 2.7 95 - • 3 0.0000 0.0 0.0 0.0 -4 0.0000 0.0 0.0 0.0 5 A SW 750 2.00 000 550 00000 0.0 0.0 0.0 P 1 0 94 87 0.7 0.33 SW4 OK 6 A SW 7.50 2.00 0.00 1550 0.0000 0.0 0.0 0.0 P 1 0 94 87 0.7 0.33 SW4 OK 7 0.0000 0.0 0.0 0.0 8 C SW 11.75 2.00 37 20 7 70 0.0000 0.0 00 0.0 P 1.0 88 80 0.6 0.31 SW4 OK 9 C SW 3.00 2.00 37 20 18 20 0.0000 0.0 0.0 QO P 1.0 96 87 0.9 0.43 SW3 OK 10 0.0000 00 00 0.0 11 0.0000 0.0 0.0 0.0' 12 0.0000 0.0 0.0 0.0 13 0.0000 0.0 0.0 0.0 14 0.0000 0.0 0.0 0.0 15 0.0000 0.0 0.0 0.0 16 0.0000 0.0 0.0 0.0 17 0.0000 0.0 110 0.0 18 0.0000 00 0.0 0.0 19 - 0.0000 Q0 00 0.0 20 0.0000 0.0 0.0 0.0 21 00000 00 0.0 0.0 22 0.0000 0.0 Q0 0.0 23 `0.0000 0.0 0.0 0.0 24 _ 00000 0.0 0.0 0.0 I 25 I 0.0000 0.0 0.0 0.0 i:.•,_ - . r...:. 1.4 W-1st,(E-W). 0.51 hops) -,c W WX WY (lope) (k-ft) (k-ft) BEE SUM of 2nd-> 63.6 669 1199 10.5 18.8 . SUM TOTAL-> 72.9 767 1371 10.5 18.8 SILL PLATE 5/8&2X HF=1051 3/4 8 2X HF=1357 for Vep>350 p11->3X or 4X sit for 350<Vep<600->2X s ll with DOLI€LE THE J-BOLT 5/8 8 4X HF=1382 3/4 8 4X HF=1982 DIAPHRAGM (WHEN FLEX OUI.PH SUPPORTING CONC.OR MASONRY WALL,R<=4 FOR DIAPHRAGM FORCE ONLY; R FOR S.W.REMAIN THE SAME) DIAPHRAGM LOAD(when diaphragm supporting shear wall,add s.w.force to diaph.manually) - o=N.A. KITSAP CONSULTING ENGINEER 360-479-4423 Input; 3/4 14SS042009-LAT20061BC-GREAT+BED.xts SHEAR WALL CALCULATION Matthew G 05/08/2009 Sum of Sum of Sum or drag strut eq diaphragm wind diaph diaph ... MARK per 14i R Fi 1 vi •So max Wp/ N&S E&W N Fpx S E d.W N 8 S E 8 W per love as LN ea LN ea LN 25oc• 4•Soa Wpx Wpx Wpx Fpx Fpx fpr/1 l fpxn 4 Roof(Top) 43.68 4168 7.81 0.18 0.19 0.39_ .1' 31.06 36.36 6.02 7.05 4.30 5.03 2.29 5.95 0.20 0.16 Fioorfn-0) 28.50 72.181 12.911 0.181 0.191 0391 0.19/ 15.461 20.931 2.091 4.051 2141 2.001 1.491 2.471 0.101 0.081 Fioorfn-1) 0.00 1 1 1 1 I 1 I I I I 1 _I I I I I Fbor(n-2) 0.00 I 1 1 1 1 I I 1 I I I I I I I I • Floor(n-3) 72.18 DRAG STRUT use Load Comb (rep Em). Increase ail stress for ASD by 1.7(steel)8 by 1.7x1.33(wood) Em NE•Omega-o)need not exceed the maximum fare that can be transferred to the co0ector by ill diaphragm•121 other elements of the ILFRSI laferat force resisting system WOOD EXCEPTION<Omega-o=1>-Ill Ngfa frame Mood frm wI wd s w or WI gauge frm wI wd s.w);12)entire bldg supported by wood sw as stated on 11) if<Omega-0=1-meet the WOOD exception above>use Fpx/1.4 as design truce and increase the allowable stress for ASD by 1.33 for wand SUPP DISCONTINUITY=use Load Comb 1(req Em). Increase all stress for ASD by 1.7(steel)& by 1.7x1.33(wood) EXCEPTION.Ill Em not exceed the maximum face that can be transferred to the element by ILFRSI;[2(conc.slab supporting light frame(wood frm w/wd s w or light gauge frm w/ wd s.w.)->for EXCEPTION 121 use toad Comb(w/Omega-c1) case 1(CJ pp FR)&(CJ pp LOAD)=240 PLF - CJ=CONTINUOUS JOINT AT PANEL case 2,3,4,5,6(OTHERS)=180 PLF FR=FRAMING Diaphragm allowable shear value above base on LOAD=APPLIED LOAD unblock diaphragm,8d com nail 0 6-cc at supported edges pp=PERPENDICULAR 8d can nail a 6"oc at supported edges d=PARALLEL 12"oc at intermediate-framing spacing 24bc&6-cc for framing spacing 37oc or larger DA=Diaphragm Area WD=Width of Diaphragm between shearwall dl=distance between chords T/C=chord tension or compresion q=shear flow ROOF NS DIRECTION DA= 0 DA= 0 D1= 0 DA= 0 width of diaph(ft)WC 21.20 WD1 dl al WD2 d2 q2 WD3 d3 q3 WO4 d4 q4 length of diaph(It)LD= 37.20 0.0 0.00 0.0 0.00 0.0 0.00 C.0 C.00 F V w q QeN M d TIC M1 (TIC„ M2 (►/q2 M3 (T/q3 M4 (TIC$ EQ 4.30 2.15 0.203 0.058 0.180 11.40 36.70 0.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND 2.29 1.15 0.106 0.031 0.180 6.07 36.70 0.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2nd FLOOR or 1st ROOF NS DIRECTION DA= 0 ITA= C 1A= 0 D1= 0 width of diaph(ft)WCI 21.20 WD1 dl qt WD2 d2 42 WD3 d3 ci3 WD4 d4 q4 length of diaph(ft)Ltx 37.20 0 0 000 0 0 000 0 0 C 00 0 0 0.00 F V w q Qall M d TIC M1 (T/Cyr M2 (TIC)2 M3 (T/C)3 M4 (T/C)4 EC 2.14 1.07 0.101 0.029 0.180 5.67 36.70 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND 1.49 0.75 0.070 0.020 0.180 3.95 36.70 011 0.00 0.00 0.00_ 0.00 0.00 0.00_ 0.00 000 0.00 0.00 0.00 0.00 ROOF E-Nl DIRECTION DA= r DA= 0 M= DA= 0 width of diaph(ft)WI:7 37.20 WD 1 dl qt WD 2 d2 q2 WD3 d3 q3 WD 4 d4 q4 length of diaph(h)LE= 21.20 0.0 0.00 0 0 0 00 0.0 0.00 0 0 000 F V w q Oa M d TIC M1 (TfC)1 M2 (T/C)2 143 (T/CM 144 (T/CM EQ 5.03 2.52 0 135 0.119 0_180 23.40 20.70 1.13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND 5.95 2.97 0.160 0.140 0180 27.65 20.70 1.34 0.00 0.00 000 0.00 0.00 0.10 0.00 0.00 0.00 0.00 0.00 0.00 2nd FLOOR or list ROOF E-W DIRECTION DA= 0 CIA= C DA= 0 DA= 0 width of diaph(It)WD= 37.20 WD1 d1 q1 W13 d2 q2 WO d3 q3 WD4 d4 q4 length of diaph(ft)LL 21.20 0.0 0.00 0.0 0.00 0.0 0.00 0 0 0.00 F V w q Cell M d TIC M1 (TrC)1 M2 (TIC¢ 013 (T/CM M4 (TIC)1 EQ 2.90 1.45 0.078 0.068 0.180 13.47 20.70 0.65 0.00 0.00 0.00 0.00 0.00 0. 0.00 0.00 Q00 0.00 0.00 0.00 WIND 2.47 1.24 0.066 0058 0.180 11.49 20.70 0.56 0.00 0.00 0.00_ .MX) 0.(X) 0.0) 0.00 0.00 0.00 0.00 0.00 0.00 DBL TOP PLT SPLICE 2nd list 2nd let 1.34 0.85 1.34 065 NO SPAN DOUGLAS FIR LARCH S OF NAILS HEMFIR I OF NAILS MSTA18 140 16d BOX= 12.3.0 10 r, 5 2 16d BOX= -. 12? MSTA24 1 J... 10d COM= 3'o 10d COM= ST6215 :. 16d COM= 144 2 • 160 COM= _ . _ - ST6224 7D MSTC28 2x6 DFS2 5335 2x6 HFS2 MSTC40 . 2x6 DF12 5?1 2x8 HFS2 OSCAR(/L) HST3PC STH136 MSTC40 • STHD10 MSTC52 STFID14 MSTC66 PHD6 HTS30 HDQ8-SDS3 LFTA HDU11SDS2.5 HHDQ14SDS2.5 • J-BOLT J-BOLT SILL PLAT 5/8&2XHF=1051 314&2XHF=1357 for Veq>350 pit->3X or 4X modsllt for 350<Veq<600->2X muosill with DOUBLE THE J-BOLT 5/8 8 4X HE=1382 3/1&4X HE=1982 KITSAP CONSULTING ENGINEER 360-479-4423 Input; 4/4 '14SS042009-LAT2006IBC-KITCHEN.x1s SHEAR WALL CALCULATION Matthew G 05/08/2009 7/ BUILDING IDENTIFICATION : Gookstetter- 105 Kelly Dove. Port Lod ow, WA -- KITCHEN Note: For the purpose of this calculation- the NORTH direction will be assume in the direction from the BOTTOM to the TOP of the DRAWING PAGE. A=horizontal-CORNER(2a)-wall ASCE ISEI 7-05 & 2006 IBC-International Building Code B=horizontal-CORNER(2a)-roof WINO FORCE ps=A •/(zt•hr•ps30• 1 C=horizontal-INTERIOR-well SEISMIC FORCE ROOF SLOPE(Y/12)= 0=horizontal-INTERIOR-roof MARK NEIGH-LEIGH♦<-Base on lump sum weight EXPOSURE_ .. E=vertical-CORNER(2a)-windward (Ides) ( 8 I Kt= F=vertical-CORNER(2a)-leeward Roo(-2nd FL 10.8 1000 <-Base on diaph height lw= G=vertical-INTERIOR-windward 2nd-1st Flool 7.0 200 <-Base on diaph height WIND SPEED= 15 (mph) H=vertical-INTERIOR-leeward •.=HORIZONTAL pressure DS=VERTICALpressure(worst HEIGIF X Kzt by A B C D E F G H 40 1.09 1.00 ME IliZSZINEM IfEININI&:7 5.45 -8.50 4.69 -7.30 sum(weight) 17.8 35 1.05 1.00 100 13.55 9.24 IM® 5.25 -8.19 4.52 -7.04 18.0 30 1.00 - 1.00 1.00 12.90 8.80 10.20 7.00 5.00 -7.80 4.30 -6.70 25 1.00 1.00 1 /1 1 12.90 8.80 10.20 7.00 5.00 -7.80 4.30 -6.70 SITE cuss= D s a l type 20 - 1.00 1.00 1.00 12.90 8.:1 10.20 7.00 5.00 -7.80 4 30 -66.70 le= 1 OC 15 1.0 0 1.0) 1 1 1 1 2 9 0 8:1 1 0 2 0 7 " 5.00 -7.80 4.30_ -6.70 R= 5 50 N-S DIRECTION SDC= 9.seismic design category WIDTHIEIGHI X PRESS.FORCE F X sun F sum F X X avg S5= 145 30% (FT) (FT) (FT) (PSF) (KIPS) (K-F) 51= 49 50% ROOF 2nd ->Width diaph(R)= 13 2 a(Il)a 3 4xa= 12(ft) Fa= 1 00 EXP AREA 1 0.00 0.0 Fv= 1 50 EXP AREA 2 0.00 0_0 EXP AREA 3 0.00 D.o 0.001 0.01 0.00! Sm(s)=Fa*Ss= 1.45 Sm(1)=Fv•S1= 0.74 2nd LEVEL WALL EXP AREA 1 0.00 0.0 SDs=2/3•Sm(s)= 0.97 EXP AREA 2 0.00 0.0 501=2/3•Sm(1)= 0.50 EXP AREA 0.00 00 0.001 0.0! am] Lt.1-?3?:l y�:a ROOF 1st ->Width daub(II)= 13.2 EXP AREA 1 0.00 00 V=(1.2•SDs/R)'W EC'AREA 2 - 0.00 0-0 0.001- 03 V= 0.179•W Eh=V ; Ev=0 : E=Eh•rho.Ev 1st LEVEL WALL rho Area at Gr Or= 295 SF EXP AREAL 0.00 0.0 Wall Sheer(N-S)= Sarnia kips Wall L(NS)= #4k4II LF EXP AREA 2 0.00 0.0 Wall Shear(E-W)= shoat# kips Wall L(E-W)= /1Ii# LF EXP AREA 3 0.00 0.0 0.001 001 0.00 Story sheer= 1 9 kips r_max(NS)= 41818 1.0< rho= suss <1.5 E-W DIRECTION rmax(E-W)= 48118 1.0< rho= Ma <1.5 WIDTHHEIGFIT Y PRESS.FORCE F Y sun F sum F 1 V avg rho• 1.00 sr-a#4 (FT) (FT) (FT) (PSF) (KIPS) (K-F) ROOF 2nd ->Width diaph(8)= 16 2 E=(Vmin<V<Vrrrax)10o= 3.2 kips AT WALL EXP AREA 1 16 2_0 6 00 8 10 1000 0.97 7.9 3.2 kips AT GROUND EXP AREA 2 0.00 D.0 DP AREA 3 0.00 0.0 0.971 7.91 8.101 Fx mn=10• •W MARK la Fx E per ��7�!� ■x R 2nd LEVEL WALL Level EXP AREA 1 8 70 8 10 10 20 1.44 11,6 Roof(Top) 10.84 1.94 EXP AREA 2 :32 8 70 8 10 2 70 0.28 2.3 1.91 19.41 EXP AREA 0.00 0.0 1.721 13.9! 8.1J Floor(n-0) 6.98 1 1.25 3.21 25.81 ROOF 1st ->Width diar(0)= 16 2 Floor(n-1) 0.00 1 EXP AREA 1 0.00 00 1 3 EXP AREA 2 1 0.00 0.0 0.001 0.01 0.001 Floor(n-2) 1 000 1 I 1st LEVEL WALL Floor(n-3) 0.00 1 EXP AREA 1 16 29 2 00 6 1C 10 20 0.33 2.7 17.83 EXP AREA 2 'OJ 0 00 6 10 2 70 0.06 0.5 Mr=dead'1/2 min b dg wilt(k-I1)= 118.9®©© EXP AREA 3 0.00 0.0 0.401 3.21 8.101 E-W N-S E-W Xd-s Ids •"r r r s---a c r �1 NS Xd-w ®� . EW Ydw ERROR- 01) (8) (81es) (bps) (11-k) DO roes) raps) (3-k) (R) nor+) WPM (hl-k) =-4 Rod 660 8.10 1.30 1.94 19.4 Rod ARIA 0.00 0.00 0.0 Rod 8.10 1.83 1.68 18.3 Floor 6.60 8.10 2.28 3.19 25.8 Floor Mtn 0.00 0.00 0.0 Floor 8.10 2.89 2.54 241 REV--(- GOO4-7t,JATE F! (.fa.4L1,,te 6c, 2. ) KITSAP CONSULTING ENGINEER 360-479-4423 Input; 1/5 14SS042009-LAT2006IBC-KITCHEN.xts SHEAR WALL CALCULATION Matthew G 05/08/2009 9/3 CENTER OF MASS WALL TYPE: I=INTERIOR WALL - lest SHEAR WALL TYPE: G=GWB-UNBLOCKED(R=2) I I=PARTY WALL ksf GB=GWB WITH BLOCKING(R=2) E=EXT.WALL _ lest P=PLYWOOD OR OSB-BLOCKED OE=OPENING EXT. 0 CGb ksf SW=SHEAR WALL 0 000 Itsf I LAYER: NUMBER OF LAYER OF PLYWOOD OR GWB ON THE WALL X=Measured Distance(PARALLEL to E-W DIRECTION)front REF.POINT to C.G.of member Y=Measured Distance(PARALLEL to NS DIRECTION)front REF.POINT to C.G.of member 2nd LEVE7.ROOF WIDTH DEPTH X Y JNIT N W WX WY ID (n) (R) (Q DI) (ksf) (kips) (k-It) (k-R) 1 ROOF 18 20 16.20 6 60 8.10J 0.021 6.2 40.9 50.2 295 1ote. 2 a0 0.0 001 0 Capacity of SW6 240 PLF 3 0.0 0.0 00 0 Capacity of SW4 350 PLF 4 0.0 0.0 0.0 0 Capacity of SW3 450 PLF 5 0.0 0.0 0.0 0 Capacity of SW2 585 PLF 1 30 6 0.0 Q.0_ 0.0 0 Capacity of SW2-10 770 PLF 1.71 82 295 2nd LEVEL WALL 2W(I-1 reduction WALL.ENGTI4EIGH1 X Y JJIT N W W X W Y SW OF (REO/ALLOW) END MUDSILL TYPE tE) 64 01) R) IWO (kips) Ot-R) pc-R) TYPE LAYER �LSMIC WIND RXN SEISMIC 2nd LVWYbN-S imam f % % (KIPS) (KLF) 1 2 E 16.20 8.70 0.00 6.10 0.0330 4.7 00 37.7 2 3 E 16 20 8.70 13.20 5.1C 0.0330 4.7 61.4 327 3 0.0000 0.0 0.0 0.0 4 0.0000 0.0 0.0 0.0 5 0.0000 0.0 0.0 0.o' 6 0.0000 0.0 0.0 0.0 7 0.0000 0.0 0.0 ao 8 - - 0.0000 00 00 0.0 9 0.0000 0.0 0.0 0.0 10 0.0000 0.0 0.0 0.0 11 0.0W0 0.0 0.0 0.0 12 0.0000 0.0 0.0 0.0 13 0.0000 0.0 0.0 0.0 14 0.0000 0.0 0.0 0.0 15 0.0000 0.0 0.0 0.0 16 0.0000 0.0 0.0 Q0 17 0.0000 0.0 0.0 0.0 18 0.0000 0.0 0.0 00 19 _ 0.000 0.0 0.0 00 20 0.0000 0.0 0.0 0.0 21 0.CCOO 0.0 0.0 0.0 22 0.0000 0.0 0.0 0.0 23 0.0000 0.0 0.0 0.0 24 _ 0.0000 0.0 0.0 0.0 25 0.0000 0.0 0.0 0.0 W-2nd(M-S)' 9-30(Ides) 2WM reduction WALL.ENGTWEIGH1 Y X J IT W W W X W Y SW OF (Rea/ALLOW) END MUDSILL TYPE (8) (II) 61) (R) 6M 19p4) ((4) (k#) TYPE LAYER SEISMIC WIND RXN SEISMIC 2 M Ws E-W direction % % (TOPS)_ (KLF) 1 0.0000 0.0 0.0 0.0 2 0.0000 0.0 0.0 0.0 3 0.0000 0.0 0.0 0.0 4 0.0003 0.0 0.0 0.0 5 0.0000 0.0 0.0 0.0 6 0.0000 0.0 0.0 0.0 7 0.0000 0.0 0.0 0.0 e 0.0000 0.0 00 0.0 9 0.0000 0.0 0.0 0.0 10_ 0.0000 0.0 0.0 0.0 11 0.0000 0.0 0.0 0.0 12 0.0000 0.0 0.0 0.0 13 0.0000 0.0 0.0 0.0 14 0.0000 0.0 0.0 0.0 15 - 0.0000 0.0 0.0 0.0 16 _ _ 0.0000 0.0 0.0 0.0 17 0.0000 0.0 0.0 0.0 18 0.0000 0.0 0.0 00 19 00000 0.0 0.0 00 20 - 0.0000 0.0 00 00 21 0.0000 0.0 0.0 0.0 22 0.0000 0.0 0.0 0.0 23 0.0000 0.0, 0.0 0.0 24 0.0000 0.0 0.0 0.0 25 I 0.00001 0.0 0.01 0.0 -2nd.(E-BU). 0-00 DOW KITSAP CONSULTING ENGINEER 3804794423 Input; 215 • 14SS042009-LAT2006IBC-KITCHEN.)ds SHEAR WALL CALCULATION Matthew G 05/08/2009 4, 1st LEVEL ROOF& WIDTHIDEPTH X Y MIT 1A W W X W Y AREA (or)2nd FLOOR (R) (10 1M (R) 0181) (Ides) (k-R) 0k-It) (sf) 1 FLOOR '320 10 2". E'1 813 2.1 14.1 17.3 214 2 _ 0-0 0.0 0.0 0 Note: 3 a0 0.0 0.0 0 Capacity of SW6 240 PLF 4 0.0 0.0 0.0 0 Capacity of SW4 350 PLF 5 _ 00 0.0 0.0 0 Capacity of SW3 450 PLF 6 0.0 0.0 0.0 0 Capacity of SW2 585 PLF 1 3C 7 0.0 0.0 0.0 _ 0 _Capacity of SW2-10 770 PLF 1 71 2.1 214 1st LEVEL WALL 2WM reduction WALL,ENGTHEIGH1 X Y .111TH W W X WY SW 0 OF (REO IALLOW) END MUDSILL TYPE (R) (R) 00 (R) 0180 flops) (k4) (kaq TYPE LAYER SEISMIC WEND RXN SEISMIC 18tLVWditN4di.cron % % "(KIPS)_ (KLF) 1 1 2 II 16 20 200 000 8 10 0-00110 0.2 0.0 1.6 2 3 I I 16.20 2 00 13 20 8 10 0.0080 0.2 2.6 1.6 3 13.0000 0.0 0.0 0.0 4 -0.0300 0.0 0.0 0.0 5 0.0000 0.0 0.0 0.0 6 00000 0.0 0.0 a0 • 7 0.0000 0.0 0.0 00 8 011000 00 0.0 0.0 9 0.0000 0.0 0.0 0.0 10 0.0000 0.0 0.0 0.0 11 0.0000 0.0 0.0 0.0 , 12 0.0000 0.0 0.0 0.0 13 0.0000 0.0 0.0 , 0.0 14 00000 0.0 0.0 0.0 15 '0.0000 0.0 0.0 0.0 16 0.0000 0.0 0.0 0.0 17 0.0000 0.0 0.0 0.0 18 0.0000 0.0 0.0 0.0 19 0.0000 0.0 0.0 0.0 20 0.0000 0.0 0.0 0.0 21 0.0000 0.0 0.0 0.0 22 0.0000 0.0 0.0 0.0 23 0.0000 0.0 0.0 0.0 24 0.0000, 00 0.0 0.0 25 I I l 0.0000 0.0 0.0 0.01 1 W-11t.(N-S)= 0.39[kips) 2WM reduction WALL.ENGT}EIGH1 Y X .101 1A W W X W Y S1N I OF (REO/ALLOW)- END MUDSILL TYPE (8) (R) (8) (6) (ks0 (Ides) (k41) 0I-R) TYPE LAYER vac WINO RXN SEISMIC 1 at LII Ws II InE-WJ.esion % % _(KIPS) (ELF) 1 1 I 0.0000 0.0 0.0 0,0 2 _ 0.0000 0.0 0.0 0.0 3 0.0000 0.0 0.0 0.0 4 0.0000 0.0 0.0 0.0 5 '0.0000 0.0 0.0 0.0 6 0.0000 0.0 00 0.0 7 0.0000 0.0 0.0 0.0 8 0.0000" 0.0 0.0 0.0 9 0.0000 0.0 0.0 00 10 0.0000 0.0 0.0 0.0 11 0.0000 0.0 0.0 0.0 12 0.0000, 0.0 0.0 0.0 13 0.0000 0.0 0.0 0.0 14 _ 00000 0.0 0.0 0.0 15 0.0000 0.0 0.0 0.0 16 0.0000 0.0 0.0 0.0 17 0.11000 0.0 00 0.0 18 0.0000 00 0.0 0.0 19 _ _0.0000 0.0 0.0 0.0 20 0.0000 0-0 0.0 0.0 21 0.0000 0.0 0.0 0.0 22 0.0000 0.0 0.0 0.0 23 0.0000 0.0 0.0 0.0 24 0.0000 0.0 0.0 0.0 25 I _ 0.0000_ 0.0 0.0 0.0 -i^ 7.1^f. ^ 0.4 W-tst.(E-114). 0.00 Wipe) s.13403 2370! ft1L,. W W X W Y ®® • (kips) (k-ft) (k-R) t1UatW� SUM of 2nd-> 15.5 102 125 6.6 8.1 • SUM TOTAL-> 18.0 119 146 6.6 8.1 • •• .',/.or MyTQ2. SILL PLATE 5/8&2X HF=1051 3/4 8 2X HF=1357 for Vep>350 olf->3X or 4X sal for 350<Vea<600->2X sal wdh DOLSY E THE.1-BOLT 5/8 8 4X HE=1382 3/4 8 4X HF=1982 DIAPHRAGM (WHEN FLEX DIAPH.SUPPORTING CONC.OR MASONRY WALL,R<=4 FOR DIAPHRAGM FORCE ONLY, R FOR S.W. REMAIN THE SAME) DIAPHRAGM LOAD(when diaohraom suuoortina shear wall.add s-w.force to diaph.manually) - o=N A KITSAP CONSULTING ENGINEER 360-479-4423 Input. 3/5 • • 148S042009-LAT2006IBC-KITCHEN.ds SHEAR WALL CALCULATION Matthew G 05/08/2009 !() 2 Sum of Sum of Sum otx drag strut eq diaphragm wed diaph daph load 1 l MARK 1N N1 Fi Fi l FY min max Fax/ N&S E&W N&3 E&W N&S E&W E&W • • per r teve bee ea Litt ea LN ea Lvl 2'Sos 4'Sns• Wpx Wpx Wpx Fpx Fpx Fpr./1 4 Fpxo 4 ki._ ki._ ki.- k•- k k•- - - ... .. lot- . Roof(Top) 10.84 10.84 1.94 0.18 0.19_ 0 39_ 0.19 6 19 10 84 120 2-10 0.86 1.50 0 00 1 83 0.06 0 11 Floor(r)-0) 6.98 17.831 3.191 0 181 0.191 0.391 0.19] 2 141 6 981 0.411 1.351 0.301 0971 0 001 1 061 0 021 0 071 Floor(n-1) 0.00 I I I 1 I I I I I I I I L. 1 I I Floor(n-2) 0.00 I I I 1- 1 I I I I 1 I 1 1 L 1 I Fkxx(n-3) 17.83 DRAG STRUT:use Load Comb (req Em). Increase at stress for ASD by 1 7(steel)& by 1.7x1.33(wad) Em(=E'Omega-o)need not exceed the maximum force that can be transferred to the collector by Ill diaphragm+RI other elements of-the ILFRSI lateral force resisting system WOOD EXCEPTION<Omega-o=1>-Ill frame Mood frm w/wd s.w or light gauge tan w/wd s vv.):RI entire bldg supported by wood sw as staled on 11) if<Omega-o=1-meet the W000 exception abo e>use FpJ1.4 as design force and increase the alloweble stress for ASO by 133 for wort SUPP OtSCOIRINUITY=use Load Comb 1(rect Em)_ Increase all stress for ASD by 1.7(steel)& by 1.7x1.33(wood) EXCEPTION'Ill Em not exceed the maximum force that can be transferred to the element by ILFRS1,[2)conc.slab supporting ION frame(wood frm w/wd s.w or light gauge frm w/ wd s.w.)->for EXCEPTION 121 use bad Comb(wt Omega-c1) case 1(CJ pp FR)&(CJ pp LOAD)=240 PLF CJ=CONTINUOUS JOINT AT PANEL case 2,3,4,5,6(OTHERS)=180 PLF FR=FRAMING Diaphragm allowable shear value above base on - LOAD=APPLIED LOAD unblock diaphragm,Bd can nail(4 6-oc at supported edges pp=PERPENDICULAR 8d tom nail 6bc at supported edges of=PARALLEL 12'oc at intermediate-framing spacing 24'oc&6'oc for framing spacing 37oc or larger DA=Diaphragm Area WD=Width of Diaphragm between shearwall dl=distance between chords T/C=chord tension or compresion q=shear flow ROOF N-S DIRECTION DA= 0 D4= 0 DA= 0 DA= 0 width of diaph(ft)WT:= 13.20 WD 1 dl q1 WD 2 R q2 WD 3 d3 q3 WD 4 d4 q4 length of diaph(ft)LI. 16.20 0.0 0.00 0 0 000 0.0 000 0.0 0.00 F V w q Oak M d TIC MI (T/C)1 M2 (T let M3 (T/CJ3 M4 (TIC)4 E() 0.86 0.43 0.085 0.026 0.180 1.41 15.70 0.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND 0.00 0.00 0.000 0.000 0.180 0.00 15.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2nd FLOOR or 1st ROOF N-3 DIRECTION DA= 0 DA= 0 DA= 0 DA= 0 width of diaph(ft � W )W 13.20 WD 1 dl q1 WD 2 d2 d2 D 3 d3 q3 WO 4 d4 q4 - length of diaph(ft)Llk 16.20 0.0 0.00 0 0 0.00 0 0 0.00 3.0 0.00 F V w q Qall M d T/C Mt (TIC►1 M2 (T/q2 143 (T/C)5 M4 (TICK EQ 0.30 0.15 0.022 0.009 0.180 0.49 15.70 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND 0.00 0.00 0000 0.000 0.180 0.00 1570 0.0(1 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ROOF E-W DIRECTION DA= 0 DA= 0 DA= 0 Om4= 0 width of diaph(ft)WC 16.20 WO dl q1 WO d2 q2 WD3 d3 q3 WD d4 q4 length of diaph(ft)LO= 13.20 00 0.00 0.0 0 00 3 0 000 0 0 0.00 F V w q Call M d T/C M1 (TIC)1 M2 (T/C)2 M3 (TICp M4 (T/C14 EO 150 0.75 0.093 0.057 0.180 3.04 12.70 0.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND 1.83 0.92 0.113 0.069 0.180 3.71 12.70 0.29 0.00 0.00 0.00_ 0.00 000 0.00 0.00 0.00 0.00_ 0.00 0.00 0.00 2nd FLOOR or 1st ROOF E-W DIRECTION DA= 0 DA= DA= 0 DA= 0 width of diaph(ft)WD= 16.20 WD 1 d1 q1 WD 2 d2 q2 WO 3 d3 q3 WD 4 d4 q4 length of diaph(ft)L(1= 13.20 0.0 0.00 0 0 0 00 1 0 000 00 0.00 F V w q ()all M d T/C 141 (T MN M2 IT M3 (TIC)3 M4 (T/C14 EL) 0.97 048 0.060 0.037 0.180 1.96 12.70 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND 1.06 0.53 0.065 0.040 0.180 2.14 12.70 0.17 0.00 0.00 0.00 0.00 000 0.00_ 0.00 0.00 0.00 0.00 0.00 0.00 DBL TOP PLT SPLICE 2nd 1st 2nd 1st 0.29 0.17 029 0.17 NO SPAN DOUGLAS FIR LARCH f OF NAILS HEMFIR f OF NAILS MSTA18 '4C 16d BOX= 16d BOX= • MSTA24 10d COM= - 10d COM= ST6215 16cl COM= -- . 16d COM= . ST6224 .. MSTC28 2x6 DFS2 2x6 l-1F12 54=!E7,. MSTC40 2x8 DR/2 ' 2x8 FF72 -.....' DSC4R(A.) _ HST3PC - ST}D8 • MSTC40 STI1310 2,-...-:.".. 7. . _ - - _ MSTC52 5/4050 4055 ST1014 __ MSTC66 35 r 5054 05 01 PFDB HTS30 . HOW-c 3 LFTA H01111S0S2.5 HF10014SD52.5 •--_ J-BOLT J-BOLT SILL PLATE SB&2X HF=1051 3/4 8 2%HF=1357 for Veq>350 or->3X or 4X mudsnll for 350<Veq<600->2X mudsill wth DOUBLE THE J-BOLT 5/8&4X HF=1382 3/4&4%HF=1982 KITSAP CONSULTING ENGINEER 360-479-4423 Input: 4/5 14SS042009-LAT2006IBC-KITCHENAs SHEAR WALL CALCULATION Matthew G 05/08/2009 !I !3 AISC 7-05, SECTION 13-ARCHITECTURAL,MECHANICAL,AND ELECTRICAL COMPONENTS AND SYSTHMS Rho=1.0 reliabilM/redundancy factor ap= 00 Tab 135-1-p146-arch component Tab 13.6-1-049-mach/Meet RD= 2 50 Tab 13.5-1-p146-arch component Tab 13.6-1-p149-mach/Nact • ID= 100 1.5 for essential for operation after ea and hazardous content/facility z= 12.00(11)-elevation of attachment above the base h= 12.00(II)-elevation of arg roof height above the time -diaoh= 12.00 Wp= 10.84(lips) a �yJaS SOS= 097 1331 Fp=o.4'ap'S135/(Rpfp)`(1•TLh)`Wp FP= 5.04 (kips) 13.3-2 Fp,max=1 6 SDS'Ip'Wp Fp,max= 16.50 (kips) FP= 5.04 (kips) /4 1,Ur 11- !TALL 13.33 Fp,min=0.3•SDS•I0Wp Fp.min= 3.15 (kips) 11-/436,X1- AISC 7-05, SECTION 9.5.2.6.1.14-LOAD PATH CONNECTIONS 3/5 r Lek(n X ‘V L ((,r ti•t1 ,1) L)'F pR TIES BETWEEN PORTION=male of(0.13Y& .0.05r'Wp of smaller portion => 0.129 x WD of smaller portion d bIit9 1 N 1 1-397(kips) SU4 aj°ti (ly1 !(4 Lie POSITIVE CONNECTION AT EA BM,GIRDER,TRUSS=5%'(Wd+ vvq => 0.05 x rvvd+WO ,l 5k `�( 0.54(kips) L S-04 47112t Km 41PE C p '34)4 s l 'MO Xl-6< Or(,7 31I 1s L-y prL2 4 su.-6*3 I/Z .14T = Qba XId. 0•4-171.IS�ise- 9— r2--6 r T.r1- To L-1. 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IN domspout serves up to :s 700 sf.Of roof liE�� 50'min. I Vegetated �....... .T::a:::l flow path t E, „ Splash b'oc c n T Downspout extension • NTS •i Splash bloom Figure 3.7 Typical Downspout Splashblock Dispersion I ` 3-16 Volume III—Hydrologic Analysis and Flow Control BMPs ebruary 2005 • • I Design Criteria for Splashblocks A typical downspout splashblock is shown in Figure 3.7. In general,if the ground is sloped away from the foundation and there is adequate vegetation and area for effective dispersion,splashblocks will adequately disperse storm runoff If the ground is fairly level,if the structure includes a basement, or if foundation drains are proposed,splashblocks with downspout extensions may be a better choice because the discharge point is moved away from the foundation. Downspout extensions can include piping to a splashblock/discharge point a considerable distance from the downspout, as long as the runoff can travel through a well-vegetated area as described below. The following apply to the use of splashblocks: 1. A vegetated flowpath of at least 50 feet should be maintained between the discharge point and any property line,structure, steep slope, - stream,wetland,lake,or other impervious surface. Sensitive area buffers may count toward flowpath lengths. 2. A maximum of 700 square feet of roof area may drain to each splashblock. 3. A splashblock or a pad of crushed rock(2 feet wide by 3 feet long by 6 inches deep)should be placed at each downspout discharge point. 4. No erosion or flooding of downstream properties may result. 5. Runoff discharged towards landslide hazard areas must be evaluated by a professional engineer with geotechnical expertise or a qualified geologist. Splashblocks may not be placed on or above slopes greater than 20%or above erosion hazard areas without evaluation by a professional engineer with geotechnical expertise or a licensed geologist,hydrogeologist, or engineering geologist, and jurisdiction approval. 6. For sites with septic systems,the discharge point must be downslope of the primary and reserve drainfield areas. This requirement may be waived if site topography clearly prohibits flows from intersecting the drainfield or where site conditions(soil permeability, distance between systems, etc)indicate that this is unnecessary. JEFFERSON COUNTY OCR February 2005 Volume ll!—Hydrologic Analysis and Flow Control BMPs 3-15 h • • Whenever possible,the entrance shall be constructed on a firm, compacted subgrade. This can substantially increase the effectiveness of the pad and reduce the need for maintenance. Maintenance • Quarry spalls(or hog fuel)shall be added if the pad is no longer in Standards accordance with the specifications. • If the entrance is not preventing sediment from being tracked onto pavement,then alternative measures to keep the streets free of sediment shall be used. This may include street sweeping, an increase in the dimensions of the entrance, or the installation of a wheel wash. • Any sediment that is tracked onto pavement shall be removed by shoveling or street sweeping. The sediment collected by sweeping shall be removed or stabilized on site. The pavement shall not be cleaned by washing down the street,except when sweeping is ineffective and there is a threat to public safety. If it is necessary to wash the streets,the construction of a small sump shall be considered. The sediment would then be washed into the sump where it can be controlled. • Any quarry spalls that are loosened from the pad,which end up on the roadway shall be removed immediately. • If vehicles are entering or exiting the site at points other than the construction entrance(s), fencing(see BMPs C103 and C104) shall be installed to control traffic. • Upon project completion and site stabilization, all construction accesses intended as permanent access for maintenance shall be permanently stabilized. Orivaway shag meet the requirements of the permitting apmcy It k recommended that the entrance be crowned so that nnot drains off the pad c4 y f ♦ I II there roadside -�v :� 1e dACh present 4*-11'gWny spell' Geed:th .r` 12'win.thickness�! ,`5 \I; Provide width or Ingress/egress area Figure 4.2—Stabilized Construction Entrance February 2005 Volume II—Construction Stormwater Pollution Prevention 4-9 • • BMP C105: Stabilized Construction Entrance Purpose Construction entrances are stabilized to reduce the amount of sediment transported onto paved roads by vehicles or equipment by constructing a stabilized pad of quarry spalls at entrances to construction sites. Conditions of Use Construction entrances shall be stabilized wherever traffic will be leaving a construction site and traveling on paved roads or other paved areas within 1,000 feet of the site. On large commercial,highway,and road projects,the designer should include enough extra materials in the contract to allow for additional stabilized entrances not shown in the initial Construction SWPPP. It is difficult to determine exactly where access to these projects will take place; additional materials will enable the contractor to install them where needed. Design and • See Figure 4.2 for details.Note:the 100' minimum length of the Installation entrance shall be reduced to the maximum practicable size when the Specifications size or configuration of the site does not allow the full length(100'). • A separation geotextile shall be placed under the spalls to prevent fine sediment from pumping up into the rock pad. The geotextile shall meet the following standards: _ Grab Tensile Strength (ASTM D4751) 200 psi min. Grab Tensile Elongation (ASTM D4632) 30% max. Mullen Burst Strength(ASTM D3786-80a) 400 psi min. AOS(ASTM D4751) 20-45(U.S. standard sieve size) • Consider early installation of the first lift of asphalt in areas that will paved;this can be used as a stabilized entrance. Also consider the installation of excess concrete as a stabilized entrance. During large concrete pours, excess concrete is often available for this purpose. • Hog fuel(wood-based mulch)may be substituted for or combined with quarry spalls in areas that will not be used for permanent roads. Hog fuel is generally less effective at stabilizing construction entrances and should be used only at sites where the amount of traffic is very limited. Hog fuel is not recommended for entrance stabilization in urban areas. The effectiveness of hog fuel is highly variable and it generally requires more maintenance than quarry spalls. The inspector may at any time require the use of quarry spalls if the hog fuel is not preventing sediment from being tracked onto pavement or if the hog fuel is being carried onto pavement. Hog fuel is prohibited in permanent roadbeds because organics in the subgrade soils cause degradation of the subgrade support over time. • Fencing(see BMPs C103 and C104) shall be installed as necessary to restrict traffic to the construction entrance. 'AU DCD 4-8 Volume 11— Construction Stormwater Pollution Pnsvention February 2005 Jefferson County DCD buy,..._ • Correction Notice PERMIT NUMBER OWNER ,04ZAt,� JOB LOCATION [n'S O 4 l Inspection of this structure has found the 011owin violations: "AAA heko, �?-�� 01--L CQe ..e% l 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 q ,. Inspectors BUILDING DIVISION (360)379-4450 INSPECTION HOTLINE(360)379-4455 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE • Jefferson County Building ision Permit N er: BLD09-00202 Applicant: GOOKSTETTER BUILDING PERMIT INSPECTION APPROVALS applicable Code: 2006 International Building Codes To schedule inspections, call (360)379-4455 no later than 7:00 AM the day of the inspection. Requests received after 7:00 AM will not be scheduled for that day's inspections. ELECTRICAL PERMITS are issued by the Washington State Department of Labor& Industries. The electrical permit must be signed off by the State Inspector prior to the County's Framing Inspection Inspection Item Date Approval Signature Notes Setbacks e°3tDc( Minimum setback from Kelly Drive right-of-way shall be 20 feet. Minimum sideend rear yard setbacks shall bo 5 foot, Erosion Control SEE CONDITION 2 � _._�� 1771 i .VI wt ar r-•- .- ' Foundation Footing 5 T-7-fle twry AVL Footing Drains Foundation Stem Wall Underground Plumbing / t Under Floor Framing P) /q t( (61-P Straps(hold downs) Ext. Shear Wall Nailing Rough-in Plumbing Framing Blocking Airseal Insulation: Walls Insulation: Floors Insulation: Ceiling Int. Shear Wall Nailing Wallboard Nailing Gas Line: Interior Gas Line: Exterior Propane Tank Heat/Chimney Clearance Drywell/Alt Drainage SEE CONDITION 1 FOR SPLASHBLOCKS Address Posted FINAL INSPECTION FINAL INSPECTION MUST BE APPROVED PRIOR TO BUILDING BEING OCCUPIED THIS PERMIT IS VALID FOR ONE YEAR BUILDING PERMIT S Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT #: BLD09-00202 Received Date: 7/6/2009 SITE ADDRESS: 105 KELLY DR Issue Date 8/19/2009 PORT LUDLOW, 98365 Expiration Date 8/19/2010 OWNER: RICHARD E GOOKSTETTER PHONE: (360)437-9218 105 KELLY DR PORT LUDLOW WA 983659533 CEDARHOLM VILLA SUBDIVISION: Block: Lot: 70 PARCEL NUMBER: 942300048 Section: 19 Township: 27 N Range: 01 E CONTRACTOR: OWNER/BUILDER PHONE: PROJECT DESCRIPTION: NSFR W/A/G 25 GAL PROP TANK TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 1,806 VALUATION 194,424.00 ADD'L: HEAT TYPE: PRO CODE EDITION: 2006 HEAT BASE: HEAT TYPE: OCCUPANCY: R-3 UNHEATED: # OF STORIES: OCCUPANCY: OTHER: CONST TYPE: 5N GARAGE: SHORELINE: CONST TYPE: DECK: 384 SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: CON WATER SYSTEM: PWELL Type Amount Paid By: Date: Receipt: BEDROOMS: BATHROOMS: Permit $1,525.75 LYK 07/06/09 108717 Exist: 0 Exist: 0 Plan Check $991.74 LYK 07/06/09 108717 Prop: 1 Prop: 1 State Building Code $4.50 LYK 07/06/09 108717 Total: 1 Total: 1 Potable Water Application $62.00 LYK 07/06/09 108717 Total: $2,583.99 Directions to Site: SEE DIRECTIONS & MAP IN FILE HEALTH DEPARTMENT AND PUBLIC WORKS APPROVAL REQUIRED PRIOR TO FINAL INSPECTION THIS PERMIT IS VALID FOR ONE YEAR OR IT MUST BE PROPERLY RENEWED BUILDING INSPECTION HOT-LINE 379-4455. Request must be received by 3 pm the day before inspection is needed. Monday Inspections must be received by 3 pm on Thursday before inspection is needed. Office Hours 9:00 a.m. -4:30 p.m. HOT LINE AVAILABLE 24 HOURS A DAY SPECIAL CONDITIONS APPLY -SEE ATTATCHED • • CONDITIONS for Building Permit# :BLD09-00202 1.) DESIGN CRITERIA FOR SPLASHBLOCKS: A VEGETATED FLOWPATH OF AT LEAST 50 FEET SHOULD BE MAINTAINED BETWEEN THE DISCHARGE POINT AND ANY PROPERTY LINE, STRUCTURE, STEEP SLOPE, STREAM, WETLAND, LAKE, OR OTHER IMPERVIOUS SURFACE. SENSITIVE AREA BUFFERS MAY COUNT TOWARD FLOWPATH LENGTHS. A MAXIMUM OF 700 SQUARE FEET OF ROOF AREA MAY DRAIN TO EACH SPLASHBLOCK. A SPLASH BLOCK OR A PAD OF CRUSHED ROCK(2 FEET WIDE BY 3 FEET LONG BY 6 INCHES DEEP) SHOULD BE PLACED AT EACH DOWNSPOUT DISCHARGE POINT. NO EROSION OR FLOODING OF DOWNSTREAM PROPERTIES MAY RESULT. FOR SITES WITH SEPTIC SYSTEMS, THE DISCHARGE POINT MUST BE DOWNSLOPE OF THE PRIMARY AND RESERVE DRAINFILED AREAS. 2.) CONSTRUCTION ENTRANCES SHALL BE STABILIZED WHEREVER TRAFFIC WILL BE LEAVING A CONSTRUCTION SITE AND TRAVELING ON PAVED ROADS OR OTHER PAVED AREAS WITHIN 1,000 FEET OF THE SITE. THE ENTRANCE SHALL BE CONSTRUCTED ON A FIRM COMPACTED SUBGRADE. QUARRY SPALLS (OR HOG FUEL) SHALL BE ADDED IF THE PAD IS NO LONGER IN ACCORDANCE WITH THE SPECIFICATIONS. (BMP C105, 2005 DOE STORMWATER MANUAL). ANY SEDIMENT THAT IS TRACKED ONTO PAVEMENT SHALL BE REMOVED BY SHOVELING OR STREET SWEEPING. THE SEDIMENT COLLECTED BY SWEEPING SHALL BE REMOVED OR STABILIZED ON STIE. ANY QUARRY SPALLS THAT ARE LOOSENED FROM THE PAD, WHICH END UP ON THE ROADWAY SHALL BE REMOVED IMMEDIATELY. UPON PROJECT COMPLETION AND SITE STABILIZATION, ALL CONSTRUCTION ACCESSES INTENDED AS PERMANENT ACCESS FOR MAINTENANCE SHALL BE PERMANENTLY STABILIZED. 3.) Water line must be a minimum of 10' from all sewer lines and other septic system components. 4.) To help prevent seawater from intruding landward into underground aquifers, all new development activity on Marrowstone Island, Indian Island and within 1/4 mile of any marine shoreline shall be required to infiltrate all stormwater runoff onsite. 5.) VOLUNTARY MEASURES O4,ASTAL &AT RISK SIPZ: • Water conservation measures: 1. Roof and other intercepted precipitation shall be routed to on-site detention ponds and/or other approved means and allowed to be released to the soil slowly. 2. Water collected from Storm water and roof catchments may be used for watering lawns and gardens. Unless catchment water has been treated to meet drinking water standards, there shall be no cross connections allowed between the potable supply and impounded water. 3. Water withdrawn from wells on each property shall not be used for watering of lawns and/or gardens. 4. Ground water withdrawn from each property shall be restricted to a rate of three (3) gallons per minute. 5. Installation of water conserving fixtures such as low flow toilets, faucets and shower restrictors and other water saving plumbing fixtures. 6. Landscaping plan (xeriscaping, native vegetation with minimal amounts of irrigation). Please NOTE that the above listed measures are not intended to be exhaustive, but rather is intended to be illustrative of the types of water conservation measures. 6.) VOLUNTARY MEASURES OF COASTAL &AT RISK SIPZ: 1. Installation of a flow meter. 2. On-going well monitoring for chloride concentration. 3. Submittal of monitoring data to County. 7.) MANDATORY MEASURES FOR COASTAL SIPZ: 1. For proof of potable water on a building permit application, applicant must utilize DOH-approved public water system if available. 2. If public water is unavailable, a qualifying alternative system may be used as proof of potable water or an individual well may be used as proof of potable water subject to the following requirement: a. Chloride concentration of a laboratory-certified well water sample submitted with building permit application. 3. If public water is unavailable, a qualifying alternative system may be used as proof of potable water. 8.) The property owner shall comply with Water Conservation Measures (per list maintained by the UDC Administrator). 9.) The project shall comply with Construction Stormwater Pollution Prevention (SWPP) Elements#1 through #12 of the Department of Ecology's Stormwater Management Manual for Western Washington to control stormwater, erosion and sediment during construction. BMPs shall address permanent measures to stabilize soil exposed during construction, and in the design and operation of stormwater and drainage control systems. 10.) Outdoor residential storage shall be maintained in an orderly manner and shall create no fire, safety, health or sanitary hazard. 11.) Not more than 2 unlicensed vehicles shall be stored on any lot unless totally screened from view of neighboring dwellings and rights-of-way. Such screening shall meet all applicable performance and development standards specific to the district in which the storage is kept, and shall be in keeping with the character of the area. Screening shall meet the requirements of Chapter 18.30 JCC. Outdoor storage of 3 or more junk motor vehicles is prohibited except in those districts where specified as an automobile wrecking yard or junk (or salvage) yard and allowed as a permitted use in Table 3-1 or Chapter 18.18 JCC, and such storage shall meet the requirements of JCC 18.20.100, Automobile wrecking yards and junk (or salvage) yards. In no case, shall any such junk motor vehicles be stored in a critical area. 12.) A minimum of two (2) on-site parking spaces shall be provided for the single family residence. 13.) Maximum lot coverage is not to exceed 25%. Lot coverage is defined as amount of impervious surface which includes roof tops, driveways, concrete, etc. 14.) The building height is not to exceed 35 feet. 15.) Minimum setback from Kelly Drive right-of-way shall be 20 feet. Minimum side and rear yard setbacks shall be 5 feet. 16.) Exterior lighting for residential uses shall not exceed twenty feet (20') in height from the finished grade, excepting when such lighting is an integral part of a building or structure. Ground level lighting is encouraged. 17.) Lighting fixtures shall be designed and hooded to prevent the light source from being directly visible from outside the boundaries of the property. The intensity or brightness of all lighting, during construction and after project completion shall not adversely affect the use of surrounding properties or adjoining rights-of-way. 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Data contained in this map is limited by the method and accuracy of its collection.Tue Jul07 08:53:22 2009 http://gisserver/servl et/com.esri.esrimap.Esrimap?Servi ceName=ovmap&C1ientV ersion=4.0... 7/7/2009 621 Sheridan St, Port TownsenAkd WA 98368 to 105 Kelly Dr, Port Ludlow, WA 98365 - ... Page 1 of 1 Directions to 105 Kelly Dr, Port Ludlow,WA GOO8le ma Ps 98365 25.0 mi—about 46 mins Save trees.Go green! r,,j Download Google Maps on your phone at google.com/gmm 621 Sheridan St, Port Townsend, WA 98368 1. Head south on Sheridan St toward W Sims Way/WA-20 go 0.1 mi total 0.1 mi 10 2. Turn right at W Sims Way/WA-20 go 3.1 mi Continue to follow WA-20 total 3.2 mi About 5 mins 0 3. Slight left at Airport Cutoff Rd/WA-19 go 14.2 mi Continue to follow WA-19 total 17.3 mi About 23 mins 4. Turn left at WA-104 go 2.1 mi About 3 mins total 19.4 mi r5. Slight right at S Point Rd go 1.6 mi About 4 mins total 21.0 mi 6. Slight right at Thorndyke Rd go 3.9 mi About 10 mins total 24.9 mi 7. Turn left at Kelly Dr go 223 ft total 25.0 mi 105 Kelly Dr, Port Ludlow, WA 98365 These directions are for planning purposes only. You may find that construction projects,traffic,weather,or other events may cause conditions to differ from the map results,and you should plan your route accordingly.You must obey all signs or notices regarding your route. Map data©2009,Tele Atlas http://maps.google.com/maps?f=d&source=s d&saddr=621+SHERIDAN+ST,+PORT+TO... 7/7/2009