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BLD2015-00127 - DESIGN
• _ TSE PRSCErWEED JoBtt: ply/ 46 BY: ( fG A Engineering A / /f 12810 NE 178TH ST STE 218 APR 0 8 2015 DATE: C ' G�II �� f f1T u WOODINVILLE,WA 98072 (425)481-6601 ►U tiAl Job Name: Anglin JEFFERSON COUNTY Diretldress: 1765 W. Valley Road BUILDING PLAN REVIEW Chimicum, Washington 98325 0 APPROVED AS SUBMITTF nisdiction: Jefferson County kiel ❑ APPROVED AS NOTED Job ID: Anglin REVIEWED FOR ...ow. Design Specifications: 2012 IBC CODE COMPLI,` N6P. ❑ REJECTED Building Type: Post-Frame Date i('t1 (� Reyiewer�� r Design in tssecgust): 110 mph @ SD Level Wind Exposure: B Roof Snow Loading: 25 psf Occupancy Category: I R: 2.5 %of Snow Incl. w/Seismic: 0 % Soil Site Class: D Allowable Soil Bearing: 1500 psf Analysis Procedure: Wind: ASCE 7-10 Envelope Procedure Seismic: ASCE 7-10 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 4'*‘ \ , Anr A tr , h,,li ' 1 i r:i. V g �//�G 2 vi-h 199649 �/, " �r1. ,' o?"FCC �`� �yflsvj � , ��<, ^^ .�\\V _, III !, , 1.1. A TICIF: Piens are sppa'�vcd eni- r pang V any errors or ornIszsic:rtu.'Aii wr.,.rk. .rust pass inspection in conforreancc' with Contact the Building Department ell applicaoie codes and regsiatit..ns. at 379-4450 prior to making changes or revisions to the approved plans J v 5.9.07 b t/ri1W INUIU I HII OW Ill LUCK 16521 Highway 99,Suite C•Lynnwood,WA 98037-3161 wn AM County Admini (425) Head 71•Puyallup:(753-640-9552 Building D, , iiiri III j POST FRAME BUILDING e Administrative-4378.800-: 4-5)743-1555 ERMA BILT FAX: (425)742-4378.800 800-824-9552 Contractor's Llo.M:TOWNCPF099LT Our Failure Depends On it.- permabllt.eom••facebook.com/permablit PL SE CHECK LJ II-up doors fit in Bays Wind MPH 1l up doors will not hit Truss I''; Wind Exposure V G Roof Pitch Eave Height it Snow Load ' Minimum'Clearance FLOOR PLAN (DEN/1/1) YES NO (please circle) 1 : ) U ) [ rr il Mfg, . L � J JIM' r C,=COMMU'JJITY DEVELO'MFIVT '1 i ____ ____, _ I T. fb .:-‘ 1 ii 1 S } E 1 } + 2,;/- I 1 1 iv , 6,, ® _ 9 Y 7, '__L//I 17 1F g. W -,',,.e, 1£? Fv.i;--N c G -7■,ri F} e 'i4 L �! 6.+ I L(NG_ �u.kJ 1) �T v `..°_ c ■ - ,,I,, t ( O i' I 6, t t 0' 1 ( 1C-rvJ Cy f'' t.' ;... . , .*r_ ,' • i.. 1 l ' © 12Ir X12 :_417 L,. Vt'4&./7S - 4 P-0t..14 L1 d1. 4(t6-if 4r r,z:44-//Iv L 4L4 c_ t.» I 1It } • N� (2du�� c , latL1 , IL X `�v X �'` ( � N�G 1�;r :Lr , I E /1 f p117+-1 C tt 64'244 Er,-4-1 ,' 2,/1 :;YZ11 cc4it I1 -FiAii�>�1 i 1 i� �t, �r 1,� 1 .��i. I l■ ..____ ._. _. . �1 _ . _ _ (.f v' 71 ,/P.--)(:(f:r'' .�t'°_`> 1 • I f •• I Y 12x6 1g t' (a -4-- iCXCf }4�I'. ,21.1. x 2 3 t-'(pe:'✓ A t ( t=.. `..f t),,;,;a'' L`...)1 3 t-il k,L , 1 /- '.i ., .1 BUILDING ELEVATION Customer has verified and approved the orientation of the building to the North and verifies that all ,,i items specified in Paragraph B of the contract are shown on this drawing and vice versa. j 111111 11111 IN ID Customer Name: ' )('`, I > 7. 1,1 k)6r 4, '\J Lead#: C I" f Customer Signature: "w 'k'' ' O 8 . White-Customer Copy Canaary-Office Copy ®2012 Perma-Bilt®Industries FR-85 07/12 •1111 • ..._ ......_ .... ® 16521 Highway 99,Suite C•Lynnwood,WA 98037-3161 Town & Country_ Everett:(425)258-4171 •Puyallup:(253)840-9552 ' POST FRAME BUILDINGS Administrative Headquarters: (425)743-1555 ® FAX: (425)742-4378•800-824-9552 ERMA BI LT Contractor's Lic.#:TOWNCPF099LT �- oivisio, • permabilt.com•facebook.com/permabilt Quality:Our Future Depends On It." , , , ., . ---15 DIRECTIONS TO SITE it; '. APR 1 5 2015 JOB NAME: k�WA/ �J— -.� SHIP TO ADDRESS: i 2 �5 /1// 11�� /fjJ) lEr M �� Y-EVE "'" 0`COMMUNITY DEVELOPMENT GN(1M 14 -■ W41- 99 '3 ZS TELEPHONE#AT JOB DROP: 3490 7� /❑ ❑32 3 THOMAS GUIDE E Can a semi' turn around at the job drop? es ❑No Back-in Only Other Can a two tone get into the job drop? Lb/YYess ❑No ❑Other Can a concrete truck get into the drop? E ' s ❑No ❑Other Will a 4 wheel drive vehicle be required for deliveries? ❑Yes No ❑Other y Directions +IAA 10 JN7 (.�!J 4C- 1, q ' W wv7 ) / c� /,� V & 1691�—fp I-4-00 -fO tj) S D/V LW S r DIRECTION v4'1 CH 1 141 •� se /b iE4��� G1.7 Gdy 'Truck Dimensions:65'long,8'wide, 121/2'high,and it weighs 35,000 lbs.empty. 2Truck Dimensions:30'long,8'wide, 121/2'high, and it weighs 18,000 lbs.empty. ®2012 Perna-Bill®Industries FR-35 07/12 1 11 1111 11E1 1111 11 11 t f? ,-, , -e' l' r Tr-,z G i'' -* 1 4 * ∎�TOwn t•_ un 10521Mahwerea LAO 0•Lynnwood.NN 22Wla161 • • � Drew North Arrow Circle p6T AMYeU w h.nwalssnn•wr+rwRlsao-osss Building Design m neirrwnnrowvquanen lanl Taa.(css a FAX:(42517664228.862 e24-9552 ^ F� r e..�a %TnoadafaUc a'TOW,rePi099 Y {!.. 06265 Gw Pave Depends U.a" Moa'''mm•Iw:ee'"I'°" eat ''ll FE CHECK GS Wind MPH OQ A 7riTh "l .fd°Pitch r r Eave Height )i� Snow s ht I inimuml earance i_.. FLOOR PLAN Y e ci 1 DENIM- NO (Flees 'mle I,t 1 p', • • I �tp T, . . • 11, F .. --. ,. 111 29r )1 . I ..ws.eec- . _ I ;6,, _LISP lE w) ce sl -Ill'IiY� Ls L.r„ ILrNc- Lu4.1) 'P21/sS c.2v55tNG (, d 1012% Al 6,x e" . _ . i(-Z TL2u51'c s, un,e ee.D‹S/N6) O 12°X12" vt4PLE V iuJ.- Oat4L-l. r1S 4f ll..-1! As A+4lov6 4L.trW5 • 1W' .. _ ,—. //�/C./L'}lP'�- F✓- /F fLi{M F... ... _ .. -- — ... - U LI L I. ri' '141 12_ _ 12 .. ' 2_,'t nlr3r 120,,F,-4. f aws. 'k5o )c " ptvr z-a? w k. /` ,,'Low I 1---Alt elin cJ d 24PS.) .fP ,� Q J�' �F(1/ 0 { V r4-?me- �yf fl-I -7 .__ 1 r 7 VNrik-,4 >Lvf3 n ' i/ IK ..-.... .._ I 3H 10x9_ - irs`x�i (aP .tz g 12xC/ 1RrS21,< lRtiR •S r• ■. , 3ve, 4,,cf`, Dope Lvlsx e,;„,, AO, W../a du,lt -Fr n.l f1( tO. BUILDING ELEVATION tk' ma... Customer has verified and approved the orientation of the building to the North and verifies that all b items specified in Paragraph H of the cotttract are shown on this drawing and x v'i versa. V i - - 4 1111111111111111111E11111 Customer Name 13(1)ID �- Auc f J WM1irc-Piemver Copy Caeery-CRLea copy dt:CeSr� 'CustomerSignature: 02°12 Perna-Bee Induatnes FR-95 BM 2 • • g TSE PROJECT: Anglin PAGE: 3 CLIENT: PermaBilt DESIGN BY: JOB NO.: 24249 DATE: 04/03/15 REVIEW BY: Wind Analysis for Low-rise Building,Based on ASCE 7-2010 INPUT DATA WIND SURFACE Exposure category(B,C or 0,ASCE 7-102673) B FOR DESIGN Importance factor(ASCE 7-t0 Table 1.5-2) I = 1.00 for all Category �/� /�� Basic wind speed(ASCE 7-10 26.5.1 or 2012 IBC) V = 110 mph Topographic factor(ASCE 7-1028.8&Table 26.6-1) Kn = 1 Flat L 0 Building height to edge he = ft .c Building height to ridge hr r = 15.5.7 ft Building length L = 50 ft L Building width B = 28 ft Effective area of components(or Solar Panel area) A = 50 ft2 , [T DESIGN SUMMARY Max horizontal force normal to building length,L,face = 12.56 kips,SD level(LRFD level),Typ. Max horizontal force normal to building length,B,face = 5.98 kips See Page 4 for Adjusted Wind Forces ANALYSIS Velocity pressure qh=0.00266 Kh Kn Kn V2 = 18.43 psf where: qr.=velocity pressure at mean roof height,h.(Eq.28.3-1 page 298&Eq.30.3-1 page 316) Kh=velocity pressure exposure coefficient evaluated at height,h,(Tab.28.3-1,pg 299) = 0.70 K6=wind directionality factor.(Tab.26.6-1,for building,page 250) = 0.85 h=mean roof height = 13.35 ft <60 ft,[Satisfactory] (ASCE 7-10 26.2.1) <Min(L,B),[Satisfactory] (ASCE 7-10 28.2.2) Design pressures for MWFRS p=qh((G C91)-(G CP,)1 where: p=pressure in appropriate zone.(Eq.28.4-1,page 298). p,P;R= 16 psf(ASCE 7-10 284.4) G C9,=product of gust effect factor and external pressure coefficient,see table below.(Fig.28.4-1,page 300&301) G C9,=product of gust effect factor and internal pressure coefficient.(Tab.26.11-1,Enclosed Building,page 258) = 0.16 or -0.18 a=width of edge strips,Fig 28.4-1,note 9,page 301, MAX[MIN(0.1B,0.1L,0.4h),MIN(0.04B,0.04L),3] = 3.00 ft Net Pressures(psf),Basic Load Cases Roof angle 0 = 18.56 Roof angle 6 = 0.00 Surface Net Pressure with Net Pressure with G CP, (+GC,,) (-GCP I) GCPr (+GCP I) (-GC9I) 1 0.52 6.22 12.86 -0.45 -11.61 -4.98 2 -0.69 -16.03 -9.40 -0.69 -16.03 -9.40 3 -0.47 -11.97 -5.33 -0.37 -10.14 -3.50 4 -0.42 -10.99 -4.36 -0.45 -11.61 -4.98 5 0.40 4.05 10.69 6 -0.29 -8.66 -2.03 1E 0.78 11.09 17.73 -0.48 -12.16 -5.53 2E -1.07 -23.04 -16.40 -1.07 -23.04 -16.40 3E -0.67 -15.75 -9.12 -0.53 -13.09 -6.45 4E -0.62 -14.74 -8.11 -0.48 -12.16 -5.53 5E 0.61 7.93 14.56 6E -0.43 -11.24 -4.81 3E 3 2 2 2E 3 2E lE -GNU 6E ���'' ', T,ERENCE CORNER I I �E '"'�^S SE S REFERENCE CORNER 4 ° WIND DIRECTION 2e WIND DIRECTION Load Case A (Transverse) Load Case B (Longitudinal) Basic Load Cases ) • w Uio ■ TSE Engineering Page: # LATERAL ANALYSIS Job ID: WIND Anglin 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. Vt&VI are adjusted by 0.6 for allowable stress values. Calculations that follow adjust the total wind force to the design force on a post-frame building: INPUT: PT= 12560 lbs. (non adjusted) PL= 5980 lbs. (non adjusted) hr= 15.7 ft. he= 11 ft. ADJUSTED WIND FORCES: Transverse; VT= [(hr- 0.625 he)/hr](PT)(0.6) = 4236 lbs. Controls Longitudinal; VL= ([0.375 he+ 0.5(hr-he)]/[he+ 0.5(hr- he)]}(PL)(0.6) = 1740 lbs. 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 = 28 ft. p = 1.3 Building Length = 50 ft. 1= 1 SEISMIC WEIGHTS: W roof = 4200 lbs. W end walls = 1187 lbs. W side walls = 1650 lbs. SDS= 2/3 Ss = 1.000 Cs= SDS/(R/I) = 0.400 SEISMIC BASE SHEAR: V= Cs W Transverse= 2340 lbs. Longitudinal = 2155 lbs. CL SEISMIC DESIGN FORCES: 0 U VT= CS Wt p 0.7 = 2129 lbs. t VL=Cs W p 0.7= 1961 lbs. Controls St...��'�Town St Co 16521 HIgIwy99,Salle •Lynnwood.WA 98017.3161 s ,. ._ Draw North e"fill Town Mow in Cad kineLLla2rve Headquarter. 2 8oess Building Design m ��s rF On pgmlldNNt250WGw a @112,1P.,/55 • e •- • CO.H2817429378.6WB a-ams ' �_ • • CdMriors LB ii TWMCPFOP9LT • , 6 ...••° +0OFemenep,,a•Onn."' peOn80 com•Mn0mkewipamabll P CHECK °5 Wind MPH I FE doors fit in Bays T /f,% too�p doors will not hit Truss ,�Wind Exposure }iTh_ rm �r1Roof Pitch 1f Eave Height 2} Snowmwill /U MieimumlCl6e2nce FLOOR PLAN IDENIMIm YES NO (plee aelrGe) . _ /t1 O • ll:., # k ■>1 1 Are,e4t *11,91$,S. ./b0.01.. .__.„?.. .r.n .,,_. s_ -.p=1 mss. : _ _., c. :c , 1":--6' . O=`!Y, AI( Fs(tl Ina)C,c to F_,./„5 2 e - -. .� C-fi-,w - Lo :TY2 vS5 G+Ru SSCN G' —To? 01-- 6. e .. (2_Y2vSS Yc S vr..E L.CoS s/4/6) 12"X1v OA-1,'LF....sitl rS- 4 0 1,+1'114,,1C • 144G+-t A' r12✓r.14 SA,G 4 Li_t,•1:5 L -1 u U 12 1ti' 1z' t2 f` . _ Tq 4L 2' 111�1 ryuoF4 v.wws I LAro I 4t _.� .._ L,1 ,;,-f.ryci-ti .f'.t En WS-Fe{, 4 ,PS,X4,17.. .. 1 ny 0 I / 1 78 .. L , 14 r. loll w 0. 0 1 CI ...--ii le-3.-01�/ 12x rIR1s2 C , 14�.� LaLx , 12r,•IL: .. V ., n to • ; I u r pUUP Lv/3x • -Oh 1 ./ a. 3iG.> F� uc, t) �>Raon� �,n.� L . . . BUILDING ELEVATIO ��G^ ! W�l/ " h Customer has verified and approved the orientation of the building i •,e North and an that all .0 10.1111 items specified in Paragraph B of the contract are shown on this dm i Fi--. , v versa /f ' '' 1 �� 1111111 111111111111 CustomerName: �o C . /,v(-r'ti Lead#:CdcCrTr Customer Signature: V1 I Lis WWU-Coss Copy Cwy-Ot5n Copy 02012 Perma-Bllt®I008Mes FR-95 67/12 . , • ......_ PROJECT: JOB#: A Engineering A BY: Call, 12930 N.E.178th Street Woodinville,WA 98072 A (425)481-6601 DATE: / 1• a i S h E*N‘f.:•-1 4 D VALINc rMENT OF POT- FRAM 'gtriero Yliir1-1 cc 0 :D / L1, 19 RooF IS COE'RE7(,) L 11 f I NI S HALL AT ICE on ) 31111';\\mu_ --\-- ›.- Ss , F3 L iii, ---- i? ---- _, § s -= sDswAti... Di s Pmri- _ il—'f---- 1 z , - 1,4til‘rf. ...ric.) To v 1 11 h G-Itiosocipi<0 e CENTER v ' I 4 TO —ILI le r_i a m 0-r 5 or srPENGII OP INIAr“," 41 ++1 cprriANI ) I P e L I • 1 4: E= ct.ipttiALL .1)15PtAlecF- L.,„,,,„ I iNdarr ue 7b a (55 f__ pLAw viEvi OF BLDG, 51-In /hl DISPLACED * ROTTED F--ROlvt tA/trqD „„, A 2 b. Se • , „ok - F:ciRCt: p ) NORN)fit.. TO L >” 36:0G, END O. (...) okielza 4, /6 D15 n-AcE- w MINT o L1:2C:v• AT ( /E .....I • TSE Engineering Page: SHEAR & DISPLACEMENT OF POST-FRAME BUILDING WITH ONE OPEN SIDEWALL Job ID: Anglin Assumptions: Roof diaphragm is rigid Building has shearwalls on ends and one side Building rotates about its shear center tr SHEAR CENTER g Note: "Open Sidewall" is RIDGE enclosed but without qualifying P=VL ------- shearwall segments ---------------- "OPEN SIDEWALL" ENDWALL A 1 21 PLAN VIEW WITH GRIDS VL= 1961 lbs. GRID B V (shear on sidewall) = 1961 lbs. Sidewall Shearwall Length = 50 ft. V (sidewall)= 39 plf e (distance to shear center) = 10.79 ft. Q (shear on each endwall) = 1601 lbs. GRID 1 Endwall Shearwall Length = 14 ft. 151 V (endwall) = 114 plf< 43 fir All e-W04/1 4/14-dt GRID 2 m ti! - / 140 po 51/cA9A14/*1( Endwall Shearwall Length = 28 ft. 76 V (endwall) = 57 plf 0 k Oa Ss (deflection of sidewall) = 0.168 in. SE (deflection of endwall) = 0.176 in. d= 0.197 in. A= 0.365 in. A allowable per IBC Table 1604.3= 1.096 in. O.K. Ratio A to H= 0.003 0 0 , TSE Engineering Page: ? SHEARWALL DEFLECTION OF POST-FRAME BUILDING Job ID: Anglin Sidewall Input: Results: A = 19.25 in2 8 v H3 = 0.000 in. L= 50 ft. EAL E = 1.3 x 106 psi en = 0.02 in. v H = 0.003 in. G = 11x106 psi Gt H = 11 ft. t= 0.0135 in. 0.75 H en = 0.165 in. V (sidewall) = 39 plf = 0.168 in. Endwall Input: Results: A= 19.25 in2 8 v H3 = 0.002 in. b (AV.) = 21 ft. E A b E = 1.3x106 psi en = 0.02 in. v H = 0.008 in. G = 11x106 psi Gt H = 11 ft. t= 0.0135 in. 0.75 H en = 0.165 in. v (endwall) = 114 plf = 0.176 in. Q. 0 0 WWI LU PRO-PANEL II® T.cENZCAL R'EIF'EiF2EAT CE ATTACHMENT DETAIL GENERAL INFORMATION �'14 / "-14 x 74"Stitch Screw(1'-0"o.c.) •I•Slope The minimum recommended slope for Pro-Panel 0e roof / /--#9-15 Woodscrew panel Is 3:12„ 4 ►Substructure Pro-Panel II*is designed to be utilized over open structural framing,or a solid substrate. To avoid panel distortion,use a properly aligned and uniform substructure. - 1 " ►Gbverage • Optional Pro-panel It®panels are.available in a'!;'rib height with a I I Profile -- coverage width of 36". i : ►Length . 1 �—�"' Minimum factory cut length is 5'43", Maximum 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 FASTENING PATTERN and code requirements . NOTE:All panels are subject to surface distortion due to improperly applied faster-rem Overdriven fasteners will i1/4"-14 x 7/8"Stitch Screw j#9-15 Wood screw cause stress and induce oil canning across the-fees of the T { T f 1 T T i T panel at or near the point of attachment. I l 1 l I I . 'Availability Finishes Acrylic Coated Gelvalumea or MS Colorfast45e Gauges:26ga•arid 29ga standard i SECTION PROPERTIES ALLOWABLE UNIFORM LOADS PSF (3 or More Equal Spans) Width Yield Weight Top in Compression Bottom In Compression Inward Outward Ga. (in.) KS' PSF lxx Sxx lxx Sxx Load Load left In'ft In°/ft Insift 2' 2.5' 3' 3.6' 4' 6' 2' 2.5' 3' 3.5' 4' 5' 29 36" 80 0.71 0.0067 0.0134 0.0047 0.0133 90 58 41 27 18 9 90 59 41 27 18 9 26 36° 80 0.87 0.0090 0.0181 0.0063 0.0170 115 75 52 35 23 12 122 79 55 35 23 12 1. Theoretical section properties have been calculated per AISI 2001"Specification for the Design of Cold-Formed Steel Structural Members," Ixx 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. 4, Allowable loads do not include a 1/3 stress increase in uplift. o S. Diaphram 306 plf average Ulitmate Shear Strength using the above fastening pattern on 2x supports located 2'on center per ASTM F455-04 'La.ibw" o-4Sa Al-33 - 0,4(3v6)(i.?3)_ W,3pIf metal sales Kent,WA 800.431.3470 Jefferson,OH 800.321.5833 Anchorage,AK 868.640.7663 manufacturing corporation Temple,TX 800'543.4415 Rook Island,IL 800.747.1206 Bay City,MI 888.777.7640 Longmont,CO 800.289.7663 Sellersburg,IN 800.999.7777 Detroit Lakes,MN 888.594.1394P Antioch,TN 800251.8508 Jacksonville,FL 800.394.4419 Mocksville,NC 800.228.6119 IC LvOC,dland,CA 800.759.6019 Orwigsburg,PA 800.544.2577 Fort Smith,AR 877.452.3915 b Rogers,MN 800.3289316 Independence,MO 800.747.0012 Spokane,WA 800.572.6565 Fontana,CA 800.782.7953 www.metalsales.us.com , TSE page: (0 Engineering EMBEDDED POST DESIGN (POST-FRAME CONSTRUCTION) Sidewall/ryPte41 Eave Height Post b Post d HF Post Fb Fc E(10)^6 11 NOMINAL: 4 6 #2 850 1300 1.3 ft. ACTUAL: 3.5 5.5 Co 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 12 28 1.5 3 25 ft. ft. ft. psf psf Fb' Fc` E'(10)^6 1414 1830 1.235 ASD Wind Pressure 0.75W W Is Iw psi psi psi 10 90 120 1 1 psf plf plf Cs 1 IBC 2012 ASD BASIC LOAD COMBINATIONS: Loading: D + 0.75S+ 0.75W Loading: D + W P 4046 lbs. P 558 lbs. fc 210.2 psi fc 29.0 psi le 105.6 in. le 105.6 in. le/d 19.2 le/d 19.2 KCE 0.3 KCE 0.3 FOE 1005 psi FCE 1005 psi c 0.8 c 0.8 k.1 0.97 k.1 0.97 k.2 0.69 k.2 0.69 Cp 0.47 Cp 0.47 Fc' 855 psi Fc' 855 psi M (in-span) 9188 in.-lbs. M (in-span) 12251 in.-lbs. M (base) 16335 in.-lbs. M (base) 21780 in.-lbs. S.Mod. 17.65 inA3 S.Mod. 17.65 inA3 fb (in-span) 521 psi fb (in-span) 694 psi fb (base) 926 psi fb (base) 1234 psi Post CSI (in-span)= 0.43 Post CSI (In-span)= 0.49 Post CSI (base)= 0.89 Post CSI (base)= 0.90 0 0 v 6.9.07 _ W `TSE It Engineering page: EMBEDDED POST DESIGN (POST-FRAME CONSTRUCTION) Sidewall 41/1/4/C i.i/. 1.- /94.1) Eave Height Post b Post d HF Post Fb Fc E(10)^6 11 NOMINAL: 6 6 #1 975 850 1.3 ft. ACTUAL: 5.625 5.625 Co 1.6 1.6 1.0 in. in. CF 1 1 CL 1 itvZ Bay Width Span Roof OH Roof D Roof S Ci 0.8 0.8 0.95 13 28 1.5 8 25 ft. ft. ft. psf psf Fb' Fc' E'(10)^6 1248 1088 1.235 ASD Wind Pressure 0.75W W Is Iw psi psi psi 10 98 130 1 1 psf plf plf Cs 1 IBC 2012 ASD BASIC LOAD COMBINATIONS: Loading: D+ 0.75S+ 0.75W Loading: D + W P 5390 lbs. P 1612 lbs. fc 170.4 psi fc 50.9 psi le 105.6 in. le 105.6 in. le/d 18.8 le/d 18.8 KCE 0.3 KCE 0.3 FeE 1051 psi FOE 1051 psi c 0.8 c 0.8 k.1 1.23 k.1 1.23 k.2 1.21 k.2 1.21 Cp 0.68 Cp 0.68 - Fc' 739 psi Fc' 739 psi . M (in-span) 9954 in.-Ibs. M (in-span) 13272 in.-lbs. M (base) 17696 in.-Ibs. M (base) 23595 in.-Ibs. S.Mod. 29.66 inA3 S.Mod. 29.66 inA3 fb (In-span) 336 psi fb (in-span) 447 psi fb (base) 597 psi fb (base) 795 psi Post CSI (in-span)= 0.32 Post CSI (in-span)= 0.36 Post CSI (base)= 0.62 Post CSI (base)= 0.67 LY I A- ' /if Ili 0 0 'TSE page: 12/ Engineering EMBEDDED POST DESIGN (POST-FRAME CONSTRUCTION) Sidewall OPTION WITH BUILT-UP COLUMN PER NDS SEC 15.3.1 Eave Height Post b Post d HF Post Fb Fc E(10)^6 11 NOMINAL: 6 6 #2 575 575 1.1 ft. ACTUAL: 5.625 7.125 wl2xscab Co 1.6 1.6 1.0 in. in. CF 1 1 CL 1 Bay Width Span Roof OH Roof D Roof S Ci 0.8 0.8 0.95 13 28 1.5 8 25 ft. ft. ft. psf psf Fb' Fc` E'(101^6 736 736 1.045 ASD Wind Pressure 0.75W W Is Iw psi psi psi 10 98 130 1 1 psf plf plf Cs 1 IBC 2012 ASD BASIC LOAD COMBINATIONS: Loading: D+ 0.75S + 0.75W Loading: D+ W P 5390 lbs. P 1612 lbs. fc 134.5 psi fc 40.2 psi le 105.6 in. le 105.6 in. le/d 14.8 le/d 14.8 KcE 0.3 KCE 0.3 FcE 1427 psi FCE 1427 psi c 0.8 c 0.8 k.1 1.84 k.1 1.84 k.2 2.42 k.2 2.42 Cp 0.86 Cp 0.86 Fc' 634 psi Fc' 634 psi M (in-span) 9954 in.-lbs. M (in-span) 13272 in.-lbs. M (base) 17696 in.-lbs. M (base) 23595 in.-lbs. S.Mod. 47.59 iO3 S.Mod. 47.59 in^3 fb (in-span) 209 psi fb (in-span) 279 psi fb (base) 372 psi fb (base) 496 psi Post CSI (in-span)= 0.33 Post CSI (in-span)= 0.38 Post CSI (base)= 0.60 Post CSI (base)= 0.70 SCAB CONNECTION: nail allow= 133 Variables: / Eave ht(ft)= 11 Vmax(#)= 0.625(H)(W)= 893.75 d' Unit Id(plf)= 130 Vave(#)= (Vmax-(V-W(4)))/2= 633.75 d / Area 2x6(iM2)= 8.25 Qa(in)= A(d')=23.2 ^ • d(in)= 7.125 I (InA3)= (b)(d13)/12= 169.5 R d'(in)=(d/2)-0.75"= 2.8 v(psl)= Vave(Qa)/l(b)= 15.4 / Width b(in)= 5.625 v(#/')= v(12)(b)= 1041 b �l #of rows of Halls= 4 nailffUrow v/(#of rows(allow))=2.0 v3.9.12 1` al is 44P‘ op rf,r- vhr A. 6 k0-11 L J iv/7x6o4 TSE page: 1? Engineering EMBEDDED POST DESIGN (POST-FRAME CONSTRUCTION) Endwall Eave Height Post b Post d HF Post Fb Fc E(10)^6 11 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.Spacinq Bay Width Roof OH Roof D Roof S Ci 0.8 0.8 0.95 14 12 1.5 3 25 ft. ft. ft. psf psf Fb' Fc* E'(10)^6 1414 1830 1.235 ASD Wind Pressure 0.75W W Is Iw psi psi psi 10 105 140 1 1 psf plf plf Cs 1 IBC 2012 ASD BASIC LOAD COMBINATIONS: Loading: D + 0.75S + 0.75W Loading: D + W P 2284 lbs. P 315 lbs. fc 118.6 psi fc 16.4 psi le 105.6 in. le 105.6 in. le/d 19.2 le/d 19.2 KCE 0.3 KCE 0.3 FCE 1005 psi FCE 1005 psi c 0.8 c 0.8 k.1 0.97 k.1 0.97 k.2 0.69 k.2 0.69 Cp 0.47 Cp . 0.47 Fc' 855 psi Fc' 855 psi M (in-span) 10720 in.-Ibs. M (in-span) 14293 in.-Ibs. M (base) 19058 in.-lbs. M (base) 25410 in.-Ibs. S.Mod. 17.65 inA3 S.Mod. 17.65 inA3 fb (in-span) 608 psi fb(in-span) 810 psi fb (base) 1080 psi fb (base) 1440 psi Post CSI (in-span)= 0.45 Post CSI (in-span)= 0.57 , )ff Post CSI (base)= 0.89 Post CSI (base)= 1.04 -�.r_JV/' 1) 4 G 6Y z Q. 0 v 6.9.07 C w J WAINISMI , ' TSE Engineering Page:11 5ipGNdI( pas/ f , P= 5208 lbs Foundation Design Diaphragm Restraint per 2012 IBC Section 1806.3 & 1807.3 w H(ft)=11 Bay Width (ft)= 12 Wind Load (psf). 10.0 lw= 1 1 w(plf)= 120 Lateral Load Design: Post Diameter: 0.54 ft. 0.0 cu yd Foundation Depth: 4.25 ft. Constrained? YES Depth Required 4.1 ft. Nonconstrained? Soil Passive Allowable: 100 psf Gravity Load Design: DL(psf) = 3 P= 5208 lbs Snow Load(psf) = 25 Foundation Diameter: 2 ft. Span + overhang(ft)= 31 Foundation Area: 3.1 sf Bay width(ft)= 12 Bearing Allowable(Fbrg): 1500 psf Is= 1 Actual Bearing(fbrg)=P/A= 1037 psf Cs= 1 v 10.10.04-5.23.05 l/5 l ' O,q'^e'rte f '3" pGL.p >- 0 0 . •TSE Engineering Page: /S 1/Pr ('ooTii Ai ti1OWW 11 I to,rQ.AGic r‘Sh P= 2940 lbs Foundation Design Diaphragm Restraint per 2012 IBC Section 1806.3 & 1807.3 w H(ft)=11 Bay Width (ft)= 14 Wind Load (psf)= 10.0 Iw= 1 w(plf)= 140 Lateral Load Design: Post Diameter: 0.54 ft. 0.0 cu yd Foundation Depth: 4.3 ft. Constrained? YES Depth Required 4.4 ft. Nonconstrained? Soil Passive Allowable: 100 psf Gravity Load Design: DL(psf) = 3 P= 2940 lbs Snow Load(psf) = 25 Foundation Diameter: 1.5 ft. Span + overhang(ft)= 15 Foundation Area: 1.8 sf Bay width(ft)= 14 Bearing Allowable(Fbrg): 1500 psf Is= 1 Actual Bearing(fbrg)=P/A= 1040 psf Cs= 1 v10.10.04-5.23.05 (J sf (S'" P 'E7 e2 x 5 �3' Dee? 4e) '`'�S fl. 0 0 W • TSE Page: /6 Engineering PURLIN e i`. 6A/ INPUT: Uniform Loading Span Length w(DL) w(SL) Is L Roof (psf) 3 25 1.0 11.25 ft 0 Tributary(ft) 2 2 Cs= 1.0 Wall (psf) 0 0 Tributary(ft) 0 0 Floor(psf) 0 0 Tributary(ft) 0 0 Other (plf) 0 0 w(TL) 0 6.0 50.0 56.0 0 plf plf plf RESULTS: VI (DL) Vr(DL) VI (LL) Vr(LL) VI (TL) Vr(TL) M (DL) M (LL) M (TL) 34 34 281 281 315 315 95 791 886 lbs. lbs. lbs. lbs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10^6. Manuf.Lbr. Co 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 1.5 5.5 8.25 7.6 21 in. in.. in^2 in^3 in.^4 fv = 53 psi Brg.Lgth.= 0.043 ft. CL= 1.000 fb= 1410 psi GL Cv= N/A R = N/A A (DL) = 0.08 in. A (LL) = 0.67 in. A (TL) = 0.75 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv / Fv'= 0.61 L/ 203 for LIB U180 ok fb/ Fb' = 0.96 L/ 181 for TL> U120 ok USE 2x6 HF#2 @ 24" oc / LI. Table 1604:3 W v3.3.03 OIMINIM • ' 'TSE Page: (•1 Engineering PURLIN e It'/ 5A1 INPUT: Uniform Loading Span Length w(DL) w(SL) Is L Roof(psf) 3 25 1.0 13.25 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 33.3 40.2 0 plf plf plf RESULTS: VI (DL) Vr(DL) VI (LL) Vr(LL) VI (TL) Vr(TL) M (DL) M (LL) M (TL) 46 46 220 220 267 267 153 730 883 lbs. lbs. lbs. lbs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 10 1'6 Manuf.Lbr. Co 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 = 45 psi Brg.Lgth.= 0.037 ft. CL= 1.000 fb = 1400 psi GL Cv= N/A R= N/A A (DL) = 0.18 in. A (LL)= 0.85 in. A (TL) = 1.03 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv/Fv' = 0.52 L/ 186 for LL> U180 ok fb/Fb' = 0.96 L/ 154 for TL> L/120 ok USE 2x6 HF#2 @ 16"oc (or 2x6 @ 24"oc+ (2)2x6 @ 24" oc / ;,3 alternating) Table 1604.3 -.i m,,,: V 3.3.03 . T SE Page: leg Engineering Pf= 25 Cs= 1.0 1= 1.0 trib width= 7.5 RAKE BEAM PD= 3 I. J, w J, ,_ .I, T 1 RA RB 2.25 I, 2.25 2.25 I, 2.25 I, 2.25 1, 2.25 L= 13.5 ft. INPUT: w(DL) plf 31 31 31 31 31 31 w(LL) plf 188 188 188 - 188 188 188 w(TL) plf 218 218 218 218 218 218 P (DL) lbs P (LL) lbs P (TL) lbs 0 0 0 0 0 RESULTS: RA(TL) = 1472 lbs. RB(TL) = 1472 lbs. VA (TL) = 1472 Ibs.(max.) VB (TL) = 1472 Ibs.(max.) MA (TL) = 0 ft.lbs. MA-B (TL) = 4966 tt.lbs.(max) MB(TL) = 0 ft.lbs. A (DL) = A (DL) = 0.049 in. A(DL) = A(LL) = A(LL) = 0.303 in. A(LL) = A (TL) = A (TL) = 0.352 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 Brp.Lgth. Co 1.15 3 11.25 33.75 63.3 356.0 0.1 CH 1 in. in. in.^2 in.^3 in.^4 ft. Cr 1 Ci 1 STRESSES: fv = 56 psi fv = 56 psi fb= 942 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv / Fv' = 0.33 fv/Fv' = 0.33 fb/ Fb' = 0.96 r. RATIOS OF SPAN TO DEFLECTION: L/ 535 for LL r L/ 460 for TL lame o USE (2)-2x12 HF#2 v3.3.03 .,¢ d i? $ b . . ' !-∎ own&country. 16521 Highway 99,Suite C•Lynnwood,WA 98037-3161 Draw North Avow in Circle(.......1 Everett:(425)258-4171•Puyallup:(253)840-9552 g u i i d i n g Des i n � POST FRAME BUILDINGS Administrative Headquarters: (425)743-1555 ��, • ® FAX: (425)742-4378•800-824-9552 g �-7e ee�ee ERMA BILT Contractor's Lic.tt:TOWNCPF099LT Quality:Our Future Depends On 1[.'" Permahitt.eom•facebook.com/permabilt SE CHECK oll-up doors fit in Bays 4" Wind MPH i TC__,.; -/)-L . rai 1„,,,,r,h Fpol1-up doors will not hit Truss `3 Wind Exposure 4/I L Roof Pitch r� Eave Height Snow Load /Li Minimum'Clearance FLOOR PLAN (DENIM,' YES NO)(please circle) / " o, Lam ( I ' 11N/ 1E I 1 H. APR 1 5 'r)15 1LI 117-riL?,.. ., J14[Y '1 T Ol-COMMUNITY DEVELOPMENT t t� _ it (_ r , + 2Yi 41 11' LI (."' 0 ,-9Y7) :.,Li DP t.A4 .° cgF ,-Ar S1 2_ ?4etei4L. 0 6,&." it - Low Ti< L,-...c. C.;Ru cc/Nu ii —To I) ot17 e �;.e / 12 • )02"" ( ,4 F'L V if.ovT 5- 4 ElJ.i)t. 4 Gt F 1 t 4 f (,.&-' >a S -r r2„a.ta rnt f 4 L.t, c 1.,, S I ' eiv!`44(4 h/C T---,,t,-i. 1',i' r2,vi... 6.7 if C u L Ztt ►'Vit31 (ouT--+ (,;Aatl"S X 4' /A I ,i - ALTO-I r,FE47,1"eer.1! 4 2.,P5)rziP © 1,4r t: t' t iAil S.J. 1 C� .10' c.r�,J , - D r ,.. ?4.j ? 1 7 VN 1164 L.a73 ly . I 1 0 1`' 3 3 1Zxc! 1Rt�'..„ t2(,, IDXC1 rrvrS/Z1,1 4 IcX7' jL' di,' I n Y . n. T n. . r 3 t-e.,.a f4 c , 5.r. n t,t,, ? 44 3x3 �? C��,c , IA fa (,a,:, —�, ,L / SdI BUILDING ELEVATION 1,: Customer has verified and approved the orientation of the building to the North and verifies that all r items specified in Paragraph B of the contract are shown on this drawing and v' versa. ��� ql � e: aC l 1.:) ��- d� C> !1tiJ Lead#: �C t✓Customer Signature: % .� chi t it U ■111 �it 3 White-Customer Copy Canary-Office Copy 0 2012 Perma-Bilt®Industries FR-85 0712 i. V ■ Page7of13 Job `, Truss Truss Type - Oty Ply PERMITT CEILING LOAD 14'O.C. BB311156 T&C CEILING-D8' MOD.QUEEN 1 1 _ Job Reference(optional) The Truss Co/Td-County Truss.Sumner,Burlington,Paseo,WA/Eugene,OR,TSE 7.430 5 Jul 25 2013 MiTek Industries,Inc.Tue Nov 12 15:40:44 2013 Page 1 ID:iNtt5wZxgh yPSTyDWcrLTyVuEE-xoua9uz?Gr_pzT8P35EpUOmQFC5VMz9000It9gyJs41 58.8 994 l 14-0-0 I 18-2-12 I 22-58 28-0-0 I 5-6-8 4-2-12 4-2-12 4-2-12 4-2-12 5-6-8 Scale=1:49.9 5x6= 4 4.00 lir Pit 4 4x4 4x4 ttt- 3 5 12 13 +•: 354 3x4 6 �, 2 ..E 6x12 MT78H5= t- ///rA[ �^ 6x12 MT18HS= 1 ��IA w Now 7 j,_ -t;{ r r 1 It c 4. rn 11 10 9 8 Kr 6x6= 7x8= 6x8 MT18HS= 6x6= I 7-7-14 I 14-0-0 I 6-4-22 I jj0jp I 7-7-14 6-4-2 Plate Offsets(X,Y):11:0.4-14,0-0.0117:0-4-14,0-0-0),18:0-3-0.0-3-121,(11:0-3-043-121 - - LOADING(psf) 1 SPACING 7-0-0 CSI DEL in (loc) Udell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.33 10-11 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.99 Vert(TL) -0.63 10-11 >525 180 MT18HS 220/195 TCDL 8.0 Rep Stress Ina NO WB 0.95 Horz(TL) 020 7 n/a n/a BOLL 0.0' Code IBC2012/TPI2007 (Matrix) Weight:159 lb FT=10% BCDL 7.0. LUMBER BRACING TOP CHORD 2x6 DF 2400F 2.0E TOP CHORD 2-0-0 ocpurlins(2-7-6 max.). BOT CHORD 2x6 DF SS BOT CHORD 5-6-0 cc bracing:1-7 WEBS 2x4 DF Stud WEBS 1 Row at midpt 3.10,5-10 REACTIONS (lb/size) 1=3856/0-58 min.0-4-2),7=3856/0-5-8 (min.0-4-2) IF ACTUAL SPACING OF DRUBS IS CONTINUOUS ( ) ( ) ) 2c6 BLOCKING Max Horz1=123(LC9 2-TRUSSES ACH SIDE OF SPACED 5 OST),THE(SACIN THE BOTTOM H POST),LATERAL BRACING OF Max Uplift 1=-1023(LC 10).7=1023(LG 10) THE BOTTOMCHORDO 17-Ce LsPROVID 10d NAIL MAY BE INCREASED TO 12'.O Os PROVIDED . (TYPICAL) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. CONTINUOUS 2515 BLOCKING IS USED ._'y� TOP CHORD 1-2=-9457/2539.2-12=85242309,3-12=-8270/2324,3-4=-6212/1791,4-5=-6212/1791.5-13-82702324, ALONG THE FULL LENGTH OF THE 1•' I,1 6.13=45242309.6-7=94572539 BOTTOM CHORD PER SECTION A-A. ri BOT CHORD 1-11=-2289/8770,10.11=-1796/7328,9-10=-1796/7328,8-9-1796/7328,78=-2289/8770 CONNECT BLOCKING WITH 104 53'NAILS WEBS 2-11=1048/442.3-11=262/1159,3-10=-2353/644.4-10=7952836.5-10=-2353/644,58=-262/1159, SPACED 6'or.ALONG EACH BOTTOM CHORD WEB BRACING MAY BE BOT CHORD 2. TRUSS SS 6-8=1048/442 ELIMINATED IF BLOCKING IS APPLIED SECTION SAME AS FOR BOTTOM CHORD. A-A NOTES 1)Wind:ASCE 7-10;Vull=110mph(3-second gust)Vasd=67mph;TCOL=3.0psf;BCDL=0.6psf;h=25fk B=45ft;L=24ft;eave=4ft;Cat.II;Exp B;partially;MWFRS (directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TOLL ASCE 7-10;P1=25.0 psf(flat roof snow);Category IT Exp B;Partially Exp.;C1=1.1 3)Unbalanced snow loads have been considered for this design. 4)All plates are MT20 plates unless otherwise indicated. 5)This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1023 lb uplift at joint 1 and 1023 lb uplift at joint 7. 8)This buss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/1P'1. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard , i s1,,, �,� APR 1 5 X015 j� ► ` 'c} ! }Illi_R,� ,C';III1 DT rr T Or COMNIUPlITY DEVELO?MENT ?Ike -. 19959 11/13/13 Digitally signed by:Terry L.Powell,P.E. !WARNING! VERIFY DESIGN PARAMETERS.AND READ ALL NOTES ON THIS TRUSS DRAWINC NOTES BEFORE USE. Design valid for use with Mitek connectors This design is based only upon parameters shown, and is for an individual:building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only Additional temporary bracing to Insure stability during CGIiSbuCtion is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabncanor; quality control,storage delivery erection and brarng consult ANSUTPI 1 Quality Criteria,DS13-S9 and HCSI 1 Building rR/- - VNTV vti-- 31i3 Component Safety Information available from Truss Plate Institute,583 D'Obo bo Drove,Madison,WI 53719 tz 1 • siKn'q..... 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Z 0 .8 d O d O °O d O o p d o O O O N d o do 0 o do do 0 o do do do " O Z / vt V, V, '0, '6, 'O 'o V Z ^ O ;5, 9• ;0• U, .5• '5• :Q, '5• :°• - .. .���� V O m01 ro� m� m� `ao� c� mOI 4 OI 11 mot moi •.I01 oo Ol a01 a01 ao aOI <0j • G� ,1 o 1- E^a Na ^a -< ^a Na ^a 1 O ¢Z ^d ^4 Na ^a Nom. Na lN' :. Na Na ..�1_ 11. N. IV,a R d W W O Q yN,� N I4O�l VU11 CO ' N i fNA ' fi co 'N�' \ `I'� • {a re,,,, J m Z F y J J J J J ! J ,.J..Nod? 0 0 0 0 ' o 0 0 m qq N M a N' M •, .•.:.of • I Qi o N a o �m O . a N a r ` •• i Town&Country, 16521 Hlghwey 99,Suite C•Lynnwood,WA 98037-3161 ■ ■ Everett:(425)258-411•Puyallup:(253)ea0-9552 B u i l d o n g Design 1 POST FRAME BUILDINGS Administrative-4378.Headquarters: 800-8(425)743-1555 � ® FAX: (425)742-4378•800-824-9552 • -a„P ERMA BI LT Contractor's Lig.*TOWNCPF099LT Quality:Our Future Depemis On h." permabitt.com•lecebook.mm/permablit PL SE CHECK '' \�. Wind MPH oll-up doors fit in Bays „ of�j-up doors will not hit Truss Earance- - [F- - L i � DENIM�� YES NO (please circle) ...,,,Y FLOOR PLAN 111 ) U' t - Ir nMC J I I it )ia.iTJ`:.... AY ? 0'-COMMUP:IIY D'. LOOMFNT I - 1 ii,-. - i 1111! lE___. , r 1 1'' ` 6,t oz. Lev _t...I t--)F g- t.ti1 4' e, r,_ -NJ c Z -r Ly et t4 1- CO C 11-V6-6- 1_,,i4-1) r , „ r- F t <<' -.-7 z %iF r r F a c 12" X Il's , i'"L G 1 ti e i A/T t ' E)-11)t r t,) u / ac 411C-0 th. "--r-,:!..#4 UV 6 4 Lt ,.v r J'• -' F,. Imo!it, ' /f f� III ! 't t1"1i31 t2,,,,_,---t, i,. wtti', 4 i ii� X `Du X L/11 (.0 AJ G2•( ;L'4- L rl -;;f-el' 14 1 r, ,c F.�,')yyt tc,.y/ 4 Z.,Pc YZ t i j-+1 t. ,' t/N! ck l i 1 I I w` Vt . _ "tf4.0 1iC7 I .:7" ,, 0.--)017,2-, r,L, i'l' i t1. { 4 BUILDING ELEVATION Customer has verified and approved the orientation of the building to the North and verifies that all -,1 items specified in Paragraph B of the contract are shown on this drawing and vise versa. . IIIIII VIII I'll Ill Customer Name. . ....../1T) CI.). 1.,)F..)rr t r ik•% Lead#: :6/3e,t/4'I-Customer Signature: / ,9-•-, C ^ ' ,,,,. . w o 8 White-Customer Copy Canary-Office Copy ®2012 Perma-Bilt®Industries FR-85 07/12