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BLD2013-00097
BUILDING PERMIT APPLIC ION BRD1e 00097 Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT#: BLD13-00097 Received Date: 3/28/2013 SITE ADDRESS: E EUGENE ST PORT HADLOCK, 98339 OWNER: MICHAEL J MC ALLISTER PHONE: 3603020506 10 E EUGENE ST PORT HADLOCK WA 98339-9654 IRONDALE#2 SUBDIVISION: Block: 2 Lot: 20+ PARCEL NUMBER: 961800206 Section: 34 Township: 30 N Range: 01 W CONTRACTOR: TOWN & COUNTRY POST & FRAME PHONE: 425-743-1555 16521 HWY 99 SUITE C LYNNWOOD WA 98037-3161 Contractor's License TOWNCPF099LT Expires 7/7/2013 REPRESENTATIVE: PHONE: PROJECT DESCRIPTIOr NEW GARAGE - NO WATER/ NO HEAT TYPE OF WORK GAR SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: VALUATION 19,000.00 ADD'L: HEAT TYPE: CODE EDITION: 2009 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: # OF STORIES: OCCUPANCY: OTHER: CONST TYPE: SHORELINE: GARAGE: 672 CONST TYPE: DECK: SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: OSS WATER SYSTEM: 05783 BEDROOMS: BATHROOMS: Exist: Exist: Prop: Prop: Total: Total: Routing Date: Type Amount Paid By: Date: Receipt: — ' ••it lY-•u:-;-�1 Permit $307.25 JLA 03/28/13 140170 D E Plan Check $199.71 JLA 03/28/13 140170 f State Building Code $4.50 JLA 03/28/13 140170 MAY 7 2013 Total: $511.46 JEFFERSON COUNTY DEPT.OF COMMUNITY DEVELOPMENT \\4irlcmarL\rlafa\fnrrne RI 11 Ann Rlri rnf A/O/9/111 CERTIFICATE OF OCCUPANCY Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 Carl Smith, Director/Building Official PERMIT #: BLD13-00097 SITE ADDRESS: 10 E EUGENE ST Issue Date: 05/7/2013 PORT HADLOCK, 98339 Final Date: 10/14/2013 APPLICANT: MICHAEL J MC ALLISTER PHONE: 3603020506 10 E EUGENE ST PORT HADLOCK WA 98339-9654 SUBDIVISION: IRONDALE#2 Block: 2 Lot: 20+ PARCEL NUMBER: 961800206 Section: 34 Township: 30 N Range: 01 W PROJECT DESCRIPTION: NEW GARAGE - NO WATER/ NO HEAT THE PROJECT LISTED ABOVE COMPLIES WITH THE REQUIREMENT OF THE BUILDING CODE 2009 EDITION. OCCUPANCY GROUP: TYPE OF CONSTRUCTION: SPRINKLER SYSTEM yes no THE PROJECT PASSED ITS FINAL INSPECTION AND RECEIVED FINAL SIGN OFF ON 10/14/2013 \\tidemark\data\forms\F_BLD_Occupancy.rpt 10/28/2013 .fit ti)tr, • � .� f —o•..Date-_7_113______ time received fib am P Mon. Tues. ,Wed: Thur. - Fri. BLD: t3 CP Date: 7 Jc - - OWNER: Contact Name: ADDRESS: 1 .[i G-0.100 ' ' Contact Number:360 5-2.� ?3i 206 •• ri t Notes: - - .Foundation Plumbing• • Framing Propane Tank Mechanical Setbacks 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 Final Inspection Foundation Block&Tie floor wall ceiling Address Posted fp P7 L' Date_ 7(?Z- Mime received /p �/ pm o Tues. Wed. Thur. - Fri. BLD: t 3 —9 `I Date: OWNER: Contact Name: ADDRESS: /0 E c.FlifrtA Contact Number:360 52-5-- 7?/6 - Notes: 206 ii 6 Foundation Plumbing - Framing Propane Tank Mechanical Setbacks Under ground _ Framing Under ground Furnace Footing Rough in Air seal Above ground Gas Stemwail __ Hydronic 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 Foundation . . Block&Tie floor _wall ceiling. . Address Posted i • Date "' .1 time received "(4, am /c/Fri) Mon. Tue . Wed Fr, - ?? BLD: I J 9 -7 Date: Q( ��Q - OWNER: Contact Name:• • ADDRESS: U 6J�Cr"� Contact Number:360 1W 7 I S 1> Notes: 206 < Foundation Plumbing • Framing Propane Tank • Mechanical Setbacks _ 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 V __ Post Hole Ventilation _ Appliance Underfloor Gashvood stove Man-Homes Setbacks Insulation. Final Inspection /v Foundation Block&Tie floor _ ceiling 9 Address Posted 1 , (,,,i7S-.,' c06 JEFFER11 COUNTY ' r rj DEPARTMENT OF COMMUNITY DEVELOPMENT, ` '4 621 Sheridan Street • Port Townsend • Washington 98368 ? E C E a V fr 360/379 4450 • 360/379 4451 Fax j v L7 p� www.co.jefferson.wa.us/commdevelopment i`�srrrGz APR „ ' Master Permit Application MLA:: v� f Project Description (include separate sheets as necessary): JEFFERSON COUNTY 2Y A 2 (3 (7-14✓",q&-e_,, __!'FPT OF COMMUNITY DEVELOPMENT J Tax Parcel Number: 76/ ¶j✓OO .2()CI Property Size: (j./ 2Z/ ?SOO (acres/care fe Site Address and/or Directions to Property: —r U �, Et,/tree i s/• Po / //,,r c1%2 41/Chi. %8"J', Property Owner(s)of Record: / i le A,/ie 4 / 7£ QzL,1 j/e Telephone: i(2 0 - „?02. - c)j-06, Fax: email:he4r/✓r4.. LlJ%e), 4 t ay?. Mailing Address: ' ) F. 4:---44, 4-,,e- S/• /Jvf//4 clket/ u./4. J i` Applicant/Agent(if different from owner): Telephone: Fax: email: _ Mailing Address: What kind of Permit?(Check each box that applies ❑ Lot or Road Segregation ilding ❑ Critical Areas Stewardship Plan ❑ Demolition Permit � ��%% El Variance(Minor, Major or Reasonable Economic Use) ❑ Single Family [8'Garage Attache /Detach) ❑ Conditional Use[C(a), C(d),or C]** ❑ Manufactured Home .❑ Modular ❑ Discretionary"D"or Unnamed Use Classification ❑ Commercial* ❑ Special Use(Essential Public Facilities)** El Change of Use ❑ Boundary Line Adjustment ❑ Address ❑ Road Approach_ ❑ Short Plat** ❑ Home Business ❑ Cottage Industry ❑ Binding Site Plan** ❑ Propane ❑ Long Plat** ❑ Sign ❑ Planned kurai Residential Development(PRRD)/Amendments** ❑Allowed"Yes"Use Consistency Analysis ❑ Plat Vacation/Alteration** ❑ Stormwater 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 724.6104...E.-- tt Date: ?' 2(, -• /J' 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 resped 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 attorney's 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, representatives or agents for the sole purpose of application review and any required later inspections. Staffs access and right of entry will be assumed unless the applicant informs the County in writing at the time of the ap lica' n than�he�pr she wants priorr�n ti `s Signature: 7 Zc,G�i>R,c. 721 Date: ,,r-.l4,-/3 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 are in compliance with the Jefferson County development code.The Applicant acknowledges that he,she or it holds individual and non-transferable rety fora�erinng to and complying with the ESA. The Applicant has read this disclaimer and signs and dates it below. Signature: / Al C. �-- Date: 7`.�4w-/.J G:\PermitCenter\###FORMS###\DRD FORMS\Current DRD Forms\Master Permit Application 5-29-08.doc 1410 \ .- 0441 - jA 0 \N2-44— ' , BUILDER STATEMENT The signer of this statement does hereby certify that they are the Owners of the parcel referenced herein,that they are not licensed contractors and that they will be assuming th responsibility of the General Contractor for the proposed project. g A J, a , Signature: A. l C' Date: 7.24.°/ GENERAL CONTRACTOR OR MANUFACTURED HOME INSTALLER: PHONE: FAX: �A_ ? ( ) ( ) MAILING ADDRESS: 4 EMAIL.: CONTRACTORS LICENSE WAINS NUMBER: NUMBER ARCHITECT/ENGINEER: PHONE ( ) FAX:( ) MAILING ADDRESS: EMAIL Pro ct Type: Frape Type: Bathrooms: Shoreline: Type of Sewage Disposal: ew VWood Existing: E Sewer u Addition E Steel Proposed: Bank ^a Community System c Alteration/Remodel L, /1 Concrete Total: i2it - Height: individual System ❑ Repair L Masonry SEP Permit# — • Demolition , Other: Bedrooms: Water Supply: Existing: Setback: D P ' ate well E Two Party Type of Heat: Proposed: Lelpublic norl t, Total: /1/2/16._ 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 / No If this is a Pro•ane Tank and/or A••liance Installation •ermit mark all items below that a••I : i Underground Tank i Above ground Tank Size of Propane Tank: Heat Stove i Cook Stove i Woodstove t Fireplace Insert I Hot Water Tank i Pellet Stove i Other Is this appliance being installed in a Manufactured/Mobile Home? Yes 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, including the reserve area. Square Footage Current Proposed For Office Use Only _ Amount Revision Main Floor Heated EH Bld App Review: 2nd Floor Heated T Consistency Review: 22-8, 00 Other Heated Base fee: Mezzanine Additional Section: Heated Basement Plan Check fee: I (A r 1 \ Unheated Basement State Surcharge fee: _ Other Unheated Pot Water Review fee: Garage/Carport SUBTOTAL l Decks 911/Rd Approach fee: Other TOTAL: $ 1 51,, 1.4 ., Receipt Number: 1 4-I -1 Cash/Check Number: Lc3 LI:, ESTIMATED COST(REQUIRED) Date: z •Fair market value of all labor and materials foundation to finish ,/��Lit-I 3 L 7/ 9 lvo Initials: ( I� �J 1 r-.\n,.--.,.:.re...o_\+fi++MnRn,fCfffttt\rlRrl PORMC\Cl rent nizn Forms\Master Permit Annlication 5-29-08.doc Contractors or Tradespeople Printer Friendly Page Page 1 of 2 . • General/Specialty Contractor i _ L O E U V I A business registered as a construction contractor with Lal to perform construction work within the s ape of S its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of ! account and carry general liability insurance. i',P4 2 9 2013 I Business and Licensing Information = JEFFERSON COUNTY Name TOWN l3 COUNTRY POST FRAME BLDS UBI No. 600461076 pE^T.Of COMMUNITY DEVELOPMENT Phone 4257431555 Status Active Address 16521 Hwy 99 Ste C License No. TOWNCPF099LT Suite/Apt. License Type Construction Contractor City Lynnwood Effective Date 6/30/1991 State WA Expiration Date 6/30/2013 Zip 980373199 Suspend Date County Snohomish Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company PERMA BILT IND INC Other Associated Licenses License Name Type Specialty Specialty Effective Expiration Status 1 2 Date Date PERMABI179JRPERMA-BILT Construction General Unused 4/19/1983 6/30/1991 Archived INDUSTRIES INC Contractor PERMABI184JL PERMA BILT Construction General Unused 4/13/1982 4/2/1983 Archived INDUSTRIES Contractor Business Owner Information Name Role Effective Date Expiration Date MILLER, GLENN R President 06/30/1991 Bond Information No records found for the previous 6 year period Assignment of Savings Information Savings Assignment of Savings Account Number Effective Date Release Date Assignment Type Impaired Date Amount Received Date 3 0234000008 2/10/2011 Until Bond Released $12,000.00 2/16/2011 2 3243046962 3/3/2009 2/11/2011 Bond $12,000.00 3/3/2009 1 21542234 5/24/2005 3/3/2009 Bond $12,000.00 5/24/2005 Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 28 Ohio Security BKA1254953403 08/15/2012 08/15/2013 Ins Co $1,000,000.00 07/30/2012 27 Ohio Security 54463872BKA1Q3 08/15/2011 08/15/2012 Ins Co Q $1,000,000.00 O8/12/2011 26 Continental CWP2698772 08/15/2010 08/15/2011 Western Ins Co $1,000,000.00 08/10/2010 25 Continental CNP2698772 08/15/2007 08/15/2010 Western Ins Co $1,000,000.00 08/13/2009 LIBERTY 24 NORTHWEST C04158071 08/15/2006 08/15/2007 $1,000,000.00 08/09/2006 INS Summons/Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period https://fortress.wa.gov/lni/bbip/Print.aspx 4/2/2013 4 Am=mA■ PF20JE '`_' °"$�d JOB#: 2''t�'1. TSE • Engineering A MAR 1 4 2013 BY: 12930 N.E. 178th Street 1/ Woodinville,WA 98072• (425)481-6601 DATE: ®� `13 �i r d� Job Name: McAllister Site Address: 10 E Eugene Street Port Hadlock, Washington 98339 Jurisdiction: Jefferson Coun.y--- 1 V c� i 0 n/7 - ) 1 Job ID: McAllister J, ■\ Design Specifications: 2009 IBC i APR 2 9 2013 Building Type: Post-Frame - LI iv Importance Factor: 0.87 JEFFERSON COUNTY Basic Wind Velocity: 85 mph._. DEPT.OF COMMUNITY DEVELOPMENT Wind Exposure: B Roof Snow Loading: 25 psf Occupancy Category: I R: 6.5 of Snow Incl. w/Seismic: 0 % Soil Site Class: D Allowable Soil Bearing: 2000 psf Analysis Procedure: Wind: ASCE 7 Method 2 Seismic: ASCE 7 Equiv. Lateral Force Procedure Spectral Response Acceleration, Ss: 150 %g Load Combinations: ASD Basic Building Design Parameters Roof DL: 3 psf Wall DL: 4 psf , .... - 14,4, 44 07 v 41,..,/ ,,... ... 4040 - L (Ir i.i. V 1. '' b'ts L ,,,,,;,;,xt: r }':;ia'A ') 44'' 19%9 ,' ` -' y IMF ti, f 50 1 v 5.9.07 b I. !ton�+1 +. 16521 Highway99,suite C•LyOhwo02,WA 98037-3161 - Draw NOnhAtr4W la Circle :` , °7 Everest:(42N 25841]t.FU ,a(6-96 Building Design nrilinrir),.....„• '•` PGminatroG•e e*s:(426)1A9-1666 FAX:(425)742.4378.600-824-855P PERMABILT co9w3osuc.xrowrvcFFOS9Lr ljudiq,Our Fuam Dsp•Ol,Oe tt,, poosub a.com•,..book.o...,p. use A P�-j�`�E CHECK Y� IlfRoll-up doors fit in Bays 4'S Wind MPH �0 sL�''AtNi-up doors will not hit Truss Eave Exposure eight "i• Snow PLto d Minimum Clearance FLOOR PLAN 1 / 4 {:i 4 (Meese anew { _ iU' }4' Zg ':' X(i`(3" m e?u aJdorZ L../ R s i rtucl rA✓ 1 Wf 50 f Nt 4 Iltf. 4 L I, „ 141,31—14.,: NT� _ . a 1 O {�, i i 2,11'xze•rt (ANt, re . 91'S . -E i Q • i t-^J l i1G rt-i-T r ,I..,r.46,..t o ( f - ,' STr in h;. fill/l L{ K + N y • I + - tr) t BUILDING ELEVATION Customer has verified and approved the orientation of the building to the North and verifies that all REINpp . _ J items specified in Paragraph B of the contract are shown on this drawing and vice versa. I IIIgI1NII ICI IIII- Customer Name: 74M.rt,.t...'✓'LA I(�� ;, 1 Lead#:7 ''tb Customer Signature: o a While-Custom/Copy Casnry-Offim Copy 02012 Pe710.800 Indlubes FR-85 07/12 • PROJECT: McAllister PAGE: c�>tf.;��c CLIENT: PermaBilt DESIGN BY: JOB NO.: 23429 DATE: 03/11/13 _ REVIEW BY• Wind Analysis for Low-rise Building,Based on ASCE 7 _ INPUT DATA Exposure category(B,C or D) B WINO SURFACI • Importance factor,pg B 77, b 16 1.0 or s) I = 85 FOR DESIGN '`�� Basic wind speed(IBC Tab 1609.3.1V35) V = 85 mph O.fe •Topographic factor(Sec.6.5.7.2,pg 26&45) Kit = 1 '/ ���/// Building height to eave he = 10 ft A .c: Building height to ridge hr = 14 ft Building length L = 28 ft Building width B = 24 ft Effective area of components A = 25 ft2 DESIGN SUMMARY Max horizontal force normal to building length,L,face = 3.92 kips$ See Page 4 for Max horizontal force normal to building length,B,face = 2.88 kips I Adjusted Wind Forces ANALYSIS Velocity pressure qh=0.00256 Kb Kzt Kd V2 I = 9.57 psf where: qh=velocity pressure at mean roof height,h.(Eq.6-15,page 27) Kb=velocity pressure exposure coefficient evaluated at height,h, (Tab.6-3,Case 1,pg 79) = 0.70 Kd=wind directionality factor.(Tab.6-4,for building,page 80) = 0.85 h=mean roof height = 12.00 ft Design pressures for MWFRS p=qh[(G Co)-(G Co)] where: p=pressure in appropriate zone.(Eq.6-18,page 28). G Cp 1=product of gust effect factor and external pressure coefficient,see table below.(Fig.6-10,page 53&54) G Cp,=product of gust effect factor and internal pressure coefficient.(Fig.6-5,Enclosed Building,page 47) = 0.18 or -0.18 a=width of edge strips,Fig 6-10,note 9,page 54, MAX[MIN(0.1B,0.4h),0.046,3] = 3.00 ft Net Pressures(psi),Basic Load Cases Roof angle 0 = 18.43 Roof angle 0 = 0.00 Surface Net Pressure with Net Pressure with GCpf (+GC,,) (-GCpi) GCpt (+GCpi) (-GCpi) 1 0.52 3.22 6.67 0.40 2.11 5.55 2 -0.69 -8.33 -4.88 -0.69 -8.33 -4.88 3 -0.47 -6.21 -2.76 -0.37 -5.27 -1.82 4 -0.42 -5.70 -2.25 -0.29 -4.50 -1.05 1E 0.78 5.75 9.19 0.61 4.12 7.56 2E -1.07 -11.97 -8.52 -1.07 -11.97 -8.52 3E -0.67 -8.17 -4.72 -0.53 -6.80 -3.35 4E -0.62 -7.64 -4.19 -0.43 -5.84 -2.39 5 -0.45 -6.03 -2.59 -0.45 -6.03 -2.59 6 -0.45 -6.03 -2.59 -0.45 -6.03 -2.59 Yf +6�i�;cctp sE , w , I of Transverse Direction Longitudinal Direction Basic Load Cases TSE Engineering Page: LATERAL ANALYSIS Job ID: WIND McAllister The analysis on the previous page determines the wind force on the total exposed wind surface of the building. For post-frame construction with embedded posts, the amount of wind force imposed on the main force resisting system equals the roof projected area plus 3/8 of the wall projected area. Calculations that follow adjust the total wind force to the design force on a post-frame building: INPUT: PT= 3920 lbs. (non adjusted) PL= 2880 lbs. (non adjusted) hr= 14 ft. he = 10 ft. ADJUSTED WIND FORCES: Transverse; VT= [(hr- 0.625 he) /hr] (PT) = 2170 lbs. Controls Longitudinal; VL= ([0.375 he + 0.5(hr-he)]/[he + 0.5(hr- he)]) (PL) = 1380 lbs. Controls SEISMIC The seismic force imposed on the main force resisting system of a post-frame building is based on the seismic weight of the roof plus 3/8 of those walls that are perpendicular to the direction of the seismic force. INPUT: Building Width = 24 ft. p =: 1.3 Building Length = 28 ft. 1= 1 SEISMIC WEIGHTS: W roof = 2016 lbs. W end walls = 912 lbs. W side walls = 840 lbs. SDS = 2/3 Ss = 1.000 Cs= SDS/(R/ I) = 0.154 SEISMIC BASE SHEAR: V = Cs W Transverse = 439 lbs. Longitudinal = 450 lbs. SEISMIC DESIGN FORCES: VT = Cs Wt p 0.7= 400 lbs. VL= Cs WI p 0.7= 410 lbs. _` Amami sits�5)1'S11 . '1E66 21 Hi91mry99,aoiOC•tynwo5U,WA 9803]-8161 Draw North A[mWla Circe Z.. WI C:t42m)26&4171•P6y(425)24.3-1555(253)8009552 Building Des i g�n Q A ini nrin......,AOmirw(426)2 -4111 rla 3)640- FAX.(425)742-5878.860624-9562 PE s D4 4,0,. eonea tWS W.k R)WNCPF688or In �. _, t>�;y,ow<F�a•n o,p.,�a,a,t�« o�mxwn.con,.+acebook.comtae•mann. PLF,,KSE CHECK '!rz/,1/^'�°! // ROII-up doors fit to Berys 4- Wind MPH (lIlT) V-uRp f Pfth ' Eave Haight Snow Load Minimum Clearance FLOOR PLAN r m YES f NOl(Please circle) t _ J 1 • 1 • ' H.-----2•Y` . -1< • '. zy,=_.._, , ,1 :., .i.,,, -3 ., S_ - • 4,47-• eyn Mai 0'" • t1�r9 k'+(&Ihn•6 ,...„.......,14„... .. -, _ p._..t.04...„_*.r..:04,_ . . . .. : i!,(1- € NI- 41 TO S 041".(1 ' • ` Z." ft31-14-e .1.: I 1 . ; . ■ _. ,� I _ : a r� Grp"P � '_.:;. _ ..,. . 1. ; . f )� t >~r4t Cr t ;?.6...,z4,1.< Z+ i _.. ._. ._ ■ ..1 . "y ... ....- In 1 { 1 !. Zit.- 5712t1' a• In N .. 1 1 i H 1 f*/-' hr1 x _i ....__... .._.t.-t--*)--.4.---..,,----.o- ,.. -p . � BUILDING ELEVATION Customer has verified and approved the orientation of the building to the North and verifies that all (f) ry'' p' '. :,. // J 7 items specified in Paragraph B of the contract are shown on this drawing and vice versa. IIIIIIOIIIIIUIIIII' Customer Name:/2/d-t,-.-' -!!h1(�, ]sj. ' Lead#:7eviv Customer Signature: Wtu�•Currome Copy Crory-Office Copy 02012 Parma-13110®Industries FR-85 07/12 . i , r ANISMS TsE PROJECT: JOB#: A Engineering A BY: 12930 N.E.178th Street Woodinville,WA 98072 A (425)481-6601 DATE: , - 1 : .2 :' ..-r, .?7,Di6Fit.rict:-Ali t', ftri Of- p,),:). 14,--,,,apitr; pi.Lx,G, 14 1774 0 l'if":- -X..-:'•fq 1:141.4 4 44-1.. 1.) At't R c)e)r Li 5 C.:0 r\Li r0 rigi-.7:I) I f'1 • '; ,!. ,-'',:::' ',.-VII t..1-• tY1 1 tc 1 0 AF i'(,,r,; )WA . _... „ r, r---)-• -3 - IL\ ,.,,, • / ..---"'''''--------7 1.1." , ..„ .1•_ 1‘ ,._ . . , 441- „pot -70 V , , HEAR 1 ' '--:: , ,f-- 1 t 1.77,-..' ‘,1, ,-) , entii0V041<t) ceNT6,R vi 1 _._ ------ fik -0")t t i.-. t -7)‘— ,f,:l.n,iv t IL. 1 -II CI M Al'I ; l 4 1 . il ., ,, , _ ' i r, i ,, .', I ' I " ,„ • , 'I))!.11\11 1 I P‘ICI\r-r- ',1-: :'• .4-''1) (4 rl''''''''""''''"'"°""'-^,••,-__, _ ...,_ i \.74, \tit Vki OF :Hi 1)6, . C.,1-101,qt‘l Di Pt A 4., 1,-,. r;,.•:L.) l )pe: wo ) , _1 i..._ , r (,i ' 4.''''' r. , N 0 V Mil(• TO k-) / , A :-.., (- - i 4 7 /i 4.,...-,. 4. N. IA:; K,', \ tit Vir 0 r' i',;LJAi. AT tty TSE Engineering page: SHEAR & DISPLACEMENT OF POST-FRAME BUILDING WITH ONE OPEN ENDWALL Job ID: McAllister Assumptions: Roof diaphragm is rigid Building has shearwalls on sides and one end Building rotates about its shear center SIDEWALL SHEAR CENTER—N. _ RIDGE OPEN ENDWALL" A Note: "Open Endwall" is enclosed but without qualifying 1 Pt T 2 shearwall segments PLAN VIEW WITH GRIDS VT= 2170 lbs. GRID 1 V (shear on endwall)= 2170 lbs. Endwall Shearwall Length = 16 ft. V (endwall)= 136 plf e (distance to shear center)= 12.25 ft. 0 (shear on each sidewall)= 1108 lbs. GRID A Sidewall Shearwall Length = 28 ft. V (sidewall)= 40 plf GRID 13 Sidewall Shearwall Length = 10 ft. V (sidewall)= 111 plf SE (deflection of endwall)= 0.162 in. SS (deflection of sidewall)= 0.153 in. d = 0.358 in. A= 0.520 in. A allowable per IBC Table 1604.3 = 0.996 in. O.K. Ratio A to H = 0.004 • TSE Engineering page: SHEARWALL DEFLECTION OF POST-FRAME BUILDING Job ID: McAllister Endwall Input: Results: A= 19.25 in2 8 v H3 = 0.003 in. b = 16 ft. EAb E = 1.3x106 psi en = 0.02 in. v H = 0.009 in. G = 11x106 psi Gt H = 10 ft. t = 0.0135 in. 0.75 H en = 0.150 in. v (endwall)= 136 plf = 0.16'Z in. Sidewall Input: Results: A= 19.25 in2 8 v H3 = 0.001 in. L(AV.) = 19 ft. E A L E = 1.3x106 psi en = 0.02 in. v H = 0.003 in. G = 11x106 psi Gt H = 10 ft. t= 0.0135 in. 0.75 H en = 0.150 in. v (sidewall)= 40 plf _ = 0.153 in. / . .,... __ 4,,..,........)., PRO-PANEL Il® IV is milt H=cILx, 3R.im P..EEtEK4iCE ATTACHMENT DETAIL GENERAL INFORMATI I N --1/4"-14 x7/8"Stitch Screw(1'-0"o.c.) 11°Slope The minimum recommended slope for Pro-Panel II5 roof // —#9-15 Woodscrew panel is 3:12. i t ►Substructure Pro Panel Ite is designed to be utilized over open structural framing,or a solid substrate. To avoid panel distortion,use a properly aligned and uniform substructure. ' � `-I 0-Coverage I Optional Pro-Panel II°panels are available in a'l"rib height with a j I S Profile coverage width of 36". � ►Length ..,� Minimum factory cut length is 5'-0". Maximum I i recommended panel length is 45'-0". Longer panels require additional consideration in packaging,shipping,and \--Anti-Siphon Groove erection. Please consult Metal Sales for recommendations. ►Fasteners The fastener selection guide should be consulted for choosing the proper fastener for specific applications. Quantity and type of fastener must meet necessary loading , C FASTENING PATTERN and code requirements. NOTE:All panels are subject to surface distortion due to improperly applied fasteners. Overdriven fasteners will i .-1fa"-14 x 716"Stitch Screw ; #9-15 Woodscrew cause stress and induce oil canning across the face of the p" t panel at or near the point of attachment. I i 1 4 _____J-.4_,_______i_44§.4-1 ►Availability Finishes:Acrylic Coated Gaivalume®or MS Coiorfast456 Gauges:26ga and 29ga standard SECTION PROPERTIES ALLOWABLE UNIFO'M LOADS PSF (3 or More Equ I Spans) Width Yield Weight _ Top in Compression Bottom in Compression inward Outward Ga. (in.) KSI PSF fxx Sxx lxx Sxx Load Load in4/ft in3/ft In4/ft In'ift 2' 2.5' 3' 3.5' 4' 6' 2' 2.5' ®E3�® 29 38" 80 0.71 0.0087 0.0134 0.0047 0.0133 90 58 41 27 18 9 90 �Bpi 9 26 36", 80 0.87 0.0090 0.0181 0.0063 0.0170 _ 115, 75 52 35 23 12 122 12 1. Theoretical section properties have been calculated per AISI 2001"Specification for the Design of Cold-Formed Steel Structural Members." lxx and Sxx are effective section properties for deflection and bending. 2. Allowable load is calculated in accordance with AISI 2001 specifications considering bending,shear,combined bending and shear and deflection. Allowable load considers the worst case of 3 or 4 equal span conditions. Allowable load does not address web crippling or N fastener/support connection and panel weight is not considered. 3. Deflection consideration is limited by a maximum deflection ratio of L/180 of span. . n�1. 4. Allowable loads do not include a 1/3 stress increase in uplift. a 5. Diaphram 306 plf average Ulitmate Shear Strength using the above fastening pattern on 2x supports located 2'on center per ASTM E455-04 cri 2 metal sales Kent,WA800.431.3470 Jefferson,OH 800.321.5833 Anchorage,AK 866.640.7663 manufacturing corporation Temple,TX 800.543.4415 Rock Island,IL 800.747.1206 Bay City,MI 888.777.7640 Longmont,CO 800.289.7663 Sellersburg,IN 800.999.7777 Detroit Lakes,MN 888.594.1394 -4i"/11,1p, Antioch,TN 800.251.8508 Jacksonville,FL 800.394.4419 Mocksville,NC 800.228.6119 Woodland,CA 800.759.6019 Orwigsburg,PA 800.544.2577 Fort Smith,AR 877.452.3915 Rogers,MN 800.3289316 Independence,MO 800.747.0012 Spokane,WA 800.572.6565 Fontana,CA 800.782.7953 WVWV.metalsales.us.Com 4 T ' TSE page: (0 Engineering EMBEDDED POST DESIGN POST-FRAME CONSTRUCTION) Sidewall Eave Height Post b Post d HF Post Fb Fc E(10)^6 10 NOMINAL: 4 6 #2 850 1300 1.3 ft, ACTUAL: 3.5 5.5 CD 1.6 1.6 1.0 in. in. CF 1.3 1.1 CL 1 Bay Width Span Roof OH Roof D Roof S Ci 0.8 0.8 0.95 14 24 2 3 25 ft. ft. ft. psf psf Flo' Fc* E'(10)^6 1414 1830 1.235 Wind Pressure 0.75W W Is Iw psi psi psi 10 105 140 0.8 1 psf plf plf Cs 1 IBC 2009 ASD BASIC LOAD COMBINATIONS: Loading: D + 0.75S + 0.75W Loading: D + W P 3528 lbs. P 588 lbs. fc 183.3 psi fc 30.5 psi le 96 in. le 96 in. le/d 17.5 le/d 17.5 KCE 0.3 KCE 0.3 FcE 1216 psi FOE 1216 psi c 0.8 c 0.8 k.1 1.04 k.1 1.04 k.2 0.83 k.2 0.83 Cp 0.54 Cp 0.54 Fc' 986 psi Fc' 986 psi M (in-span) 8859 in.-Ibs. M (in-span) 11813 in.-lbs. M (base) 15750 in.-lbs. M (base) 21000 in.-lbs. S.Mod. 17.65 inA3 S.Mod. 17.65 inA3 fb (in-span) 502 psi fb (in-span) 669 psi fb (base) 893 psi fb (base) 1190 psi Post CSI (in-span)= 0.39 Post CSI (in-span)= 0.47 Post CSI (base)= 0.78 Post CSI (base)= 0.86 v 6.9.07 • -TEE page: 1! Engineering EMBEDDED POST DESIGN (POST-FRAME CONSTRUCTION) Endwall Eave Height Post: b Post d HF Post Fb Fc En 0)^6 10 NOMINAL: 4 6 #2 850 1300 1.3 ft. ACTUAL: 3.5 5.5 CD 1.6 1.6 1.0 in. in. CF 1.3 1.1 CL 1 Av.Spacino Bay Width Roof OH Roof D Roof S Ci 0.8 0.8 0.95 12 14 2 3 25 ft. ft. ft. psf psf Fb' Fc* E'(10)^6 1414 1830 1.235 Wind Pressure 0.75W W Is Iw psi psi psi 10 90 120 0.8 1 psf plf plf Cs 1 IBC 2009 ASD BASIC LOAD COMBINATIONS: Loading: D + 0.75S + 0.75W Loading: D + W P 1944 lbs. P 324 lbs. fc 101.0 psi fc 16.8 psi le 96 in. le 96 in. le/d 17.5 le/d 17.5 KCE 0.3 KCE 0.3 FCE 1216 psi FCE 1216 psi c 0.8 c 0.8 k.1 1.04 k.1 1.04 k.2 0.83 k.2 0.83 Cp 0.54 Cp 0.54 Fc' 986 psi Fc' 986 psi M (in-span) 7594 in.-lbs. M (in-span) 10125 in.-lbs. M (base) 13500 in.-lbs. M (base) 18000 in.-lbs. S.Mod. 17.65 inA3 S.Mod. 17.65 inA3 fb (in-span) 430 psi fb (in-span) 574 psi fb (base) 765 psi fb (base) 1020 psi Post CSI (in-span)= 0.31 Post CSI (in-span)= 0.41 Post CSI (base)= 0.60 Post CSI (base)= 0.73 v 6.9.07 TSE Engineering Page: 1 P= 4508 lbs Foundation Design Diaphragm Restraint per 2009 IBC Section 1806.3 & 1807.3 —> w H(ft)=10 Bay Width (ft)= 14 Wind Load (psf)= 10.0 lw= 1 �" '� w(plf)= 140 Lateral Load Design: Post Diameter: 0.54 ft. 0.0 cu yd Foundation Depth: 4 ft. Constrained? YES Depth Required 3.4 ft. Noncoristrained? Soil Passive Allowable: 150 psf Gravity Load Design: DL(psf)= 3 P= 4508 lbs Snow Load(psf) = 25 Foundation Diameter: 2 ft. Span ±overhang(ft)= 28 Foundation Area: 3.1 sf Bay width(ft)= 14 Bearing Allowable(Fbrg): 2000 psf Is= 0.8 Actual Bearing(fbrg)=P/A= 1436 psf Cs= 1 v101004-52305 . . , TSE Page: f Engineering PURLIN INPUT: Uniform Loading Span Length w (DL) w (SL) Is L Roof (psf) 3 25 0.8 13.5 ft 0 Tributary(ft) 1.33 1.33 Cs= 1.0 Wall (psf) 0 0 Tributary(ft) 0 0 Floor (psf) 0 0 Tributary(ft) 0 0 Other (plf) 3 0 w (TL) 0 7.0 26.6 33.6 0 If If p P plf RESULTS: VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 47 47 180 180 227 227 159 606 765 lbs. lbs. lbs. lbs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv FC(perp) E x 10^6 Manuf.Lbr. CD 1.15 Timber CH 1 Dimen. Lbr. HF#2 1105 75 405 1.3 Cr 1.15 psi psi psi psi Ci 1 b d A S I 1.5 5.5 8.25 7,6 21 in. in. in.^2 in.^3 in.^4 fv= 38 psi Brg.Lgth.= 0.031 ft. CL= 1.000 fb = 1210 psi GL Cv= N/A R = N/A A (DL) = 0.19 in. A (LL)= 0.74 in. A (TL) = 0.93 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv/Fv' = 0.45 L/ 220 for LL> L/180 ok fb/Fb' _= 0.83 L/ 174 for TL> L/120 ok USE 2x6 HF#2 @ 16" oc / Table 1604.3 v 3.3.03 r TSE Page:14 Engineering Pf= 25 Cs= 1.0 1= 0.8 trib width= 9 RAKE BEAM PD= 3 J, J, w J, I RA RB 1.92 1.92 1.92 1.92 1.92 1.92 L= 11.5 ft. INPUT: w (DL) plf 35 35 35 35 35 35 w (LL) plf 180 180 180 180 180 180 w (TL) plf 215 215 215 215 215 215 P (DL) lbs P (LL) lbs P (TL) lbs 0 0 0 0 0 RESULTS: RA(TL) = 1236 lbs. RB(TL) = 1236 lbs. VA (TL) = 1236 Ibs.(rnax.) VB (TL) = 1236 Ibs.(max.) MA (TL) = 0 ft.lbs. MA-B (TL) = 3554 tt.lbs.(max.) MB (TL) = 0 ft.lbs. A (DL) = A (DL) = 0.030 in. A (DL)= A(LL) = A (LL)= 0.153 in. A (LL) = A (TL) = A (TL) = 0.183 in. A (TL) _ BEAM PROPERTIES MATERIAL Fb Fv Fc(perp) E x 10^6 _ _ Manuf.Lbr. Timber Dimen. Lbr. HF#2 850 150 405 1.3 psi psi psi psi b d A S I Brq.L CD 1.15 3 11.25 33.75 63.3 356.0 0.08 CH 1 in. in. in.^2 in.^3 in.^4 ft. Cr 1 Ci 1 STRESSES: fv= 46 psi fv= 46 psi fb = 674 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv/Fv' = 0.27 fv/ 1=v' = 0.27 fb/ Fb' = 0.69 RATIOS OF SPAN TO DEFLECTION: L/ 902 for LL L/ 755 for TL USE (2)2x12 HF#2 v 3.3.03 -e s v T Job Truss Truss Type Qty Ply TCPB Stock AG7 8006659 TCPBAG7 T24 QUEENPOST 1 1 Job Reference(optional) ProBuild Arlington,Adington,WA 98223,Jim Stanford 7.250 s Aug 25 2011 MiTek Industries,Inc.Tue Oct 09 15:40:34 2012 Page 1 I D:U_OkL9ySbLsm8V FTPVmYPJzkD4y-cHe9F951?60CCYId6r6z4aY6VD3EwOxeAaVVSux 0-0-0 7-6-14 12-0-0 16-5-2 I 24-0-0 1 7-6-14 I 4-5-2 4-5-2 7-6-14 Scale=1:40.5 5x6 H 4.00 12 /1 ♦ 3x4 .-4 11 3x4 G 2 44 klii. 4 litt ea Vii♦ 44 5 1 6 4x10= 4x10= 7x10 MT18H= 0-0-0 0-0-0 I 12-0-0 l 24-0-0 12-0-0 12-0-0 Plate Offsets(X.Y): [1:0-0-0.0-0-41.15:Edge.0-0-4] LOADING(psf) SPACING 7-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.30 1-6 >952 240 MT20 185/148 TCDL 5.0 Lumber Increase 1.15 BC 0.67 Vert(TL) -0.49 1-6 >574 180 MT18H 185/148 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.15 5 n/a n/a BCDL 1.0 Code IBC2009/TP12007 (Matrix) Weight:103 lb FT=20% LUMBER BRACING TOP CHORD 2 X 6 DF 2400F 2.0E TOP CHORD 2-0-0 oc purlins(3-2-6 max.). BOT CHORD 2 X 4 DF 2400F 2.0E BOT CHORD 9-0-0 oc bradng:1-5 WEBS 2 X 4 HF Stud/Std JOINTS 1 Brace at Jt(s):3 THIS DRAWING ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING REACTIONS (lb/size) 1=2554/0-5-8 (min.0-4-3),5=2554/0-5-8 (min.0-4-3) SHOWN.DUE TO THE WIDE SPACING OF THE TRUSSES,SPECIAL CONSIDERATIONS MUST BE Max Horz 1=-110(LC 3) GIVEN IN THIS AREA.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER/ARCHITECT Max Upliftl=-408(LC 4),5=-408(LC 5) TO SPECIFY PROPER BRACING SIZE AND ATTACHMENT. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-5685/898,2-3=-4117/642,3-4=-4117/642,4-5=-5685/899 BOT CHORD 1-6=-807/5183,5-6=-703/5183 WEBS 2-6=-1771/479,3-6=-256/1709,4-6=-1771/481 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=5.Opsf;BCDL=1.0psf;h=25ft;Cat.I;Exp B;enclosed;MWFRS(low-rise)gable end zone;Lumber DOL=1.33 plate grip DOL=1.33 (Actual dead loads used per ANSI/TPI 1—2002 section 6.2.1.3) 3)The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow for any additional load to be added to the bottom chord. 4)Dead loads shown include weight of truss. Top chord dead load of 5.0 psf(or less)is not adequate for a shingle roof. Architect to verify adequacy of top chord dead load. 5)All plates are MT20 plates unless otherwise indicated. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 408 lb uplift at joint 1 and 408 lb uplift at joint 5. 7)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard . k .; Y s October 9,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This tlesign is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint # rig' I designations shown on individual web and chord members are for compression buckling only not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, n delivery,erection,lateral restraint and diagonal bracing,consult ANSITPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. 1 • Draw North Arrow in Circle Town&Country® 16521 Highway 99,Suite C•Lynnwood,WA 98037-3161 insimmoV Admini t425)258-417 •Puyallup:(743)840-9552 Building Design POST FRAME BUILDINGS Administrative Headquarters: (425)743-1555 ® FAX: (425)742-4378•800-824-9552 ERMA BI LT Contractor's Lic.8:TOWNCPF099LT DIVISION permabilt om•facebook.com/permabilt Quality:Our Future Depends On It."' PLVSE CHECK - 1 up doors fit in Bays 4-(Wind MPH �,1 oll-up doors will not hit Truss Wind Exposure f �. tom' ;,; 4 ll/i Roof Pitch Eave Height I E E Cr it t. 7i} Snow Load 1,:i Minimum Clearance c.- °;,4 I ., rlil (DENIM)' • t YES ON° (please circle) 0 Z ;FLOOR PLAN 3r. s w i v� a Cr tf N 1 CC ca to 00 G G anca QG W O a. a. w � I a =� u.,, = a a w 1 Lt,3 0 c ,2 4 4 Q: j c; I,• e: cx. 11.10 +b at ft w c:, CI CI D $ " t, ,. 10 tcrev lip_ 1 t I ......------<%'-------,.. _r_ 1 iO' ,N ki • _ l'. o z9' J „ .6 3' x&'Es" pima Duu/t v I/J3X ,3 / jc t0 13 i-m FI NI UI w) s yNs, 4- aiy - - I .J u �� To IS ' Li.em srw y 61.4.4C 0 't tM 131 — (1-4° - I Ar 4 I ,, I ! 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PORT HADLOCK WA, 98339 ' Parcel Number: 961800206 S-T-R: 34-30N-01W Total Acreage 0 Legal Description IROND• LE#2 BLKJOTS 20 THRLJD3ND TGTH BY Land Use: 1100 :LA V561/P7 • Flood District: C� -`' Fire District: 1 Planning Area: 4 Flood Map(FIRM)Panel No: School District 49 Zoning: COMP PLAN DESIGNATION: COMMUNITY PLAN: UGA: UGA Trans [vr- Plot plan states "property line" [ ,...-r Assessor's Map (Property lines on submitted plot plan must match the property lines as identified on the Assessor's 1/4 map) [ t. Legal Access to Property ea NO [ II- Parcel Tags or Scanned Documents YES 6) [ st/r— ESA's: Special Reports Nearby YES C [vr Designated Ag YES 6) [ tA- Shoreline Designation: YES No [ Shoreline Slope Stability: YES Stream Type:YES NO Fish & Wildlife:YES NO - Wetlands: YES NO Rare Plants:YES NO Seismic: YES NO Landslide: YES NO Flood: YES NO Erosion: YES NO Aquifer Recharge Are 4010 NO r . SIPZ: none At Risk High Risk Coastal CMZ: none High Risk Moderate RiskDisconnected CMZ Stormwater site plan submitted: YesNo [10j Forest Lands: YES NO Adjoining Forest Lands: Commercial/ Rural/ Inholding [ ter Mineral Lands: YES [ vt Agricultural Lands: YES [ (4 Archaeology: YES [ f Stormwater: New Im•er 'ous Surface ( 't ( Land Disturbing Activity & 't` 7 ESA's Stormwater Re•':. in Req#2 Min keg#1 thru#5 Min Req#1 thru#10 Engineering [ Notice Provisions Disclosure:Airport YES NO MRL YES NO Forest Lands YES NO [ ice]' Landscaping Required: Yes 401 [ Parking Spaces Re fired NO 2 ' Other f fi Building Height: 35' UBC Standard [ • 1./Impervious Surface cove e percentage: Resource Lands&Public: Rural Residential Rural In"ial: Per UDC Sec 6.7 Rural Commercial: 60% Are of Building Coverage:60%in Rural Industrial Lands only [t Total Building (s) Size: `2 7 2--. RVC:20,000 SF CC:5400 00 SF NC: 7,500 SF GC: 1 00 SF All others:subject to septic&water constraints/None specified [tj Setbacks: Front: 0 Left Side: Right Side: Rear: 5 Shoreline Setback: LSHA Setback: [ V Road Classification: Road Approach' ISTING _ NOT REQ'D RAP [ t SEPA Required: YES xE ,•T [ - Flood Certificate: A- [ Existing Case(s) &Condition(s : Violations: Yes No [ j, Recorded Date of Subdivision: AFN Over 5yrs=UDC I� Plat Conditions: ,<5yrs=Plat Condition en plat or Old Ordinance [ vJ Lots/Require Declaration of Restrictive Covenant Olt 0, bmitted: YES I 0 [t'( UGA No Protest Agreement YES NO, submitted: NO [ kr Site Visit conducted YES �O ( ['vRequire Final Zoning Approval YES [ t ADMIN: Setbacks entered in Permit Plan case N/A YES New Parcel Tags entered in Permit Plan N/ YES Special Reports Scanned Ely'x YES No parcel tags found for parcel Cases Associated with APN 961800206 Cases Name Review Type Status Planner BLD13-00097 MC ALLISTER P Application Received: 3/28/2013 Permit Issued/Case closed: Case Finaled: NEW GARAGE - NO WATER/ NO HEAT OTH95-00319 NORTON C Application Received: 12/29/1995 Permit Issued/Case closed: Case Finaled: 1/26/1996 EVALUAITON OF EXISTING SYSTEM OTH95-00319 NORTON C Application Received: 12/29/1995 Permit Issued/Case closed: Case Finaled: 1/26/1996 EVALUAITON OF EXIS I ING SYSTEM OTH95-00319 NORTON C Application Received: 12/29/1995 Permit Issued/Case closed: Case Finaled: 1/26/1996 EVALUAITON OF EXISTING SYSTEM OTH96-00034 GIFFORD P Application Received: 2/26/1996 Permit Issued/Case closed: Case Finaled: EVALUATION OF EXISTING SYSTEM OTH96-00034 GIFFORD P Application Received: 2/26/1996 Permit Issued/Case closed: Case Finaled: EVALUATION OF EXISTING SYSTEM OTH96-00034 GIFFORD P Application Received: 2/26/1996 Permit Issued/Case closed: Case Finaled: EVALUATION OF EXISTING SYSTEM SEP96-00113 MCANDREW F Application Received: 4/10/1996 Permit Issued/Case closed: 5/5/1996 Case Finaled: 8/29/1996 SOM96-00113 BROOKS RCR Application Received: 8/29/1996 Permit Issued/Case closed: 9/20/2012 Case Finaled: \\tidemark\data\forms\R_Parcel_CRMLA.rpt 4/3/2013 Page 2 of 2 44,1 c(::6A JEFFERSON COUNTY I�- `% rc iu +� DEPARTMENT OF COMMUNITY DEVELOPMENT t ` , �' �� 3t•° '..ti 621 Sheridan Street • Port Townsend • Washington 98368 ' QP� 2 q �(�,� l O 360/379-4450 • 360/379-4451 Fax �, `3 "INGPS http://www.co.jefferson.wa.us/commdevelopment/ U JEFFERSON COV Ty __WT.Of CO ORStglTY D+j!!E'.OF ' I Stormwater Calculation Worksheet MLA# 4A)/...s----t, 7 PROJECT/APPLICANT NAME: �r(4..q e'I ,IG/-4LZ/r 7f'e DETERMINING STORMWATER MANAGEMENT REQUIREMENTS: This stormwater calculation worksheet should be completed first to classify the proposal as "small,""medium," or"large." The size determines whether a Stormwater Site Plan is required in conjunction with a stand-alone stormwater management permit application, building permit application, or other land use approval application that involves stormwater review. The basic information will also be helpful for completing a Stormwater Site Plan, if required. PARCEL SIZE(I.E.,SITE) Size of parcel O,/7 2.-. acres An acre contains 43,560 square feet. Multiply the acreage by this figure. Size of parcel in square feet 7fO0 sq/ft Land-disturbing activity is any activity that results in movement of earth, or a change in the existing soil cover(both vegetative and non-vegetative) and/or the existing soil topography. Land disturbing activities include, but are not limited to clearing, grading, filling, excavation, and compaction associated with stabilization of structures and road construction. Native vegetation is vegetation comprised on plant species, other than noxious weeds, that are indigenous to the coastal region of the Pacific Northwest and which reasonably could have been expected to naturally occur on the site. Examples include species such as Douglas fir, western hemlock,western red cedar, alder, big-leaf maple, and vine maple; shrubs such as willow, elderberry, salmonberry, and salal; herbaceous plants such as sword fern,foam flower, and fireweed. LAND DISTURBING ACTIVITY, CONVERSION OF NATIVE VEGETATION, AND VOLUME OF CUT/FILL Calculate the total area to be cleared, graded,filled, Answer the following two questions related to excavated, and/or compacted for proposed development conversion of native vegetation: project. Include in this calculation the area to be cleared for: Does the project convert 3/4 acres or more of Construction site for structures 6 )2- sq/ft native vegetation to lawn or landscaped areas? Drainfield, septic tank, etc. sq/ft Circle: Yes No Well, utilities, etc. sq/ft Does the project convert 21/2 acres or more of native vegetation to pasture? Driveway, parking,roads, etc. sq/ft Circle: Yes No Lawn, landscaping, etc. sq/ft Other compacted surface, etc. sq/ft Indicate Total Volumes of Proposed: Total Land Disturbance 6.' 72 sq/ft Cut Fill (cu/yd) [over] stormwater calc worksheet Rev 9-9-2010—REV.9/9/2010 1 • • . Impervious surface is a hard surface that either prevents or retards the entry of water into the soil mantle as under natural conditions prior to development. A hard surface area which causes water to run off the surface in greater quantities or at an increased rate of flow from the flow present under natural conditions prior to development. Common impervious surfaces include, but are not limited to roof tops, walkways, patios, driveways, parking lots or storage areas, concrete or asphalt paving, gravel roads, packed earthen materials, and oiled, macadam or other surfaces which similarly impede the natural infiltration of stormwater. STORMWATER CALULATIONS–IMPERVIOUS SURFACE NEW EXISTING Structures(all roof area) 7 0 sq/ft Structures (all roof area) 00 sq/ft Sidewalks /70/)t- sq/ft Sidewalks ,`2 0 sq/ft Patios /fj sq/ft Patios /2 O sq/ft Solid Decks 7)0/) - sq/ft Solid Decks 2Y sq/ft (without infiltration below) (without infiltration below) Driveway, parking, roads, etc Y60 sq/ft Driveway, parking, roads, etc 2S, sq/ft Other sq/ft Other sq/ft Total New /2 76 _sq/ft Total Existing iy.20 sq/ft TOTAL NEW+TOTAL EXISTING* 2 G G sq/ft *This amount will be used BY STAFF to check total lot coverage. The following questions will help determine whether the proposed project is considered development or redevelopment. DEVELOPMENT v. REDEVELOPMENT Divide the total existing impervious surface above by the size of the parcel and convert to a percentage: /:/–',42? Does the site have 35% or more of existing impervious surface? Circle: Yes / No FURTHER INSTRUCTIONS: If the answer is yes, the proposal is considered redevelopment and the attached Figure 2 should be used to determine the applicable Minimum Requirements. If the answer is no, the proposal is considered new development and the attached Figure 1 should be used. At this juncture, the applicant should refer to the applicable Flow Chart to determine the Minimum Requirements for stormwater management. DCD staff will help verify the classification of the project and the application requirements. For proponents of "small" projects who must comply only with Minimum Requirement #2—Construction Stormwater Pollution Prevention—an additional submittal is not required. The proponent is responsible for employing the 12 Elements to control erosion and prevent sediment and other pollutants from leaving the site during the construction phase of the project. Pick up the Construction Stormwater Pollution Prevention (SWPP) Best Management Practices (BMPs) Packet. Proponents of"medium" projects—those that must meet only Minimum Requirements #1 through #5—and for "large" projects—those that must meet all 10 Minimum Requirements—are required to submit a Stormwater Site Plan. DCD has prepared a submittal template of a Stormwater Site Plan, principally for rural residential projects. Complete the template in the Stormwater Site Plan Instructions and Submittal Template or prepare a Stormwater Site Plan using the step-by-step guidance in the Storm water Management Manual. APPLICANT SIGNATURE By signing the Stormwater Calculation Worksheet, I as the applicant/owner attest that the information provided herein is true and correct to the best of my knowledge. I also certify that this application is being made with the full knowledge and consent of all owners of the affected property. ` 1j :i4j2,, 1.,t( 7-aeo-/.? (LANDOWNER OR AUTHORIZED REPRESENTATIVE SIGNATURE) (DATE) FOR OFFICE USE ONLY SMALL MEDIUM LARGE REDEVELOPMENT Stormwater Site Plan: Yes No stormwater calc worksheet Rev 9-9-2010—REV.9/9/2010 2 Jefferson County DCD Building Division Correction Notice PERMIT NUMBER 13-17 OWNER JOB LOCATION /06/U5 Inspection of this structure has found the following violations: 7 vi e_. io - w att.u 7 D0012 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 ?"Zg—13 Inspector BUILDING DIVISION(360)379-4450 I SPECTION HOTLINE(360)379-4455 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE Jefferson County BuildinAvision Permit Giber: BLD13-00097 Applicant: MC ALLISTER BUILDING PERMIT INSPECTION APPROVALS Applicable Code: 2009 International Building Codes To schedule inspections, call (360)379-4455 no later than 3:00PM the day before the inspection is needed. Requests received after 3:00 PM will not be scheduled for the next 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 Fv )IErosion Control Post Holes -i 1 2A t3 Straps(hold downs) Ext. Shear Wall Nailing Framing i Blocking Address Posted FINAL INSPECTION tO -1(- I < FINAL INSPECTION MUST BE APPROVED PRIOR TO BUILDING BEING OCCUPIED THIS PERMIT IS VALID FOR ONE YEAR III • CONDITIONS for Building Permit# :BLD13-00097 1.) The project shall adhere to the Best Management Practices (BMPs)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. 2.) The site plan as submitted with the Building Permit application on March 28, 2013 has been reviewed for consistency under the UDC, and has been approved by Jefferson County Department of Community Development. Any modifications, changes, and/or additions to the stamped, approved site plan dated April 3, 2013 shall be resubmitted for review and approval by Jefferson County Department of Community Development. 3.) No plumbing has been reviewed or approved for this project by Jefferson County Public Health. Additional requirements may apply if plumbing is proposed. \\tiripmark\data\fnrmc\F RI 11 Parmit RlrIn rnt 5/701113 • BUILDING PERMIT Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT #: BLD13-00097 Received Date: 3/28/2013 SITE ADDRESS: 10 E EUGENE ST Issue Date 5/7/2013 PORT HADLOCK, 98339 Expiration Date 5/7/2014 OWNER: MICHAEL J MC ALLISTER PHONE: 3603020506 10 E EUGENE ST PORT HADLOCK WA 98339-9654 IRONDALE#2 SUBDIVISION: Block: 2 Lot: 20+ PARCEL NUMBER: 961800206 Section: 34 Township: 30 N Range: 01 W CONTRACTOR: TOWN & COUNTRY POST& FRAME PHONE: 425-743-1555 16521 HWY 99 SUITE C LYNNWOOD WA 98037-3161 Contractor's License TOWNCPF099LT Expires 6/30/2013 PROJECT DESCRIPTION: NEW GARAGE - NO WATER/ NO HEAT TYPE OF WORK GAR SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: VALUATION 19,000.00 ADD'L: HEAT TYPE CODE EDITION: 2009 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: SHORELINE: GARAGE: 672 CONST TYPE: DECK: SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: OSS WATER SYSTEM: 05783 Type Amount Paid By: Date: Receipt: BEDROOMS: BATHROOMS: Permit $307.25 JLA 03/28/13 140170 Exist: Exist: Plan Check $199.71 JLA 03/28/13 140170 Prop: Prop: State Building Code $4.50 JLA 03/28/13 140170 Total: Total: Total: $511.46 Directions to Site: 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 3pm the day before the inspection is needed. Office Hours 9:00 am -4:30 pm MONDAY - THURSDAY HOT LINE AVAILABLE 24 HOURS A DAY SPECIAL CONDITIONS APPLY-SEE ATTATCHED