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Home My WebLink AboutPermit File 3904 Fidalgo Bay Road (2) - _ 0 City of Anacortes Permit#: BLD-2013-0487 \ 904 6th Street Issue date: 11/21/2013 r I P.O.Box 547 'CIS;' Anacortes, WA 98221-0547 Expire date: 05/20/2015 •- tq, (360) 293-1901 Job Address: 3904 FIDALGO BAY RD Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221-9629 Project: APN: P33102 Remarks: Renovations in existing shop for ADU per plans Owner: STEVEN GEIGER Contractor: Address: 3904 FIDALGO BAY RD Address: ANACORTES WA 98221-9629 Phone: Phone: License#: General Information: Fees: Building Valuation 8000 Building Permit Fee 153.25 #of Lavatories 1 Plan Review Fee 99.61 #of Range Hoods 1 State Building Code Fee 4.50 #of Water Closets 1 Mechanical Permit Fees 66.85 #of Kitchen Sinks 1 Plumbing Permit Fee 69.00 #of Showers 1 Total Calculated: 393.21 #of Ventilation Fans 1 Deposits/Receipts: 0.00 #of Wall Heaters 1 #of Clothes Dryers 1 Total Due: 393.21 #of Clothes Washers 1 #of Dishwashers 1 #of Hose Bibbs 1 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. LAI)fitilAi/tak, ‘--S1:_tf,./lAr6RE OF OWNER OR AUTHORIZED AGENT ISSUED BY tes Permit#: BLD-2013-0487 >°" e:;'k Issue date: 11/21/2013 } 4I 08221 4547 Expire date: 05/20/2015 Permit Type: Single Family Alteration/Repair Permit Project: City of Anacort =s 1 Finance 1332602-1 11 22 2013 BR1 T104 Fri Nov22,2013 12:48PM Trans#11--11 Name: GEI IER STEVEN >r ADU per plans Addi : 3904- FID L.GO BA 7 IAC T <, V kl.: �11tt�t_L11-��,.,;$her; 33`� m• i.� 1 $ ,21 8000 - Per.mit. Fees Contractor: f Customer #: 009774 Address: * Permit #: BL.O-2013 04u7 1 ITEM(S): TOTAL: $393,21 9 Fin CC PAID $393,21 Phone: Ask us about At.itopay. Duplicate License#: Fees: Building Valuation 8000 Building Permit Fee 153.25 #of Lavatories 1 Plan Review Fee 99.61 #of Range Hoods 1 State Building Code Fee 4.50 #of Water Closets 1 Mechanical Permit Fees 66.85 #of Kitchen Sinks 1 Plumbing Permit Fee 69.00 #of Showers 1 _ Total Calculated: 393.21 #of Ventilation Fans - 1 Deposits/Receipts: 0.00 #of Wall Heaters 1 #of Clothes Dryers 1 Total Due: 393.21 #of Clothes Washers 1 #of Dishwashers 1 #of Hose Bibbs 1 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. .tee RE OF OWNER OR AUTHORIZED AGENT ISSUED BY I CITY OF DO NOT REMOVE a4,ORM w CORRECTIONS REPORT 41caf ,Building codes 293-1901 ANACORTES ❑ Fire codes 293-1925 D Public Works 293-1920 The corrections listed below are hereby ordered and must be completed within days. OWNER/CONTRACTOR I PERMIT NUMBER ADDRESS .� I DATE . f\tri_k T_FA ., c . \A„, 1 G--- &If _ . , `V .)/ i . ❑ NOT APPROVED FOR COV E F ❑ NOT APPROVE FOR OCCUPANCY OR USE Jit,CORRECTIONS NEEDED STOP WORK ,---\ c .t,y2...b It(NO--- (N.,\)Q..JA ` `"ZD (_) i--IYVi-6064(\- __ k.k) (f( )\1\ Qjk..,.\,Nes ,.,\)z....._)...st.- C1 ' .._ -Q---,e--"-", ) VA-- c.--'—vc----4.ca...Q._ \.,D 1 e:/' S4...3)..‹.. .\\ \V‘.--1 Aar. 1 1 ci. e,L--'\C;--<,)541_ L i kt---; f4.,.'l .11"•-s" LI) i--LjTh C.),C)--A O' r—fe-.4 :a3,. —cl)S? ^ .\ii 1)- il--- CY--' \- (1.1%e- \--Q e__cAit:7----..--,, c-Ai . I 1(-- ,.-,,,:No c!_i -- .\---- ) PE*f •-)---3 1 e3 -' r">1 MIKE TOWN-SE D 165 BUILDING REPRESENTATIVE OOD21 ,WqHIGHWAY g8037 LYNNW 99Q ermabilt.com (800)824 9552 Q:72 "ag� buildingrep6t 32 S-21 Z` FAX(425)742-4378 a iiih. * Town & Coun : POS7 FRAME BUILDIN ." wv�s/1-- ' ERMA BI LT® "Quality:Our Future Depends On It!' www.permabilt.corn 13819 MERIDIAN EAST www.facebook.com/Permabilt In PUYALLUP,WA 98373 CONTRACTORS LIC.#TOWNCPF099LT (253)840-9552 FAX(253)840-9553 1 NOTIFY INSPECTION OFFICE �,� WHEN READY FOR REINSPECTION . INSPECTOR - - 'r Y. 6 City of Anacortes Permit#: BLD-2013-0279 904 6th Street N Issue date: 07/10/2013 P.O.Box 547 Anacortes, WA 98221-0547 Expire date: 01/06/2015 ''• \iiif" (360) 293-1901 Job Address: 3904 FIDALGO BAY RD Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221-9629 Project: APN: P33102 Remarks: Build 2 garages Owner: STEVEN GEIGER Contractor: Address: 3904 FIDALGO BAY RD Address: ANACORTES WA 98221-9629 Phone: Phone: License#: General Information: Fees: Building Valuation 71500 Plan Review Fee 518.54 State Building Code Fee 4.50 Building Permit Fee 797.75 Total Calculated: 1,320.79 Deposits/Receipts: 0.00 Total Due: _ 1,320.79 'r. 1— fr. G-1 r� -0 • da r-• It, 'a) —.4 it r-a THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR I ? ` CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. d} HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALA; 8 PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR '"` NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW E ULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. '12 7/1 SIG A UIiE OF 0 NER OR AUTHORIZED AGENT ISSUED BY 4A :' 4AJ guru 1 4 2673 S GLE FAMILY RESIDENTIAL PER IT APPLICATION City of Anacortes Building Department P.O.Box 547 Anacortes,WA 98221 -Street Address: 904 6th Street - Phone: (360)293-1901 Fax: (360) 293-1938 +' SITE ADDRESS: 3'0 -J F 4 J�n I3c�.y � �' r�K ()a 1' • CONTRACTOR • , . nI Applicant • •PROJECT DESCRIPTION . . • 0 Name A wf twi 1 P Address s ��tf /�'bC� Bay City/State/Zip 414 CO4 5 /' kAN le-41°.1 Phone n 72 —21tAx • State License# Exp ` L/ :�• PARCEL NU1YD3ER City of Anacortes Business License:o Yes ❑No �� PROPERTY OWNER • l�Applicant LEGAL DESCRIPTION • Name !e 1�`C1'► �e,y-e r/ Address City/State/Zip PROJECT VALUATION ti Phone FAX 7f $0 a Number Dwelling Units E-Mail Address Number of Stories Building Area: ❑Architect 0 Designer 0 Engineer 0 Applicant • 15`Floor s.f. 2ndFloor s.f. ' I Name 311 Floor s.f. Basement s.f Address Garage• s.f. Carport s.f. City/State/Zip Deck s.f. Lot Area s.f. Phone FAX E-mail Address • CONTACT QApp►icant LENDER ) LENDER INFORMATION NIUST BE PROVIDED FOR.PROJECTS OVER$5,000 Name,4,i 71h Oy4` ` DI VALUATION PER RCW. Address Name City/State/Zip Address • • Phone 4,2c 7, -22/I FAX City/State/Zip E-mail Address Phone No. 3/ QLY�-- 2�r3 - 6 -9 i 1 1 i i -70/1-N.3 ' 0—°\ -6 .-- Ic-A ) 1 1 , acLic,„e--,7-7/ ; :e.,..- 'VA c_ c_ ce_J)--ooty 1 c t occ t 4 i_ 75i012\ VI ) o-C) ?p cr- 00- CZ saG-e. _ , _ _ . _ , , G- Q QA • -- -- . rry. ,_, l C t tein \ f Ancx\-( "-'i ' _ _ .._ _ _ 0.413 ,,,-..Q A •Aie.,--1.--ep Tc‘.8-c---i A9,0 . ,?„-op.arie__ _ 00 :‘J , - - - - - - - - - - ~ f - - - tic., . 1 , 0_,, ,,c _ - - I „ ) , A ,. St � ss7e , ., . , , 01 . _ PA74ik- .....Q.. cc_ cib-intizsz . gum cr\ vigtasr---%) A, Jam . ; igayls4.1 , 42,rz. \c-z_ _-_: , _\ &At. tiNC\--A..1 ).-qk M /1 _\\, : lyV2....k\=4 c-6115 1 430, t .v:,---tcA t's, 5`.--1\ \PI . VOC 4cA- st‘, NO tiLi I ;\ .. ..,11. .Q. ‘ _ till0 1 -mtorso /9 1 - , C>i`\>___ Va0 t-c./A---1_6-1L=A-1 . ) . . , VI ithi.%n Cot d t Ci.st"-6\--O 0\IN \k 6-- C-c _)-t W-1 i \Ai?, a-t" 0\ --V /I te ) - - 3 , 0\ 11/4t .1\--.ALI)L4‘,.)-Jrz:Th VNN,L)S\-- t9 -c--- - Arb eDC- a. \ ( e- ‘f 9% c-: k ic- 4„ L), , ce,,,,,A) ,L--, 1/4?A. a- 1\tz ±:1..-:: \ \--)---ck CAJN,ri--• -is S-Q,ciVi-0 -1---‘ --Sro c---S‘'-P. . eO 4 6 tea, it 9 �� (- � -, A�.r-Th e f_u (2 '! 9 1 On MrQlsJ(cZAAIO '"`� Q 9„ 1 , 34). 6 , r4c21 cd-Lb•Th ig. ID Orel kt.rn . 54- % env) v co 4sz, ) ) - c , Cos /9Q-1- in ti Oa Gdo --tc L) �e �. .9•9 e.., Ci Cat 0 r fir, 39 ° 11 PtQllet t6W -Rd 6 18 _ jLi • t e, kk a EAC Iti nCSLAC:. t) Z &MST Wee O csiksiri It Ft t SO l r A �+ ( " c) f tr 0 tr ht 11 Fy 0 c. ctN4 ,® �+. S , STRUCTURAL CALCULATIONS FOR ,, .._. GEIGER REDI-ROCK , 11T Ea RETAINING WALLS CD Lii • .- ,,.i,.., et a) a ..,„ cc :i.C) 3904 Fidalgo Bay Road 0 Z ;7: ,,,,,i1 liv) • .." Anacortes, WA :c'izi gli r 1 0 z co 1 4 1 w LL 11;2 LU , i. 05 ,cr . Jo r, 1 g c 0 u. 2012 IBC i tr I o: 0 ci. b '' 0 October 14, 2013 2013-1077 ffi 8 d: ..c-a c4 .4,•• ,,, z, q, 4c 97). ' OR Prepared By: ' - '' Ali -r • I '-' Michael L. Schemmer, P.E. 2032 N Avenue, Unit A .?, j. Anacortes, WA 98221 4., (360) 941-1607 ..-;<, C e, nv..:644441it $-6, 1 ST Er. ,,,:*..7\, mispe.structures@yahoo.com 4,40 NA L MIGHAEL.L. Sc H.EMNMER9 Ei • � . :.- . � Michael L. Schenmaer,P.E. 2032 N Avenue,Unit A Auacortes,WA 98221 (360) 941-1607 mispe.structures@yahoo.com MICHAEL L.SCHEMMER,P.E. iu C3 q c-e•cc_.711 4. v c k, r` rl�;r 1r k - 'c- 4 1 s ` c ____} (D:111---A\t___ Michael L.Schemmer,P.E. %' -• I 0 2032 N Avenue,Unit A Anacortes;Vh'A 98221 (360)941-1607 rnlspe.structures@yahoo.com - rcHAEL L. $cHIERiiiviti , P.E. . • 1-1 afercri . .. .. ... .. .. ! . lea. ..... � !..j 'ts4 Li ►� • Ei }-6 Michael L. 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Contractor's Ix. ❑ Proposed building ❑ Main road with name ❑ Floorplan '(rJ O1V�S10N Of �,_ C i 7A{ ermablit.com o facebook.com, ermablit El Easements ❑Access to proposed building ❑Slopes&Contours (5'increments) 1 Quality:Our Future Depends On It, p P .,, _ p I Job Name: En. ,,t "'P!f'-oADY Job Site Address: 316' .Fi49414 d3A-Yr`0 'I* fietya..•—ex is -f % ? T�xAccobnf#: �� Legal Descriptionvi-epe�4''h44"', tvt r AP:arone-1` 1107 fi'ocre_crll of i= THE �Fd .0:. adrai ier,64-3) ;��' �a*e.1t MI 4atrr i.b"r "2. 3E6,36 r T l/ K s ve,,r„t•L , P.A,,,l44 2 e• may,,,, , . '--"''‘ rT.3(---si 11---.1 n n ri.--,..3[17.s, .. • 1 h, I fui Li I ‘ 1,1 III_ II .1 .---- - - --- II 1 • . . . 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Contractor's tic.#: ' 80o s24-9552 ❑Existing buildings ❑Sewer lines 0 Lot size imummum QuaiiCy;Our Future Depends O�i It.�"' permablit.cgm a fad u kCcomlpsrmaBilt pFossur 0 Proposed building I?raw North Arrow in C', le 0Setbacks of proposed&existing buildings Elevation of property 1 ❑Easements ❑Main road with name 9 Bodies of water TaxAcco�rnt � s �L'�- "'�� Job Name: ""�Jd building , ,a,'�r p�� ❑Access to proposed building Ftoorplan ft) l-ega! Description: A ,�"" Jo 0 Slopes&Contours 5'increments) ag e vUrt rq `Y'�°1`?'t'N b Srte Address: s'Bd ail. , �,, em ents) t}a,�T �a�+1 �'�.-�✓+fiJ- �KI`k�,.jf • ">'-i��..7'rfnJd I✓:�}i�''.,,i,�a� �ih g.... • ! iialt3,f:5 !i11u.1 .1'ilrFtif7..11.P.11"„:.j.-.1J-11-11:117r-Pill Jo ouL• vs 5 o2F,tlez. �q / .....v✓.s v .WWw."e wu�s W.N u w•.Yn �w.,. Y I • I ft y 2gEo i t!' 'irtdtvi `54-e ' • • t (LN rt is f • • • • III • e w, likk el s. 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LEAD* o 2 Office Copy f • Oc 2012 Perma-Bilt®tndustries FR-34 07/12 11111111111111l11111 . 4=--_-- TSB PROJECT: R,...,," ' A JOB#: `" A Engineering A JULt BY: C_�9 i 12930 N.E. 178th Street UL u 9 2013 ppJ� �� Woodinville,WA 98072 A (425)481-6601 DATE: tri/01/t -( Job Name: Geiger Site Address: 3904 Fidalgo Bay Road Anacortes, Washington 98221 Jurisdiction: City of Anacortes Job ID: Geiger Design Specifications: 2012 IBC Building Type: Post-Frame Design Wind Speed (3 Sec gust): 110 mph @ SD Level Wind Exposure: C 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 7-10 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 17- PO /:.; �'�10 1i e s t .Vt.'Ay' -.' fil f''' I i v ,,, r ( liyA, ,., iv c,,, „ ,,, g ,, o, )il t 0.� �p l�1 ONA v 5.9.07 b I A }/ >' Draw NorthArrow.a nrcle • Tooyp C>t Countr ` 7Q521 HIQAv, yQ9,Sa:1eC • Lynnvootl,4/AQ8IXi7-318t • ' y Evi,2:0 (425)258a171 • yytvp: (25S)et:852 Building t POSTFFIAAiEBUIL.0INOS Admn'sUaG�oHcazlgtwtrs; (<25)7A3-1rJ5 ,.. ." y , aFAx: (425)762-4373 .8QQ-Q24•0562 nwr, ; PtRMA oIIT' Cotilrector L',o. fl•TOVWUCPFO'X-LT Quality: Our Future Depends On it'" PLrrn:bavAxn • feccbookeoMP;imab;,t PLEASE CHECK � � $� Wind MPH p�f ` lifen -) ,..-- ---- -....-. 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IVtife-( 7vtCopy canary - Ofl3 Copd ; � 012Pema-BIII Industries FR•L5?A7/12.r r— �` • - - _ TS,EP PROJECT: Geiger PAGE: CLIENT: PermaBilt DESIGN BY : Lam'r�- f. .9 0'i r�-- JOB NO. : 23590 DATE : 07/02/13 REVIEW BY: Wind Analysis for Low-rise Building, Based on ASCE 7-2010 , INPUT DATA Exposure category(9,C or D,ASCE 7-10 26.7.3) C WIND SURFACE roR DESIGN Oil.. - Importance factor(ASCE 7-10 Table 1.5-2) Iw = 1.00 for all Category '!y/ Basic wind speed(ASCE 7-10 26.5.1 or 2012 IBC) V E 110 mph 1 11;t:10 ft /��//� Building height to ridge hi- = 11.7 ft `f' Building length L = 40 ft Building width B = 20 ft - Effective area of components (or Solar Panel area) A = 50 ft2 NM _ .____ ___ DESIGN SUMMARY Max horizontal force normal to building length, L, face - 7.49 kips, SD level(LRFD level),Typ. Max horizontal force normal to building length, B, face = 3.83 kips See Page 4 for Adjusted Wind Forces ANALYSIS Velocity pressure (In=0.00256 Kh Ke Kd V2 = 22.38 psf where: qh=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) = 0.85 Kd=wind directionality factor. (Tab. 26.6-1,for building, page 250) = 0.85 h =mean roof height = 10.85 ft <60 ft,[Satisfactory] (ASCE 7-10 26.2.1) <Min(L,B),[Satisfactory] (ASCE 7-10 26.2,2) Design pressures for MWFRS p=gh [(GCpf)-(GCpi)] where: p= pressure in appropriate zone. (Eq.28.4-1, page 298). pmin= 16 psf(ASCE 7-10 28.4.4) G Cp r= product of gust effect factor and external pressure coefficient, see table below. (Fig.28.4-1, page 300&301) • G Cp;=product of gust effect factor and internal pressure coefficient.(Tab. 26.11-1, Enclosed Building, page 258) = 0.18 or -0.18 a=width of edge strips, Fig 28.4-1, note 9, page 301, MAX[MIN(0.1 B, 0.1 L, 0.4h),M1N(0.04B,0.04L),3] = 3.00 ft Net Pressures (psf),Basic Load Cases Roof angle 6 = 9.65 Roof angle 6 = 0.00 Surface Net Pressure with Net Pressure with GCpf (+GCpr) (-GCpr) GCpf -(+GCp1) (-GCp,) 1 0.44 5.83 13.88 -0.45 -14.10 -6.04 2 -0.69 -19.47 -11.41 -0.69 -19.47 -11.41 3 -0.40 -13.07 -5.02 -0.37 -12.31 -4.25 4 -0.33 -11.49 -3.43 -0.45 -14.10 -6.04 5 . 0.40 4.92 12.98 6 -0.29 -10.52 -2.46 1 E 0.67 10.94 19.00 -0.48 -14.77 -6.71 2E -1.07 -27.98 -19.92 -1.07 -27.98 -19.92 3E -0.58 -17.00 -8.94 -0.53 -15.89 -7.83 • 4E -0.50. -15.11 -7.05 -0.48 -14.77 -6.71 5E 0.61 9.62 17.68 6E -0.43 -13.65 -5.60 4 .._ i 1 / , \ �, _:, y E -1 i - rE'•:- _.jib..ir_-'. -SE , RUE-'_.:.E I.ur :v_. .... .F- ( ki i i3! iti(.�rCi:l..\.\l�;i ftr...� 2o s Load Case A (Transverse) Load Case B (Lorrgiiudirral) Basic. Loud Cases TSE Engineering Page: '1 LATERAL ANALYSIS Job ID: WIND Geiger The analysis on the previous page determines thewind 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 = 7490 lbs. (non adjusted) PL= 3830 lbs. (non adjusted) hr= 11.7 ft. he = 10 ft. ADJUSTED WIND FORCES: Transverse; VT= [(hr- 0.625 he)/hr](PT)(0.6) = 2093 lbs. Controls Longitudinal; VL= {[0.375 he + 0.5(hr-he)]/[he+ 0.5(hr- he)]}(PL)(0.6) = 974 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 = 20 ft. p = 1.3 Building Length = 40 ft. 1= 1 SEISMIC WEIGHTS: W roof = 2400 lbs. W end walls = 668 lbs. W side walls = 1200 lbs. Sos= 2/3 Ss = 1.000 Cs= SDS/(R/ I) = 0.154 SEISMIC BASE SHEAR: V= Cs W Transverse= 554 lbs. Longitudinal= 472 lbs. SEISMIC DESIGN FORCES: VT=Cs Wt p 0.7= 504 lbs. VL = Cs Wi p 0.7= 430 lbs. j. 1 t`�rr, 10521 Hynw, ea,sutt c•LDwwNolthArrow "e Irgle �7 & ilt & Counteay Lynnwood,WA88037-3181 • 0 — [ LI [l �r Cvcrstl;.(425)25L+•4171 "PryBlop;(253)S;aa552 ,r POST FRAME: BUILDINGS Athalt a,raeye Hea varlets; 42b 743.1555 'tom't � 1 till “ (c,ii [FT] ( D iugn117/••T FAX. 42 742.4370.800-024-9552 c ¢; - . 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' i.i.'. f .. 1 � I ' '/i'b'9 9/t , t , o. -t .., _ . -3 •.• . - -- •- -aa•M:vw,•xaawi,sMr+.e.w+ur:w'dvd>nssd.otarawew.no ^ alin...Ym ' aaca-..a...,.<.x.,w.A..,n...:.no .y+.—we...n+>.armg.w....a _ •:..• _ _ _ • • " __ • ' . . . . . .. . _ ... - - - - -. . . . • - . - - .. _ ...• . . ._. . i, . - . • I - •� a : , : . •• _ . . . . .. . , . t , - 7i!-r . . .. .../. . • ••• • • . . ' 1I •: _. .. . .. . I . . . i - . ._ • 1$ . BUILDING ELEVATION Customer has verified and approved the orientation of the building to the North and verifies p fij.�''^, /J `„et /_ 1 :• items s eoificd in Paragraph B of the contract arc shown on this drawing-audits An(i vice . ' " iir Pg + 121 • . / . • Mill101011911 I00I . Customer Natntl. 4;1./ e - it f =iF f,,.., Lens : t Customer $lst,�tUCC: : .>: ' / !tutu- Customer Copy _Canary-Office Copy 0 2012 Forma-13111® IndusiAes FR-8$p7/12. -. /.= PROJECT: _ JOB #: o Engineering A __ BY: 1 : l i - 12930 N . E . 178th Street Woodinville, WA 98072 A (425) 481 -6601 __ DATE: (.P2' 6 i% '''• 1 � ( A f' / .. ,� ..-. r.. / ' 1) Ir:` \ ItL r N if x . 1. •" '' I f . i ': e ..�- IG ` t ( L. r4. •-- kj •� � t �t? : ,`} , . . ¢� a < �' '..,, j Mrl Y•` kW E,t ( l ,f { ' �F _ (zr t 4k• e , ' a .: I •r ili ' L1 r - . • ti. _ ,k y .! , ` . t , 1x ` i f I f r " f 'ti 7 i { r..t i R 1 1. q c I t) rli ..,t a p},L jr `} I. c )? � . } fjJ II I t/ Y �~ • J ~ F: J ~ 1tk c - I - Iit •- •- -- __ IV �.'.r. V' 1 s y� / ?S. I z �, J j�� tl `, ceNt 6 R \ill .._„.._ , i e 9 t { ; Y Y , 1 eI , N. . . . I 4, ..—_.._.__-_. ... -- . -.._' 2 S ! r- : f 1 , 1 • j 1S k•_•' l• .`t aJ I L l'. 1 t -- l ii I:' 'Ai* ,'�' '� ill L . Q ` t, r \ i� . iktr� j JAI ( 1 •f L ,�•il � 1 r'; ` Y \_t 1 jrr .. s -� ._. _ { 1 %: . tm ' ) \;\v A; L F 1 .l j t . y ' % Z` h f ' 1 t I ) ( :11II .CI ) `. . - '\ L . ¶. .. LII i I i ; I I. 1Y4t i . y L g , ' L\' r ak .. :- TSE Engineering page: 7 SHEAR & DISPLACEMENT OF POST-FRAME BUILDING WITH ONE OPEN ENDWALL Job ID: Geiger Assumptions: Roof diaphragm is rigid Building has shearwalls on sides and one end Building rotates about its shear center SIDEWALL SHEAR CENTER RIDGE Thic �.--"OPEN ENDWALL" A J Note: "Open Endwall" is ♦ enclosed but without qualifying i l P=VT 2 shearwall segments PLAN VIEW WITH GRIDS VT= 2093 lbs. GRID 1 V (shear on endwall)= 2093 lbs. Endwall Shearwall Length = 20 ft. V (endwall)= 105 plf< I rLf; e (distance to shear center)= 18.46 ft. Q (shear on each sidewall)= 1932 lbs. GRID A Sidewall Shearwall Length = 16 ft. V (sidewall)= 121 plf GRID B Sidewall Shearwall Length = 40 ft. V (sidewall)= 48 plf SE(deflection of endwall)= 0.159 in. Ss (deflection of sidewall)= 0.160 in. d = 0.638 in. A= 0.797 in. A allowable per IBC Table 1604.3 = 0.996 in. O.K. Ratio A to H = 0.007 TSE Engineering page: I' SHEARWALL DEFLECTION OF POST-FRAME BUILDING Job ID: Geiger Endwall Input: Results: A= 19.25 in2 8 v H3 = 0.002 in. b = 20 ft. EAb E= 1.3 x 106 psi en = 0.02 in. v H = 0.007 in. G = 11 x106psi Gt H = 10 ft. t= 0.0135 in. 0.75 H en = 0.150 in. V (endwall)= 105 plf = 0.159 in. Sidewall Input: Results: A= 19.25 in2 8 v H3 = 0.001 in. L(Av.)= 28ft. EAL E= 1.3 x 106 psi en = 0.02 in. v H = 0.008 in. G = 11 x106psi Gt H = 10 ft. t= 0.0135 in. 0.75 H en = 0.150 in. V (sidewall)= 121 plf = 0.160 in. Ptil . , . as ` i,-,,, , --.,.4 , , ,;, , ‘:,. ., ' ;a , irirc/EicisylcacIliAr.. - , , - , , - . ', -., -- - , , . . - . - . pt.mpnExtiEpi.cm • . ,.. ,. , . . , • . ATTACHMENT DETAIL • GENERAL INFORMATION J 1/4"-14 x '/ ' Stitch Screw (1'-0" o.c.) ►. Slope : . fThe minimum recommended.slope for Pro-Panel II°roof -.....#9-15 Woodscrew panel Is 3:12. 'f. L4 D0.Substructure t Pro-Panel IV')is designed to be utilized over open structural 1I . framing,or a solid substrate. To avoid panel distortion, Use' a properly aligned and uniform substructure. "'" II* Coverage - ! Optional Pro-Panel IP panels are available In a 5/0'rib height with a Profile coverage width of 36".. I.................sery� I� Lengtht Minimum factory cut length is 5'-0". Maximum recommended panel length Is 45'-0". Longer panels ` require additional consideration in packaging, shipping, and �`—Anti-Siphon Grooveerection. 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:Alf panels are subject to surface distortion due to improperly applied fasteners. Overdriven fasteners will -114 14 x 7/8" Stitch Screw ; #9-15 Woodscrew cause stress and induce oil canning across the face of the 'I- 1 , 1 panel at or near the point.ofattachmerit. !! 4 ii 1,-4- .4 I la Availability i Finishes'Acrylic Coated Gaivaluine°or MS Colorfast45° , Gauges:26gaand 29ga standard • • • SECTION PROPERTIES ALLO BLE UNIFORM LOADS PSF • ( or More.'Equal Spans) • • Top in Compression Bottom in Compression Inward Outward iI Ga. Width Yield Weight ------,__ _..._.._.._-• — Load Load (in.) KSI PSF lax Sxx !xx SXx In4/ft In3/ft In41ft loft 2' 2,6' 3' 3.5' 4' 5' 2' 2,6' 3' 3.6' 4' 6' ' 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 • 20 36" 80 0,87 0.0090 0,0181 0.0063 0.0170 115 75 52 35 23 12 TI 122 79 55 35 23 12 t. Theoretical section properties have been calculated per AISI 2001 "Specification for the Design of Cold-Formed Steel Structural Members." lxx and Sax 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 i deflection. Allowable load considers the worst case of 3 or 4 equal span conditions. Allowable load does not address web crippling or N f stoner/support connection and panel weight is not considered, ! , 3. Deflection consideration is limited by a maximum deflection ratio of L/l80 of span. o_ 4. Allowable loads do not include a 1/3 stress increase in uplift. 0 co 5, Diaphrar 306 plf average Ulitmate Shear Strength using the above fastening pattern oni2x supports located 2'on center per ASTM E455-04 r metal sales Kent,WA800.431.3470 Jefferson, OH 800.321.5833 Anchorage,AK 866.640,7663 manufacturing corporation Temple, 800.543.4415 Rock Island, IL 800.747.1206 Bay City,MI 888.777.7640 Longmont,CO 800.289,7663 Seltersburg, IN 800.999.7777 Detroit Lakes, MN 888.594.1394 • -49/8 Antioch,TN 800.251.8508 Jacksonville, FL 800.394.4419 Mocksville, NC 800.228.6119 Woodland,CA 800.759,6019 Orwigsburg, PA 800,544.2677 Fort Smith,AR 877.452.3915 Rogers, MN 800.3289316 Independence, MO 800.747.0012 * Spokane,WA800.572.6565 Fontana, CA800.T82,7953 WWW.metalsales.us-com TSE page: 10 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 .16=.--g44&. CL 1 Bay Width SiDan Roof OH Roof D Roof S Ci 0.8 0.8 0.95 13 20 1,5 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 12 117 156 1 1 psf pit plf Cs 1 IBC 2009 ASD BASIC LOAD COMBINATIONS: Loading: D +0.75S+0.75W Loading: D+W P 3252 lbs. P 449 lbs. fc 168.9 psi fc 23.3 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) 9872 in,-Ibs. M (in-span) 13163 in.-lbs. M (base) 17550 in.-lbs. M (base) 23400 in.-lbs. S.Mod. 17.65 inA3 S.Mod. 17.65 inA3 fb (in-span) 559 psi fb (in-span) 746 psi fb (base) 995 psi fb (base) 1326 psi Post CSI (in-span)= 0.42 Post CSI (in-span)= 0.53 Post CSI (base)= 0.85 Post CSI (base)= 0.96 05r X f1 2- v 6.9.07 TSE page: if Engineering EMBEDDED POST DESIGN (POST-FRAME CONSTRUCTION), Endwall 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 Av.Soacinq Bay Width Roof OH Roof D Roof S Ci 0.8 0.8 0.95 10 14 1.5 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 12 90 120 1 1 psf plf plf Cs 1 IBC 2009 ASD BASIC LOAD COMBINATIONS: Loading: D +0.75S+0.75W Loading: D +W P 1849 lbs. P 255 lbs. fc 96.0 psi fc 13.2 psi le 96 in. le 96 in. le/d 17.5 le/d 17.5 KCE 0.3 KCE 0.3 FOE 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) 7594 in.-lbs. M (in-span) 10125 in.-lbs. M (base) 13500 in.-lbs. M (base) 18000 in.-lbs. S.Mod. 17.65 in^3 S.Mod. 17.65 in^3 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: /2-' P= 4186 lbs Foundation Design Diaphragm Restraint per 2012 IBC _� Section 1806.3 & 1807.3 w H(ft)=10 Bay Width (ft)= 13 Wind Load (psf). 12.0 lw= 1 w(plf)= 156 Lateral Load Design: Post Diameter: 0.54 ft, o.o cu yd Foundation Depth: 4 ft. Constrained? YES Depth Required 3.6 ft. Nonconstrained? Soil Passive Allowable: 150 psf Gravity Load Design: DL(psf) = 3 P= 4186 lbs Snow Load(psf) = 25 Foundation Diameter: 1.5 ft, Span + overhang(ft)= 23 Foundation Area: 1.8 sf Bay width(ft)= 13 Bearing Allowable(Fbrg): 2000 psf Is= 1 Actual Bearing(fbrg)=P/A= 1481 psf Cs= 1 v 10.10.04-5,23.05 15% ft ds f Xl 'q TSE Page: /5 Engineering PURLIN INPUT: Uniform Loading Span Length w(DL) w(SL) Is L Roof(psf) 3 25 1.0 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 33.3 40.2 0 plf plf plf RESULTS: VI(DL) Vr(DL) Vl(LL) Vr(LL) VI(TL) Vr(TL) M(DL) M(LL) M(TL) 47 47 224 224 272 272 159 757 917 lbs. lbs. lbs. lbs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv FC(perp) E x 1046 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= 46 psi Brg.Lgth.= 0.037 ft. CL= 1.000 fb= 1450 psi GL Cv= N/A R= N/A A (DL)= 0.19 in. A (LL)= 0.92 in. A (TL)= 1.11 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv/Fv'= 0.53 L/ 176 for LL>L/180 ok fb/Fb'= 0.99 L/ 146 for TL>L/120 ok USE 2x6 HF#2 @ 16"oc or2x6@48"oc+ (2)-2x6 @ 48"oc alternating Table 1604.3 0 3,3,03 i TSE Page: 11/ Engineering ' Pf= 25 Cs= 1.0 I= 1.0 trib width= 8.5 RAKE BEAM Po= 3 w RA 1.RB 1.58 I, 1.58 t 1.58 I, 1.58 1 1.58 1.58 L= 9.5 ft. INPUT: w (DL)plf 34 34 34 34 34 34 w (LL)plf 213 213 213 213 213 213 w (TL) plf 246 246 246 246 246 246 P (DL) lbs P (LL) lbs P (TL) Ibs 0 0 0 0 0 RESULTS: RA(TL) = 1169 lbs. RB(TL) = 1169 lbs. VA (IL) = 1169 Ibs.(max.) VB (TL) = 1169 Ibs.(max.) MA(TL) = 0 ft.lbs. MA-8 (TL) = 2775 tt.IbS.(max.) MB (TL) = 0 ft,ibs. A (DL)= A (DL)= 0.024 in. A (DL)= A(LL)= A (LL)= 0.151 in. A (LL)_ A(TL) = A (TL) = 0.175 in. A (TL) = BEAM PROPERTIES: MATERIAL Fb Fv Fc(perp) E x 10^6 _ - Manuf.Lbr. Timber Dimen, Lbr, HF#2 935 150 405 1.3 psi psi psi psi b d A S I Bra,Lgth. Co 1.15 3 9.25 27.75 42.8 197.9 0.08 CH 1 in. in. in.A2 in.A3 in.A4 ft. Cr 1 Ci 1 STRESSES: fv= 53 psi fv= 53 psi fb= 778 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv/ Fv' = 0.31 fv/Fv' = 0.31 fb/Fb' = 0.72 RATIOS OF SPAN TO DEFLECTION: L/ 753 for LL L/ 650 for TL USE (2) 2x10 HF#2 v 3.3.03 Job !lams 'Truss Type Qty Ply TCPB/Geiger 23590 B1306551 T20 FINK 1 1 Job Reference(optional ProBuikl Arlington,Arlington,WA 98223 7.350 a Sep 27 2012 MfTek industries,inc. Mon Jul 01 14:45:15 2013 Paget ID:21rJ3JvHTu001n6hbDJbBWzxFyh-RO 7sNIMWKn3Qxggfn6w0eltirgoxWDV90H6BgwzONQI 0-0-0 5-9-4 10-0-0 14-2-12 20-0-0 L 5-9-4 1 4-2-12 1 4-2-12 , 5-9-4 Scale.121.3 2.00(12 2 s 4 8 1 g v 5 1 Aigigillhhk iim i = .�i o I 7 6 0-0-0 7-2-2 12-9-14 I 7-2-2 , 5-7-11 7-2-2 20-0-0 I 20-0-0 I LOADING (psI) SPACING 5-0-0 CSi DEFL in (loc) i/defl lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.70 Vert(LL) -0.32 6-7 >722 240 MT20 185/148 TCOL 5.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.44 6-7 >531 180 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.07 5 n/a n/a BCDL 1.0 Code 1BC2009/TP12007 (Matrix) Weight:98 lb FT=20%LUMBER BRACING TOP CHORD 2x6 DF No.2 TOP CHORD 2-0-0 oc purlins(2-8-7 max.). BOT CHORD 2x6 DF 2400F 2,0E BOT CHORD 8-7-0 oc bracing: 1-5 WEBS 2x4 HF Stud/Std REACTIONS (lb/size) 1=1514/0-5-8 (min.0-2-8),5=1514/0-5-8 (min.0-2-8) Max Horz 1=-60(LC 6) Max Upliftl=-434(LC 7),5=-434(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.•All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-5226/1436,2-8=-5126/1448,2-3=-4612/1251,3-4=-4612/1253,4-9=-5126/1450,5-9=-5226/1437 BOT CHORD 1-7=-1 40215022,6-7=-944/3938,5-6=-1357/5022 WEBS 2-7=-916/312,3-7=-258/962,3-6a 259/962,4-6=-916/312 NOTES 1) Wind:ASCE 7-05;85mph(3-second gust);TCDL=5.0psf;BCDL=1.Opst;h�25f1;Cat. I;Exp C;enclosed;MWFRS(low-rise)gable end zone;Lumber DOL=1.33 plate grip DOLL1.33 (Actual dead loads used per ANSI/TN-1) 2)TCLL:ASCE 7-05;Pf=25.0 psi(flat roof snow);Category I;Exp C;Fully Exp.;Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4)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. 5) Dead loads shown include weight of truss. Top chord dead load of 5.0 psi(or less)is not adequate for a shingle roof. Architect to verity adequacy of top chord dead load. 6)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 434 lb uplift at joint 1 and 434 lb uplift at Joint 5. 8)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbrealcs with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard e Draw North Arrow inlCirnle a 16521 Highway 99,Suite C•Lynnwood,WA 98037-3161 ■ ■ ■ POST FRAME Country' Admeni:t42b}2Headqu •Ps: 53}840 9552 POST BUILDINGS Administrative Headquarters: (425)743-1555 limmIIINNE ® FAX: (425)742-4378.800-824-9552 -� PER ' BILT Contractor's Lic.#:TOWNCPF099LT - DNISION OF Quality:Our Future Depends On It.� permabilt.com•facebook.com/permabilt PLEASE CHECK ` c Wind MPHtanCe /-''��\ ❑ Roll-up doors fit in Bays ` Wind Expo 11-- / ❑ Roll-up doors will not hit Truss ‹___>,/\ � rf � ( ar r� Roof Pitch ��• Eave• `I I DENIM, YES NO ' (please circle) FLOOR PLAN -�---a - - -s Gt u TfL�•, . ILO T.Ar , . 6 x.e:. 1 .4:r c o z,vatts 10 P;erttaE - Ci-rt1�g� . . PP 1 a , . & . • . . • ?I' Sr.A D i .:itt o ID f- /C rw`'r4 w f i rug' PitTµg.a f • C. ► mp caArePrezp 14 ID 4 • ` } y - . L, • 1 . . - - - • iC',2:Y�� ca,T! eRAnEftia-t) 63.,t1 RiD �r• .. J u1 = 4 S8 4 T 1 Fro., fi, .,.. R u- i I i r 9 . A . _ LiAiko't FlO K. -idle... ) � t ,I. ... • . .. BUILDING ELEVATION • Customer has verified and approved the orientation of the building to the North and verifies 77- i I 11111111111111111 items specified in Paragraph B of the contract are shown on this drawing and vice r Customer Name. i,/ ,, t Lead#: Customer Signature: -�-�_ i ite-Customer Copy Canary-Office Copy ©2012 Perma-Bilt®Industries FR- 5 /12 . e... ,,,,, ,,.„,,,„ .‘ /E RtC/t3 vsl — DETAIL 7/2 (OR) DETAIL 8/2 METAL ROOFING PER EJU 013 A;w J a • GENERAL NOTES W/ NO POST. NOTE #4, SHEET 3. g p U 0 ,s] DETAIL 6/2 (29 GAUGE) si 1. BUILDING MAY BE CONSTRUCTED OF ANY SIDEWALL LENGTH AND SPAN MEETING THE REQUIREMENTS OF THESE BASIC PLANS WHERE RATIO OF LENGTH TO SPAN .\ o c c v 0 IS EQUAL TO OR LESS THAN 3. 12 c ) 3"� ° XI y °"av 7 (MAXIMUM) — ° ° o 2. SPECIFIC BUILDING DIMENSIONS, WALL OPENINGS AND ACCESSORIES ARE INDICATED ON PERMABILT BUILDING DESIGN SHEET, (ATTACHED) DETAIL 9/2 3. BUILDING MAY BE A COMBINATION OF CLEARSPAN AND GRID SYSTEM SIMILAR TO PLAN. — 4, CONSTRUCTION OPTIONS WHERE SHOWN ARE AT THE BUILDER'S DISCRETION, �,� OPTIONAL EAVE `�� ~R 41 J E N t'`. �) OVERHANG PER DETAIL 2/2. \ - ' 3/2IN & 4/2 AND PER TESCHEDULE RIOR C. •-o - PURLIN PER DETAILS SCHEDULE D. + •\), I �s POST PER �- a 0 SCHEDULE A. a- I 4., SIDEWALL POST w o o PER SCHEDULE A. GIRTS PER <1 z ^ I I I I I I RAKE BEN PER DETAIL 12/2, ERIOR POST PER z Q SCHEDULE F AND > N pETAIL 5/2. (SCHEDULE SCHEDULE K. 8 4 I 1 SUOISJAeJ FF AT ENDWALL w/ N v OVERHANG) - 4 E: POST MAY ao- I I II IJ 29 GA. METAL WALL -EQ'D ® s CLADDING PER NOTE NOTAT 0Z #4, SHEET #3 �2 (OPTIONAL CLADDING L CENTER S AT FLOOR p PER NOTE #11, I I II X II SHEET #3.) 7 , — w CC - 1, U z ENDWALL POST y/ ��\�\i\�\/\ Z a ,-- Z ,-. I PER SCHEDULE B. �<\�'.&\Y//\// / , I / I I I I I I - k'\\/\\/\\//,\M z 0 D w III ,\//\//// 1n ENDWALL POST I I I I I I // / � �� tI I I I I I I PER SCHEDOOTEINPS\ I I I I I I I IK\\/% / a. Z a h ;I- PER SCHEDULE R. `//� I I I I III AND DETAIL 16/2. `►I\ '\\//\\I milj o a c'�,!i�d I I I IIII IIII IIII I I I \\�� o X Q. I ti \\A_L 1_� L LJ I I Li L1 1J LE I_�\\ 4414 J UI I I I °�.� ,� FOOTINGS PER SCHEDULE H U o �.. �NAND DCTAIL 16/2. POST SPACING POST SPACING411111101.11•11111111/ 1 �'vfr yZ� 0 I I I1 II ; /crt� ; �1) °I;.. SPAN , ` / 7 �a �v ' .. At r ili) , • cn a a TYPICAL SECTION THRU GRID SYSTEvi { 1K 1: , �; 410 o :t Um N I I II II <,. t Se c: c ' k 0 i" �7 DETAIL 8/2 •1 . �Y1� oo W ATDFACE NOF ��• 1 I—n. I. t7, POST (m'J BAY SIZE BAY SIZE BAY SIZE METAL ROOFING PER t 3 (14' MAX,) (14' MAX.) (14' MAX.) NOTE #4, SHEET 12 SIDEWALL LENGTH 3, (29 GAUGE) 1 7 (MAXIMUM) a (FOR MAXIMUM SEE NOTE 1) PURLIN PER DETAILS 3/2 & 4/2 AND P LAN SCHEDULE D. 1111111111111111 EAVE, J 2x6 BETWEEN OVERHANG PER ENDWALL EAVE GIRT POSTS w/(3) 16d DETAIL 2/2. TO 2x4 BRACE TRUSS SUPPORT BLOCK TRUSS BY OTHERS / 1 2-Sod (TYP.) 16d AT 24"o.c. AND (3) 16d TOE PER SCHEDULE C AND W/BRACING PER DETAIL - PU'LIN EAVE GIRT , 2x6. �� NAIL AT POSTS. DETAIL 1/2. 1/1 AND/OR 2/1 (2)16d, EAVE ui�==� 2-10d TOENAIL GIRT TO BRACE. ' ; � - - Q .CH SIDE I 6 POST PER SCHEDULE A —' SIMPSON CS16IIIII 2x4 BRACE w BRACE �� STRAP BENT AT CO N_ \� PURLIN IIII EAVE GIRT w/(5) r'V 10d x 1 1/2 p. (1 NAIL AT EAVE ENDWALL POST 29 GA. METAL WALL GIRTS PER DETAIL 12/2 GIRT) PER PLAN CLADDING PER NOTE #4, S (IF OCCURS) SHEET 3. (OPTIONAL . aQr BAY WIDTH CLADDING PER NOTE #11, °� q� ! ' PURLIN i SHEET 3.} DETAIL 13/2 PURLIN 1 I I 1 1 [-FLOOR ..pia • • 71111- 3SPLICE TYPP %/�Y \ `Y vI �i\%\�. <,„2 BRACE ,�� i' • ~%/ \�� \�\\�/j\� �e imin mom■ I•I�� \//�//\ II I I I E�\��\l� Q• ATIONS r• N TRUSS �INF II111 \/�\ FOOTINGS PER SCHEDULE H I I I ;�\/�� `, . .,_., 2x4HFf/2 CONTINUOUS �I�I `�j �I AND DETAIL 16/2, (� \\i DBL TRUSS (OR SINGLE BRACE APPLIED AT -- `" .$ TRUSS AT END BAYS IFLOCATIONS NOTED ON I15 `�iv OCCURS) PER TRUSS TRUSS DRAWING. „/ SPAN XI. 2-10d TOE NAIL MANUFACTURER ATTACH TO TRUSS EA. SIDE BOTTOM CHORD ®/ 2-10d TOE-NAIL AT EACH CHORD. 1 TYP, TRUSS BRACING ® BOY, CHORD w/ ONE TRUSSED SAY. TYP. TRUSS BRACING ® BOTTOM CHORD w/ MULTIPLE TRUSSED BAYS. TYPICAL SECTION THRU C LEAR S PA\ sheet 1 g 3 J = TSE PROJECT: ' \,E D JOB#: 2-;”f A Engineering A BY: ell 41-7 12930 N.E. 178th Street 1 JUL Woodinville,WA 98072 A (425)481-6601 � 2013 DATE: 01 eli p%., 1U.(• !0 uU Job Name: Geiger#2 Site Address: 3904 Fidalgo Bay Road Anacortes, Washington 98221 Jurisdiction: City of Anacortes Job ID: Geiger#2 Design Specifications: 2012 IBC Building Type: Post-Frame Design Wind Speed (3 sec gust): 110 mph C SD Level Wind Exposure: C 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 7-10 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 1 iyy N'''i //i1: 1 ';' ir ' 11 `P, 6 199 69 `;••' I � Ue/ /!s v 5.9.07 b • • • - r. : ,. a • . .1 , _• I• - _ • 1 t ?''• •V-:: _ r .. • t • ,•i'.. .. 171 _'r ,• Draw North Arrow iu ftirole '°Town 6t Country' if531 H�Mvay 99, 3u10 C•LynnWQW,WA965 14161 ® - t7 ■ f Everett•(425)2$ 9,13;1 • P+0'arap. (253)840•f',452 _ }� {� I �1� ,off POST FRAME BlrILO1Nr3® Adnint ra4Ya Hfadgcattaa: (426) 743.1655 I I I I 0J I I IB e LJs in flPPAX (425)142.437e • c00424.9552 1 �' 1. I JJJ pl aaren;;,aPERMw�BII,T Con9aator'sLb . 4:TOWNCPF097LT ' I Quality: OurFnnlre Dapaitdt On 14." �tna411.eom • facattookw. m/Rsarabn {tea Pt ASE CHECK 'VS Wind MPH a • -• I { ,. •X „'i %Ulla lf-up doors titwh l bays a Wlnd ENposure (l l� • �' C�'Fioll-up doors will nbt.hit Truss ; i �11 Roof Pitch I Eave Hetgllt _ I 1 Snow Load 13t Minimum Clearance • i - - - jai L'r�jr^ YES NO (please circle) FLOOR PLAN . . - I t I 1 t `• i I • • I • r I 1 1 1 1 1 p • ��Jp�,j .. .. ! , r.a.eur.w.rvw.w..wrvr..-.,,-!•..w.µi .1 :, nwl!Iw.{w MnrLwrSf./'McGr+N. \- ..'. . .4w.+s.1. ...- ;w,,.w!a+v'1•w•-+--!-..m.ra'-+.m...-.v+.wrw+ .r,ww�M>•e 13) ]�f-- .. ..._.-. `. a1tr.Y•Tli 2'r r-.••w.r++nM� .n-.+...:...,in.. , e.:. t yes.;too �InwM .._ ,i„ nraat..ar...,..., rrcr.—r..rn a 1 (�r/F • 5, : • 1 • F0f _ ' i, w ..MN.Mw,• - .- f•`/aan.-n�,V.•IV..Z: r.... al - - .V•]r•I++�aY..•.•'1••V—'..{' ' r' N•,IwNTY.W 1 I ) :` t�,'nr I 1 >��. . ; 1.111 ..! a_av' 1 • a • IffruE .0 AT I . 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I�K.•q��k>t./Sty a I�rrrv..x,ccvsv ' k �.Aiwa:kJ]••alav4.t•r•SZTia to i - rfi • _ .. :. .. . . . -- - ' - • • .. _:.._. _ . ...- _ . .. .. . .. _ _. . . —„_ .. __..._.._ .. __ . . . —_.. _ .. . . ._._. . - . _ . - .., .... iSi • ... t. _ . _ . . . _... " _ -..... I - Y . .._ . I - mx✓c'n'urxmaa:iwvmvar-w.>Q'.ai.v^.Ma.-rrw.v.,t:,..•,s.'+^ar-rA:-.:,:.vlwe..nr.wa=.,r-'+r..vi.r--...a.....-.ru._...?.,.,....er -t.....n+4 � 1-a...,..n,wn: . ^^'^i--. �a y,Y i. % it • - BUILDING LEVATION cv [ Customer has verified and approved the orientation of the building to the North and veriffera•thatitIr 3 ' • • items specified in Paragraph B of the contract are shown on this drawing and vicTlersa, / ° s 'ill➢Ilf ➢➢III Ilil II➢i = ;f `' - - Customer �z/�JGI Leads: I°($;�ly :GtffitotnecSigaatiue: �/� t- tt o 8 Wldia- CasiontorCopy Calory-Office Copy { .2O12Perma-BIItOlnduptdes FRt$tA7/12 ff' s? PROJECT: Geiger PAGE: � � CLIENT: PermaBilt DESIGN BY: 1-1'"�e es,'-"' JOB NO. : 23591 DATE: 07/02/13 REVIEW BY: Wind Analysis for Low-rise Building, Based on ASCE 7-2010 WIND SURFACE INPUT DATA FOR DESIGN Exposure category(B,C or o,ASCE 7-10 26.7.3) C "*1/i/i,, = 1.00 for all Cate o Iv,, 9 rY 10 Topographic factor(ASCE 7-10 26.8&Table 26.8-1) Kn = 1 1 },:,i 1- f Building height to eave he = 14 ft Building height to ridge hr = 16 ft Building length L = 40 ft Building width B = 24 ft 13 Effective area of components(or Solar Panel area) A = 50 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 10.24 kips, SD level(LRFD level), Typ. Max horizontal force normal to building length, B,face = 6.23 kips See Page 4 for Adjusted Wind Forces ANALYSIS Velocity pressure qh=0.00256 Kr,K2f Kd V2 = 22.38 psf where: qh=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) = 0.85 Kd=wind directionality factor. (Tab. 26.6-1,for building, page 250) - 0.85 h=mean roof height = 15.00 ft <60 ft, [Satisfactory] (ASCE 7-10 26.2.1) < Min (L,B),[Satisfactory] (ASCE 7-10 26.2.2) Design pressures for MWFRSt1 p=qh ((G Cpf)-(G Co)] where: p=pressure in appropriate zone. (Eq. 28.4-1, page 298). pm,n= 16 psf(ASCE 7-10 28.4.4) G Cpf=product of gust effect factor and external pressure coefficient, see table below. (Fig.28.4-1, page 300&301) G Co=product of gust effect factor and internal pressure coeffctent,(Tab. 26.11-1, Enclosed Building, page 258) = 0.18 or -0.18 a=width of edge strips, Fig 28.4-1, note 9,page 301, MAX{MIN(0.1 B, 0.1 L, 0.4h), MIN(0.04B, 0.04L),3] = 3.00 ft Net Pressures(psf),Basic Load Cases Roof angle 0 = 9,46_ Roof angle 6 = 0,00 Surface Net Pressure with Net Pressure with GCpf (+GCpr) (-GCpi) GCpf ('GCpi) (-GCpi) 1 0.44 5.79 13.85 -0.45 -14.10 -6.04 2 -0.69 -19.47 -11.41 -0.69 -19.47 -11.41 3 -0,40 -13.04 -4.98 -0.37 -12.31 -4.25 4 -0.33 -11.45 -3.39 -0.45 -14.10 -6.04 5 0.40 4.92 12.98 6 -0.29 -10.52 -2.46 1 E 0.67 10.89 18.95 -0.48 -14.77 -6.71 2E -1.07 -27.98 -19.92 -1,07 -27.98 -19.92 3E -0.58 -16.96 -8.90 -0.53 -15,89 -7.83 4E -0.49 -15.05 -6.99 -0.48 -1.4.77 -6.71 5E 0.61 9.62 17.68 6E i -0.43 -13.65 -5.60 jf• I 'fir • F Y 3� I+ ;_1 ` I LA Of- -7;-- ''' T. v 1'ii iil UiRE��I10:! 15iCi1(Ilki i.l SilPl (.ocid Ocse A (Transverse) Load Case (l (Longitudinal) Basic Loma Case: At TSE Engineering Page: 1 LATERAL ANALYSIS Job ID: WIND Geiger#2 The analysis on the previous page determines thewind 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= 10240 lbs. (non adjusted) PL= 6230 lbs. (non adjusted) hr= 16 ft. he = 14 ft. ADJUSTED WIND FORCES: Transverse; VT= [(hr- 0.625 he)/ hr](PT)(0.6) = 2784 lbs. Controls Longitudinal; VL= ([0.375 he+0.5(hr-he)]/ [he+0.5(hr- he)]}(PL)(0.6) = 1558 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 = 40 ft. 1= 1 SEISMIC WEIGHTS: W roof = 2880 lbs. W end walls = 1104 lbs. W side walls = 1680 lbs. SAS = 2/3 Ss = 1.000 Cs= SDS/ (R/ l) = 0.154 SEISMIC BASE SHEAR: V= Cs W Transverse= 702 lbs. Longitudinal = 613 lbs. SEISMIC DESIGN FORCES: VT= Cs Wt p 0.7= 638 lbs. VL=Cs WI p 0.7= 558 lbs. t Draw North Arrow iiCircle wrigsT 16521 HIgh•woy 99,Sugo C•• Lynnwood,WA 03037-3161 l.1 ❑ ❑ cGa'' 1 1, lO�Vtt �T. �OLEXlt'.C� Everett 026)263.41/I . Puy-duP:(2631840•"552 `' g (/('��'''\'� r POSTFRAMESUILDINQS Admroht2thmHeadga3Ra:s: (425)743-1655 i; II ( l Dn � � ems.- <_� Il � • -y P ERMA w 101 Contractor's Uo• 4:TOWNCPF090LT Quality: Oar FNtnra Depends On It.'" Permabllt•com . taceb*ak.fA(rdpa!rnbilt - PI$ASE CHECK• .. 05. Wind MPH "-. .` ®'Boll-up doors fit in Bays J \ ril "i •: . 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" , ^ tr^t C - 1 ,,_..-.�:;ti..N..: W.•.o-awan�,. �' '---". .- . . , ' " _ . .- - • • -- - - - : . _.. — . • • •• . 1. t ."- : y . " • to ftl . I. j _ .. ARRSA.F'9W\'9NvaIYIT'•u,••`aN .aa•ws rcraae.avlwq-W4C= tn.:+---a..--a'vq•141}1MM.W Ml.—s -- _- _ -- ^ I I - .. .e.n..--.. ' -. ...t-.•.ennw++++»�-.: - ."-I , • , , ! • 1 : - fly : ' tit • BUILDING ELEVATION - . customer has verified and approved the orientation of the building to theNorth and veriftea•titatie , , " items specified in.Paragtaph B of the.contract are shown on this drawing and vice ybrs ,' / II 1l1plllINIYLliII �B91 CustomerName;'/t ir1P041' xl<A�i� Lead#: 7klf2Q Cusfotne�Signature: ✓� 1 91 i III O a Whha.CustomorCopy Cauory-09icaCopy C�:2012Perma-Blll�lndustrlos FR/$ r7/12 •:1 - y I. : r" , a T.' r i h ( ia4.4-1.,••.. - :1 -_ , " - .. - LJ ' Z ##; 7-7- . t-. l A Engineering A BY: t :'1 f 12930 N . E . 178th Street Woodinville, WA 98072 A (425) 481 -6601 DATE: ��l f P _.._ _ _ -- -- n .. ` ' � ' �- �.. �; # 1 3 ' tt Ai`� . _ ...__,�}'_ `f �I� ! ; ' r '. rx y� tr _� , � fi r` Y� IV t . ._12 f � { , • ' t a \ : , \ iy -. C i \ 1 \ t i. x {, .5. ` ..l .k:,? h - y. I- €!i`kJ t ) ` \ `i; `} ' w.:..-._., 'l S \ } ! 4 . ^ - L. .� . I b. y _—_ ; „` 4 /' .. . .`C.q,ti,..1ta• - 1 . ` . 4 It 1 IrY ` _ .- - �f . . - - / i t S 1 6:11•r ' . • s >f 1 { :j 1 . , 1 : 4:1 t!'.. (k," 1 ' ( f le (.2:I.:: I 1 t: )) 1 & , V .� (:t �; SHb.Wiv )FT. -- -. - - _. ._. . et-I- miff:1 ticl V Ill . 51 . c L... kv •-• . ) . y 1 i , i'- l• - tij\' , . \,1 I r a , ) 1� � - t e-t.< ) 1 I ; %• Ir i \ '# -`' I 01 ir. i 0( L-, __. , . . Ft Ns vi i : IN. . .. , ._ ,, , , ... : 1 In A \reg M I •• • i - • .i ) till F �. t Y 4 %CC f f , x e' C • if d :iv ., ,'SIR <'\ t, ' jy .Y 7 1 1\ f 1.• t �i ( 1 J y r : / � . / t ,.. ` I ? l: 1 1 1. .. , ) • ,. s:4 / .1 A 1: 1 ti „, ti 1� 4vv u _ _;t -I- , ;_ S-•1 I : r 3^' --:Ti:- { 1.{:$ TSE Engineering page:? SHEAR & DISPLACEMENT OF POST-FRAME BUILDING WITH ONE OPEN ENDWALL Job ID: Geiger#2 Assumptions: Roof diaphragm is rigid Building has shearwalls on sides and one end Building rotates about its shear center SIDEWALL B SHEAR CENTER• -- RIDGE I i "OPEN ENDWALL" A Note: "Open Endwall" is enclosed but without qualifying 1 I P= r 2 shearwall segments PLAN VIEW WITH GRIDS VT= 2784 lbs. GRID 1 V(shear on endwall)= 2784 lbs. Endwall Shearwall Length = 24 ft. V (endwall)= 116 plf ` ( Qa e O e (distance to shear center)= 18.18 ft. Q (shear on each sidewali)= 2109 lbs. GRID A Sidewall Shearwall Length= 40 ft. V (sidewall)= 53 plf GRID B Sidewall Shearwall Length = 40 ft. V (sidewall)= 53 plf 8E (deflection of endwall)= 0.225 in. 8s (deflection of sidewall)= 0.216 in. d = 0.720 in. A= 0.946 in. A allowable per IBC Table 1604.3= 1.394 in. O.K. Ratio A to H= 0.006 TSE Engineering page: r SHEARWALL DEFLECTION OF POST-FRAME BUILDING Job ID: Geiger#2 Endwall Input: Results: A= 19.25 in2 8 v H3 = 0.004 in. b = 24 ft. E A b E = 1.3 x 10b psi en = 0.02 in. v H = 0.011 in. G = 11 x106psi Gt H = 14 ft. t= 0.0135 in. 0.75 H en = 0.210 in. V (endwall)= 116 pif E = 0.225 in. Sidewall Input: Results: A= 19.25 in2 8 v H3 = 0.001 in. L (ay.)= 40ft. EAL E= 1.3x106psi en= 0.02 in. v H = 0.005 in. G= 11 x106psi Gt H = 14ft. t= 0.0135 in. 0.75 H en = 0.210 in. V (sidewall)= 53 plf = 0.216 in. ...,..::,... re '; :-..‘ , ..'..,.., :,, .'s].'''p PRO -PANL '< o „ .,. .:i., . ATTACHMENT DETAIL 'GENERAL!INFORMATION • 1/4"-14 x 7/6" Stitch Screw (1'-0" o.c.) Slope . • - The minimum recommended slope for Pro-Panel(iC'roof / .- #9-15 Woodscrew • panel is 3:12. V + Substructure Pro-Panel Pis designed to be utilized over open struc#ural framing, or a solid substrate. To avoid panel distortion, use- a properly aligned and uniform substructure. "`-_ .y . Coverage 1 Optional Pro•Panel III panels are available in a 5/o"rib height with a • l Profile coverage width of 36".. . . • I I* Length .........,, 04:"-/-1—N—.. --i---H Minimum factory cut length is 5'-0". Maximum \\ 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, . 0° 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 fasteners. Overdriven fasteners will 1/4"-14 x 7I8"Stitch Screw , #9-15 Woodscrew cause stress arid induce oil canning across the face of the 1' Y t panel at or near the point of attachment. I 1 i i I i i *Availability 1— i = '--r�-i-�----i- ` • Finishes:Acrylic Coated Galvalume®or MS Colorfast45e Gauges:26ga'and 29ga standard • • SECTION PROPERTIES A LO ABLE UNIFORM LOADS PSF '(3 or More'F.qual.Spans) • Top in Compression Bottom in Compression Inward Outward •• Ga. Width Yield Weight _._-- —._—__. ...... Load Load (in.) KS! PSF h0( Sxx ixx Sxx !n4/ft Ina/ft left Ina/ft 2' 2.5' 3' 3.5' _4' 5' 2' 2,5' 3' 3.5'^ 4' 5' 29 36" J-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 1 0.0090 0,0181 0,0063 0.0170 115 75 52 35 23 12 L122 79 55 35 23 12 • 1. Theoretical section properties have been calculated per AIST 2001 "Specification for the Design of Cold-Formed Steel Structural Members." lxx and.Sxx arc effective section properties for deflection and bending. 2. Allowable load is calculated in accordance with MST 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 o fastener/support connection and panel weight is not considered. o 3. Deflection consideration is limited by a-maximum deflection ratio of L/180 of span. a. • 4. Allowable loads do not include a 1/3 stress increase in uplift. o 5. Diaphrain 306 plf average Ulitmate Shear Strength using the above.fastening pattern on 2x supports located 2'on center per ASTM E455-04 l C 3,4. A.I- 3 :.---. 0, 4 ?.)06)( i e 3-.?.)) — WI 114 Kent,WA 800.431.3470 metalTemple,TX 800.543.4415 Jefferson, OH 800.321.5833 Anchorage,AK 866,640,7663 sales Rock Island, IL 800.747.1206 Bay City,MI 888,777.7640 manufacturing corporation Longmont,CO 800.289.7663 Sellersburg, IN 800.999.7777 Detroit Lakes, MN 888.594.1394 -,91 Antioch,TN 800.251.8508 Jacksonville, FL 800.394,4419 Mocksville, NC 800.228,6119 Woodland, CA 800.759.6019 Orwigsburg, PA 800.544,2677 Fort Smith,AR 877,452.3916 46 Rogers, MN 800.3289316 Independence, MO 800,747.9012 > Spokane,WA 800.572.6665 Fontana, CA 800.782,7963 W1lWW,metalsales.Us.com TSE page:!O Engineering EMBEDDED POST DESIGN (POST-FRAME CONSTRUCTION) Sidewall Eave Height Post b Post d HF Post Fb Fc E(10)^6 14 NOMINAL: 6 8 #1 975 850 1.3 ft. ACTUAL: 5.625 7.625 CD 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 24 1.5 3 25 ft. ft. ft. psf psf Fb' Fc* E'(10)A6 1248 1088 1.235 Wind Pressure 0.75W W Is Iw psi psi psi 12 117 156 1 1 psf plf plf Cs 1 IBC 2009 ASD BASIC LOAD COMBINATIONS: Loading: D + 0.75S +0.75W Loading: D +W P 3817 lbs. P 527 lbs. fc 89.0 psi fc 12.3 psi le 134.4 in. le 134.4 in. le/d 17.6 le/d 17.6 KcE 0.3 KcE 0.3 FCE 1193 psi FCE 1193 psi c 0.8 c 0.8 k.1 1.31 k.1 1.31 . k.2 1.37 k.2 1.37 Cp 0.72 Cp 0.72 Fc' 785 psi Fc' 785 psi M (in-span) 19349 in.-Ibs. M (in-span) 25799 in.-Ibs. M (base) 34398 in.-Ibs. M (base) 45864 in.-lbs. S.Mod. 54.51 inA3 S.Mod. 54.51 in^3 fb (in-span) 355 psi fb (In-span) 473 psi fb (base) 631 psi fb (base) 841 psi Post CSI (in-span)= 0.30 Post CSI (in-span)= 0.38 Post CSI (base)= 0.56 Post CSI (base)= 0.68 vie" al ifF-'L 1 po51. v 6.9.07 TSE page: if 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)A6 14 NOMINAL: 6 8 #2 575 575 1.1 ft, ACTUAL: 5.625 9,125 w/2x scab 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 24 1.5 3 25 ft. ft. ft. psf psf Fb' Fc* E'(10)A6 736 736 1.045 Wind Pressure 0.75W W Is Iw psi psi psi 12 117 156 1 1 psf plf plf Cs 1 IBC 2009 ASD BASIC LOAD COMBINATIONS: Loading: D+0.75S +0.75W Loading: D+ W P 3817 lbs. P 527 lbs. fc 74.4 psi fc 10.3 psi le 134.4 in. le 134.4 in. !aid 14.7 le/d 14.7 KCE 0.3 KCE 0.3 FCE 1445 psi FCE 1445 psi c 0.8 c 0.8 k.1 1.85 k.1 1.85 k.2 2.45 k.2 2.45 Cp 0.86 Cp 0.86 Fc' 636 psi Fc' 636 psi M (In-span) 19349 in.-lbs. M (in-span) 25799 in.-lbs. M (base) 34398 in.-Ibs. M (base) 45864 in.-lbs. S.Mod. 78.06 inA3 S.Mod. 78.06 inA3 fb (in-span) 248 psi fb (in-span) 330 psi fb (base) 441 psi fb (base) 588 psi Post CSI (in-span)= 0.35 Post CSI On-span). 0.45 Post CSI (base)= 0.64 Post CSI (base)= 0.80 SCAB CONNECTION: nail allow=133 Variables: Eave ht(ft)=14 Vmax(#)= 0.625(H)(W)= 1365 d' Unit Id(plf)= 156 Vave(#)= (Vmax-(V-W(4)))/2=1053 d / Area 2x6(in^2)=8.25 Qa(in)= A(d')=31.5 d(In)=9.125 I (1n^3)= (b)(dA3)/12=356.2 d'(in)_(d/2)-0.75'=3.8 v(psf)= Vave(Qa)/i(b)=16.5 / +I Width b(in)=5.625 v(#/')= v(12)(b)= 1116 b \I #of rows of Halls=4 nail/ft/row= v/(#of rows(allow))=2.1 v 3.9.12 P 4 ' u ve I/5r 6°4. r fief #2 w/xx ae>e, TSE page: 1 2' Engineering EMBEDDED POST DESIGN (POST-FRAME CONSTRUCTION) Endwall Eave Height Post b Post d HF Post Fb Fc E(10)^6 14 NOMINAL: 6 8 #1 975 850 1.3 ft. ACTUAL: 5.625 7.625 CD 1.6 1.6 1.0 in. in. CF 1 1 CL 1 Av.Spacinci Bay Width Roof OH Roof D Roof S Ci 0.8 0.8 0.95 12 14 1.5 3 25 ft. ft. ft. psf psf Fb' Fc* E'(10)^6 1248 1088 1.235 Wind Pressure 0.75W W Is Iw psi psi psi 12 108 144 1 1 psf plf plf Cs 1 IBC 2009 ASD BASIC LOAD COMBINATIONS: Loading: D+ 0.75S+ 0.75W Loading: D+W P 2219 lbs. P 306 lbs. fc 51.7 psi fc 7.1 psi le 134.4 in. le 134.4 in. le/d 17.6 le/d 17.6 KCE 0.3 KCE 0.3 FCE 1193 psi FCE 1193 psi c 0.8 c 0.8 k.1 1.31 k.1 1.31 k.2 1.37 k.2 1.37 Cp 0.72 Cp 0.72 Fc' 785 psi Fc' 785 psi M (in-span) 17861 in.-lbs. M (in-span) 23814 in.-Ibs. M (base) 31752 in.-lbs. M (base) 42336 in.-lbs. S.Mod. 54.51 inA3 S.Mod. 54.51 inA3 fb (in-span) 328 psi fb (in-span) 437 psi fb (base) 583 psi fb (base) 777 psi Post CSI (in-span)= 0.27 Post CSI (in-span)= 0.35 Post CSI (base)= 0.49 Post CSI (base)= 0.63 5E (10' /'fF f Pest v 6.9.07 TSE page: I; Engineering EMBEDDED POST DESIGN (POST-FRAME CONSTRUCTION) Endwall OPTION WITH BUILT-UP COLUMN PER NDS SEC 15.3.1 Eave Height Post b Post d HF Post Fb Fc E(10)^6 14 NOMINAL: 6 8 #2 575 575 1.1 ft. ACTUAL: 5.625 9.125 WI 2x scab CD 1.6 1.6 1.0 in. in. CF 1 1 CL 1 Av.Sracinq Bay Width Roof OH Roof D Roof S Ci 0.8 0.8 0.95 12 14 1.5 3 25 ft. ft. ft. psf psf Fb' Fc* E'(10)^6 736 736 1.045 Wind Pressure 0.75W W Is Iw psi psi psi 12 108 144 1 1 psf plf plf Cs 1 IBC 2009 ASD BASIC LOAD COMBINATIONS: Loading: D + 0.75S+0.75W Loading: D +W P 2219 lbs. P 306 lbs. fc 43.2 psi fc 6.0 psi le 134.4 in. le 134.4 in. le/d 14.7 le/d 14.7 KCE 0.3 KCE 0.3 FOE 1445 psi FCE 1445 psi c 0.8 c 0.8 k.1 1.85 k.1 . 1.85 k.2 2.45 k.2 2.45 Cp 0.86 Cp 0.86 Fc' 636 psi Fc' 636 psi M (in-span) 17861 in.-lbs. M (In-span) 23814 in.-Ibs. M (base) 31752 in.-lbs. M (base) 42336 in.-Ibs. S.Mod. 78.06 iO3 S.Mod. 78.06 inA3 fb (In-span) 229 psi fb (in-span) 305 psi fb (base) 407 psi fb (base) 542 psi Post CSI (In-span)= 0.32 Post CSI (in-span)= 0.41 Post CSI (base)= 0.57 Post CSI (base)= 0.74 SCAB CONNECTION: nail allow=133 Variables: / / Eave ht(ft)=14 Vmax(#)= 0.625(H)(W)= 1260 d' Unit Id (plf)= 144 Vave(#)= (Vmax-(V-W(4)))/2=972 d / Area 2x6(inA2)=8.25 Qa(In)= A(d')=31.5 d (In)= 9.125 I (in"3)= (b)(dA3)/12=356.2 d'(in)=(d/2)-0.75"=3.8 v(psi)= Vave(Qa)/l(b)=15,3 Width b(in)= 5.625 v(#/'}= v(12)(b)=1030 \L b `I #of rows of nails=4 nail/ft/row= v/(#of rows(allow))=1.9 v 3.9.12 1` (, ,c /'4ti '-l/l, .. t-/2, haeJ TSE Engineering Page: 'Bt P= 4914 lbs Foundation Design Diaphragm Restraint per 2012 IBC —> Section 1806.3 & 1807.3 w H(ft)=14 Bay Width (ft)= 13 Wind Load (psf)= 12.0 lw= 1 l� i� w(plf)= 156 Lateral Load Design: Post Diameter: 0.79 ft. o.1 cu yd Foundation Depth: 4 ft. Constrained? YES Depth Required 4.1 ft. Nonconstrained? Soil Passive Allowable: 150 psf Gravity Load Design: DL(psf) = 3 P= 4914 lbs Snow Load(psf) = 25 Foundation Diameter: 1.5 ft. Span + overhang(ft)= 27 Foundation Area: 1.8 sf Bay width(ft)= 13 Bearing Allowable(Fbrg): 2000 psf Is= 1 Actual Bearing(fbrg)=P/A= 1739 psf Cs= 1 v 10.10.04-5,23.05 f t p/406 _7" x 1 t Pr deer roof- -0 Pew a per .) TSE Page:/) Engineering PURLIN INPUT: Uniform Loading Span Length w(DL) w(SL) Is L Roof(psf) 3 25 1.0 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 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) 47 47 224 224 272 272 159 757 917 lbs. lbs. lbs. lbs. lbs. lbs. ft.lbs_ ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv FC(perp) E x 101'6 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= 46 psi Brg.Lgth.= 0.037 ft. CL= 1.000 fb= 1450 psi GL Cv= N/A R= N/A A (DL)= 0.19 in. A (LL) = 0.92 in. A (TL)= 1.11 in. RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION fv/ Fv' = 0.53 L/ 176 for LL> L/180 ok fb/Fb'= 0.99 L/ 146 for TL> L/120 ok USE 2x6 HF#2 @ 16" oc or 2x6@48" oc+ (2)-2x6 @ 48"oc alternating Table 1604.3 v 3.3.03 TSE Page: 14 Engineering Pf= 25 Cs= 1.0 I= 1.0 trib width= 8.5 RAKE BEAM Po= 3 J, ,I, w ,I, I .I. 4 RA RB 1.92 I 1.92 1, 1.92 I, 1.92 I, 1.92 1 1.92 L= 11.5 ft. �, INPUT: w (DL)plf 34 34 34 34 34 34 w (LL) plf 213 213 213 213 213 213 w (TL) plf 246 246 246 246 246 246 P (DL) lbs P (LL) lbs P (TL) lbs 0 0 0 0 0 RESULTS: RA(TL) = 1415 lbs. RB(TL) = 1415 lbs. VA(TL) = 1415 Ibs.(max.) VB (TL) = 1415 Ibs.(max.) MA(TL) = 0 ft.lbs. MA-B (TL) = 4067 tt.lbS.(max.) MB(TL) = 0 ft.lbs. A(DL) = A (DL) = 0.028 in. A (DL) = A (LL)= A (LL)= 0.181 in. A (LL)_ A (TL) = A (TL) = 0209 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 Brg.Lgth. CD 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= 53 psi fv= 53 psi fb = 771 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv/Fv' = 0.31 fv/Fv'= 0.31 fb/Fb' = 0.79 RATIOS OF SPAN TO DEFLECTION: L/ 764 for LL L/ 660 for TL USE (2)2x12 HF#2 v 3.3.03 Job 1 russ Truss Type ty y TCPB/Geiger 23591 B1306552 T24 FINK 1 1 Job Reference(optional) ProBuild Arlington,Arlington,WA 98223 7.350 s Sep 27 2012 MITek Industries,Inc. Mon Jul 01 14:35:15 2013 Page 1 ID:2frJ3JvHTuO0ln6hbDJbBWzxFyh-OyklxCl?pzBCRkzWbmLDi6s7ty2Bxnwr2xmRcizONZg 0-0-0 6-9-4 L 6-9-4 1 12 0 0 17 2 12 1 6-9-4 24-0-0 5-2-12 5 2-12 Scale=1:37.5 2.00 FIT 4 • 2 1 B t / 1X1 �— _ 0 B2 jd 8 7 6 0-0-0 8-6-2 t3 6-2 6-11-11 15 5 14 24 0-0 1. 8-6-2 1 24-0-0 l TC LOADING (psf) 25 0 SPACING 6-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.65 Vert(a) -0.54 6-8 >519 240 MT20 185/148 TCDL 5.0 Lumber Increase 1.15 I3C 0.71 Vert(TL) -0.74 6-8 >381 180 MT2OH 165/146 BCLL 0.0 Rep Stress lncr NO WB 0.81 Horz(TL) 0.13 5 n/a n/a BCDL 1.0 Code IBC2009/TPI2007 (Matrix) Weight: 117 lb FT=20% LUMBER BRACING TOP CHORD 2x6 DF 2400F 2.0E TOP CHORD 2-0-0 oc purlins(2-11-4 max.), BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD 6-11-0 oc bracing: 1-5 WEBS 2x4 HF Stud/Std REACTIONS (lb/size) 1=2189/0-5-8 (min.0-3-10),5=2189/0-5-8 (min.0-3-10) Max Horz 1=84(LC 5) Max Uplift1=-628(LC 7),5=-628(LC 8) FORCES (lb)-Max. Comp,/Max.Ten. -All forces 250(Pb)or less except when shown. TOP CHORD 1-9=-8003/2205, 2-9=-7852/2223, 2-3=-7026/1900,3-4=-7026/1902,4-10=-7852/2225,5-10=-8003/2207 BOT CHORD 1-8=-2160/7721, 7-8=-1413/5878,6-7=-1413/5878,5-6=-2097/7721 WEBS 2-8=-1497/492,3-8=-419/1595,3-6=-420/1595,4-6=-1497/493 NOTES 1) Wind:ASCE 7-05;85mph (3-second gust);TCDL=5.0psf; BCDL=1.0psf;h=25ft;Cat. I; Exp C;enclosed;MWFRS(low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 (Actual dead loads used per ANSIITPI-1) 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category I; Exp C; Fully Exp.;Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4)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. 5) 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. 6)Alt plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others)of truss to bearing plate capable of withstanding 628 lb uplift at joint 1 and 628 lb uplift at joint 5. 9)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard f - Draw North Arrow in Circle r a 16521 Highway 99,Suite C•Lynnwood,WA 98037-3161 ■ ■ ■ TO COurit1 Everett:(425)258-4171 •Puyallup:(253)840-9552 D POSTT F FRAME BUILDINGS Administrative Headquarters: (425)743-1555 z e FAX: (425)742-4378•800-824-9552 T ly DIVISION OF PERMA Bi LT Contractor's Lie.#:TOWNCPF099LT .-+ permabilt.com•facebook.com/permabilt r-� � �w � PLEASE CHECK Quality:Our Future Depends On It'" }] i4 Wind MPH �+ f I it k ��e ') -'r�``^\i Y_ t�4 a te. 1� ❑ Roll-up doors fit in Bays C Wind Exposure � /. -- V 6\ ❑ Roll-up doors will not hit Truss •ri iq Eave Height J Roof Pitch 1 • 1 \\,\•,\ 1 ' �� •2� Snow Load 134 Minimum Clearance 1 1 A _y ,p, 7/, V/rr � ' "' DENIM YES NO (please circle) _.. FLOOR PLAN \, 'l' '4Y`--`� ---`" - P r 14° ;IV( Ili 'ZiNY' i q 1 e4x. 4, . qft-traLs AT l , 4T•afteM Code& x - . r. 1 fb re fi r it. 1 J d2g(... 9r t.'e :Sail.o ,4. c.ros$, 1. i .1 ,,, • glItt 1 to: atoeva t 4NT Lrc t#eteb edo P-t-D tv it ....,ir,...........------'77--- ar .2rs. • -m • • r i ial •• . qa' 34' x IS .2e C7or "bp/ ..." e• i/ ,9 e / 143 4a i BUILDING ELEVATION . Customer has verified and approved the orientation of the building to the North and verifie,. at. _ items specified in Paragraph B of the contract are shown on this drawing and vic . s 11111111111111111111 Customer Name: A,/7e<�e,-11 Lead#: 7'IO Customer Signature: v/ ,/, ai 0 8 White-Customer Copy Canary-Office Copy C)2012 Perma-Bilt®Industries MY/ 07/12 • R E c Frmr., µ/E, , �! • • DETAIL 7/2 ��°� N' GE\ E RA L OT E S (OR) DETAIL 8/2 METANOTE #4, lINGEET3.ER JUL 3 .w J a W/ NO POST. 2 F, U F- DETAIL 6/2 (29 GAUGE) a 1. BUILDING MAY BE CONSTRUCTED OF ANY SIDEWALL LENGTH AND SPAN MEETING THE REQUIREMENTS OF THESE BASIC PLANS WHERE RATIO OF LENGTH TO SPAN \ d c c v a) P. �> o IS EQUAL TO OR LESS THAN 3. 12 .0 '8 ^a ° ° 0 2. SPECIFIC BUILDING DIMENSIONS, WALL OPENINGS AND ACCESSORIES ARE INDICATED ON PERMABILT BUILDING DESIGN SHEET. (ATTACHED) DETAIL 9/7_ 7 (MAXIMUM) � ---' 3. BUILDING MAY BE A COMBINATION OF CLEARSPAN AND GRID SYSTEM SIMILAR TO PLAN. ill 4, CONSTRUCTION OPTIONS WHERE SHOWN ARE AT THE BUILDER'S DISCRETION. /:<g_ . s�n�_ _ m OPTIONAL EAVE I,4111 � ► N `.A © OVERHANG PER \ i PURLIN PER DETAILS INTERIOR RAFTER E �� ► DETAIL 2/2. PER SCHEDULE G. •-o 3/2 Sc 4/2 AND i- ♦ ♦ *a ! \�''� 1 0POST PER SCHEDULE D. o SCHEDULE A. CL 4)F ,o 0 1 \ SIDEWALL POST z ••,, I I I I PER SCHEDULE . 11 GIRTS PER Cr] °c"a x RAKE BEAM PER DETAIL 12/2. ' ERIOR POST PER z 6 o SCHEDULE F AND SCHEDULE K. LeJ c Q ® suoISIA9a i N I ETAIL 5/2. (SCHEDULE LJ I- d• FF AT ENDWALL w/ i o OVERHANG) 29 GA. METAL WALL ' E; POST MAY D. I I II II CLADDING PER NOTE NOT • 'EQ'D AT ® 1 #4, SHEET #3. DETAIL CENTER .' DC) (OPTIONAL CLADDING (13/2. z i FLOOR p § PER NOTE #11, i-I I x II SHEET #3.) / E U z ENDWALL POST __i, w r CC z ^ I PER SCHEDULE B. %/'.Y/}�Y/ /%/% I / I I I , I t I r\\\,\i`�\�\\\j\\� Z a �' v /�l 1/T IIII III INTERIOR FOOTINGS I I I I I \ \j Z 0 Q H 0 a_ rn ENDWALL POST ! I I I I I / � ( PER SCHEDULE P \\%\ a Q 0. too d PER SCHEDULE B. vj%/\•' III I I 3 I I ( I I AND DETAIL 16/2. III III r `� z W " dam" I 11 F r: ,, �s ',�`\/\ III . 11 H IIII IIII l l l i y `l ! I I I I I ap t' a t / 1 L1 LI LI. LJ L1 LJ L1 LA u 0 a ♦ 4 � , 'fA , FOOTINGS PER SCHEDULE H 0 0 , ,„., �, AND DETAIL 16/2. POST SPACING POST SPACING 4•11111111111011111111/ ' ,1-rie,. ,,,t .,,, z I I I! I I A. i r1 ti ,, , r ,• . SPAN , ` J F. O a d - 'i 0, - v) ,'.r , Ali l m 1 ;1: 't ,,,;. p TYPICAL SECTION THRU GRID SYSTEv =z � . o I I I I I I Q, << r t 1, ..fit°' I �I =9 --: 8Po [ '' 11 - is tQ . ni gi P >" 7 . 1 9' �tl f>� DETAIL 8/2 o a I L_Ili 4• ., ATBLDFACG. ENOF �1 A. ©/ i` ;.y.. „_, a. t. a POST (TYP.) BAY SIZE V BAY SIZE BAY SIZE \ I—a b o (14' MAX.) (14' MAX.) (14' MAX.) g f; METAL ROOFING PER i ,., , , NOTE #4, SHEET 12_ SIDEWALL LENGTH 3, (29 GAUGE) 7 (MAXIMUM) o (FOR MAXIMUM SEE NOTE 1) PURLIN PER DETAILS PLAN 3/2 & 4/2 AND SCHEDULE D. ♦ 6111111l•tr EAVE ---r rs"---"-----------. , 1 ENDWALL EAVE GIRT 2x6 BETWEEN I-' "'1 ` .0'POSTS w/(3) 16d OVERHANG PER 2-10d (rrP.) TO 2x4 BRACE DETAIL 2/2. — TRUSS SUPPORT BLOCK TRUSS BY OTHERS - e 1 I 6d AT 24"o.c• AND (3) 16d TOE - PU-LIN EAVE GIRT TO 2x6. �Au NAIL AT POSTS. 1 PER SCHEDULE C AND W/BRACING PER DETAIL (2)16d, EAVE DEMI DETAIL 1/2. 1/1 AND/OR 2/1 O H 2-10d•TOENSAILL GIRT TO BRACE. ' ,';" - - o • POST PER SCHEDULE A - 1n o SIMPSON CS16 II BRACE co STRAP BENT AT _ 2x4 BRACE w PURLIN AVVE XGIIRT1 w/(5) Iz > ' 3 (1 NAIL AT EAVE ENDWALL POST 29 GA. METAL WALL---o-• GIRTS PER DETAIL 12/2 0 l iSYM 0 GIRT) PER PLANCLADDING PER NOTE #4, C (IF OCCURS) SHEET 3. (OPTIONAL 11 BAY WIDTH CLADDING PER NOTE #11, CO SHEET 3.) �` PURLIN DETAIL 13/2 it.14 - PURLIN i t I I FLOOR _.`, 711 1 o3-lOd ® LAP . .y_y ;yII Y\ \ �\SPLICE (TYP.} a/l<//�j % \`i\j j\�j�/ i,�BRACE r► I I 'Ir /� \% I I III /\�•'TIONS • MIIF MEM■ ■ter: \j�/� /\//\\i�TRUSS �rI I i I I \\\\•�` 1 \ `2x4HF#2 CONTINUOUS II �� _ /�\' LI AND (NGS DETAIL E6/2HEDULE H IL L�\\'\ �\BRACE APPLIED AT -- • TRU ST ATS EN(O SA S I LOCATIONS NOTED ON M / I f ( TRUSS AT END BAYS IF TRUSS DRAWING. t `�) 2-10d TOE NAIL OCCURS) PER TRUSS ATTACH TO TRUSS .� SPAN • MANUFACTURER EA, SIDE BOTTOM CHORD 0/ 2-10d TOE-NAIL AT EACH CHORD. TYP. TRUSS BRACING ® BOT. CHORD w/ ONE TRUSSED BAY. TYP. TRUSS BRACING O BOTTOM CHORD w/ MULTIPLE TRUSSED BAYS. TYPICAL SECTION THRU C LEAK S PAID sheet 41111 4) 1 t 3 .- -- _ , _ — — i ' 1 Div . 1 1131 NOTE: q� / WZAi x 4-1 fASEIF—TAPPING SRALONG 33) 0.131'ays x .-- VERTICAL EDGE OF OPENING —1//4° NABS I I I AND BLOCKS. GI [„33,) BLOCK 1 ttlttl��rrrr��rrr 0 0 inu. /411 — BLOCK pp FOR(�,�,,�D SWAP�O ) Q SFWlNrcoA Ostaff rIII .,, �COMP HI Ilk - 4" ti l P P wow /KOCK ,I�w�{ l d x r.-- 111101OIMJ di ac t-�-�_ . 1-1 2" AT EACH .—_....L•..Rit M . L- BLOCK--- TYPICAL, ALL i 3-1/4 NAILS AT 4"o,c. (1YP.) • I STRAP ►.,-mas BLOCK t .,., ....-. .w. .M F r f,n., - mow. . . ..�. . et W r,y. . A C: F,�9a1 tQb��ti Idj ow 1 +ernaN.r.�.n.sac,..vaerw.ti.wa.F+4•. �;'�-�• ,+a..is aa.�+++a�.!_ ..:a+vw.iwa....n• },.' w......t..-1.-rT. MoM4....glw..4re AH:M�e• 4 I y ®`st 1) /�yL� MI' t2 rent ., . ' ;H Ottl • • 0 -:p...:... .1- .. turx t rett irtt - . --,x•-a^ t� ' ' ' NOTE: .. . _ , . /K+f o ALL CONN, OTIONS T- "G)E • ? '!�`b'' (3r) 0.131 0 x 3�•1 4 NAILSw� r U. ,O. AT ALL INTE SECf1NG ID' Pl�ci(lRC 0 A UTTI ME BERS. /�cry:co' .. . _. ' .outu 1, NAIL —Gll a w at' 16 ' <:J�► Ro 1 2ii31pp dLx0.81 " NAI AT 12"o.c. ��1� _ .. ,. Dye g i + a.131"� x 3�--T NAl AT 4"0.0. ,: K . 9,0. C At c �wwc.vw.a r .. `ti w�..+o+.r.... r.. ., . P6.:�2- 194x-4, , . . . .. '. .. ., ' , . : , . +f.R IAA" N:4'.S> r� II t r4 .a ,.1k co" �j g bI NI'��c" q` u ' ri Ww,�.�'i gn ur) /'p r -�,�;, .�i' 0.--,-.,.y�,,..„w• , vwe+.rw,H+«.,...:,w 'r 'm+t' .,,.waww�..+: .i : -.1,......111,..p: .,....w ��ilpr a . ,:. V(Iu • ( aw,u>......wy..,:+,...,......w..+aLw4. .�+W+..+u,5.`L . amm+' ,k,,. .r..111;vahWK4 , - _ V...•. .0.1.04+,c.w4ww... wr.1 ..q-,ww...••..-«aw.,',C.:aw.4, , • - '414'11;4-• gt.-N5 4( I ► :, .« ..i i ,f t1..,-..,----J%'%> N . A I . /. tfi fty1, I i \ ;10.$),.. f:Ii ', ,,, fr r( I i '. r `ce: 1' ‘) 4 F SY ,449.e CI • rtr:,.*,,,,, I,1 ,,$1/4 ._) p. i SEE SHEET 3 FOR ALL NOTES —7CliihNt -li-�.. . .r•'--,y-r�-m--'ws;-�...... . F, < ._- .,... _. . .. _ __.......we _ . _ - -...........a. -_>_ - _ - .. - e. -_�.. ..--.� _ :_...— ^-- ,�.-__�.-.-__..._._.-. .. _...__.�,. E.,. _______ r ROOF PANELS r in ROOF PANEL SCREWS (( p ) ROOF PANEL SCREWS rTOR PURLIN PER -SIMPSON ANGLE 'A23' EACH SIDE II 2x6 BLOCK W/-y pT1fAdHLOOKOUT PURUN TRUSS •R RAKE PER Wa 0NOTE #4. OF POST AND LONG LEG ON 16d 0 4" O.C. ` TOP ROOF PANEL SCREWS E #4 UEAVE GIRT W/ POST. 10d x 1 -1 TO LOOKOUT n, CHORDFOR PURLIN PER p PURUN PER SCHEDULE D -16d AT POST RAKE BEAM PER DAILING PER NAILS. �t 4-iGd (TYP,) . {A{N• NOTE #4. SCHEDULE F DETAIL 12/2 \ �6 _ c c a tU } ROOF PANEL SCREV/S311�I 1 1 -6" LAP (MIN. 1 '-6' LAP MIN,) 1 [ p, ? ^> oSTEEL STRAPTOR PURUN PER �- Qp � 2xfi BLOCK BLOCK. IJAIL TO EACH I 1� 3-16d TO EACH PURUN e " . q PERNOTE 10 �OW NOTE #4, " 10. . ■■ 2x4 ? (a( p ) '� TRUSS Y// 2-ied, AtJGIFO. ROOF PANELS « `! a o a EACH SIDE (SF POST `'sk BLOCK taro A h �' >(-11.:141 I II NAIL EACH PURUN 70 EACH PURLIN _ 1 lit • O W/ 8-16d NAILS �� pETWEEN ' 2x6 SCAB w/ 16d BLOCK I. TRUSS W/ 2-16d pp -II — 11 •d RAKE TO POST. se WALL PANEL-� , EAVE GIRT + T ( 1� I i AT 6" O,C, TO LOOKOUTAS SHOWtJ. / -�� _ �� PURUN }1, 16d A7 CORNER POST.) TSCREWS FOR GIRT r1 �� / NAIL PURUN TO PURIM jPER NOTE #4. I /� SEE 3/2 '/ 1 PER DETAIL 4/2. '��, 2 x LEDGER PER i�± LOOKOUT 16d NAIL EACH PURLIN TO Y Y Y4-1Gd (IYP,) °- * 1 2x6 FASCIA I �� . rBLOCK. (NOT SHOWN) �,� �� SCHEDULE F, -� 2 x BLOCK W/ WIDTH IV/ 3-16d � ` 4-18d POST ��* I ] ] NNL TO BTAM W/ TO MATCH POST. BOLTS PER iD (TYP,) / ; SIMPSON MTS16 STRAP 1. N _ 16d 0 TO BE O.C. A_ _ STAGGERED. m SCHEDULE C to - TRUSS 7.x8 LOOKOUT EACH 6" • AT EACH TRUSS AT EACH END OF LAP POST (6IL16d AT2CORtER P051.) u ` SIDE OF POST NAI tPd x 1 " II� inAS SHOWN OR (7) 0,131" NIA. E N SIMPSONH TRUSS STRAP =0 NAILS 0 POST x 3 I/4" LONG EACH END OF LAP d o 2 x BLOCK EACH r AT EACH TRUSS WALL PANG 3" k (7) 10d x 13" , .e GIRT TIE STRAP POST PER v w SCHEDULE B SIDE OF POST WI 1� w/ (7) tOd x I}2" GI SCREWS FOR MAILS 0 TRUSS ■I - APPLIED TO TOP POST +•-{• PANELS WIDTH TO MATCH 1 NAILS 0 POST GIRT PER 3" „ OF GIRTS V//(4) MI11. 1 In = / TRUSS OR RAFTER r POST. 4 x BLOCK & (7) 10d x Ui" NOTE #4, 3^ R1� �■Iltl NAILS X 1 1 2" TRUSSES OR RAFTERS (TYP.) FOR DOUBLE TRUSSES, —T NAILS 0 TRUSS BOLTS PER j. . , . pm�W4a� Iw �aimoeRszac- NNLS AT EACH GIRT pOTH SPLICE CONFlGURATIONS NOTE' - c ' 3"/ , STEEL STRAP SCHEDULE C EAVE GIRT 'r OR AS PER NOTE: ARE EQUALLY STRONG, EITHER LEDGER SUPPORT - (PER NOTE 10 �.— 2 x BLOCY. EACH SIDE , EAVE GIRT SCHEDULE FA 16d NAILS SPECIFIEDDR. ABOVE ONE MAY BE USED AT 11SE PURUNS AND tJ e MAY BE 0.131` DV x 3 1/4NOT EXTEND •R WALL PANELS PER -a \f -4 POST PER SCHEDULE A EACH SIDE OF E05T OF POST W/ WIDTH 2X6 BLOCK P LONG & w ONE ADDITIONAL BUILDERS DISCRETION. ATTACH TO t T5, WIDEST DIMEI +N OF r NOTE #4 OR (jt I LP j,SI�Ih1UM W/ 8-16d NAILS TO MATCH DST. 3-16d NAIL PER CONNECTION EXCEPT TOE-NAIL. In ENDWALL POST 0. ao 0 I WALL PANELS PER — ' �- (TYP•) WIDEST DIMENSION NOTE #4 OR #11 OF POST U.N,O, WIDEST DIMENSION c ti 1 SECTION AT EAVE SECTION AT EAVE OF POST U.11.0, © SECT. TFIRU PURLIN AT TRUSS/RAFTER n PURLIN SPLICE DETAIL �'� SECTION AT RAKE t =t -0, ® 1 "oi -O. © I•=i'-o" 2 1"=1'-0^ 1"=1 '-0" • ® suotslnal BAY WIDTH 24" MAX. ROOF PANEL / i SCREWS FOR RAKE RAFTER SCAB ROOF PANEL SCREWS FOR BEAM PER NOTE 114 10-16d EACH SIDE. (INSIDE PER SEE NET' Z STEEL NHANGER. ROOF PANEL SCREWS AS RAKE BEAM PER HATE #4. BAY WIDTH 24" MAX PLY ONLY IF 2-PLY.) SCHEDULE G RAKE BEAM PER SIMPSON U26 OR -K r. SCHEDULE 6 ROOF PANEL SCR FOR RAKE BEAM PER #4 FOR ONAL FOR RAKE PER OVAL W�� 10d x 3-16d PURUN TO 2x6 BLOCKING 2x6 BLOCK(8d AT POST - 1/2• NAILS BLOCK ENDNAJL- - I ATION tJ • NOTE #4. PURLIN -16d PURUN TO NNL SCAB TO 4-18d O EACH •SS 0 TOENAIL OCK (FJJDNAIL- WITH (6)164 ON EA ,�. TO ENDWALL P. (SHOE OR TOENAIL) ----A, + 3-16d TO EACH PURLIN AT CORNER P • "LTP4" EACH ��' - SIDE OF POSTW �I -- BLOCK TO RAKE ' (} 4 EACH 41 �� 164 + ' " o,C, STAGGERED / •L �' -- BLOC + RAKE �It}(�' /Js �\,� ° I • + =u RA 0 RAKE 2-16d TOENAIL EACH /ALL PANEL SCREWS 9! ter i ; • " SCAB C7 PURLIN Ui( WD =5 TOP CHORD PURUN TO EACH RAKEto 11 SAME AS FOR GIRT `ii�y PURLIN �" Q -16d RAKE TO POST. PURLIN -- PER NOTE #4, ' `�I WALL PANEL SCREWS RAPS :illiT -16d AT CORNER POST.) 2ND RAKE BEAM 2-16d TOENAIL tLE G !I_ �2z6 FASCN EACH PURLIN ► SAME AS FOR GIRT dW2 x LEDGER PER * OR SCAB PER j� W 3-16d TO TRUSS 1 laal5CHEDULE F. « r 2 x BLOCK W/ WIDTH 5CHEDULE fF j / PER FtOTE #4. p NAIL TO BcAM W/ �r TO MATCH POST, ENDWALL POST �, (WHERE OCCURS) ■ to-i6d RAKE To ENDWALL ' � 2xG FASCIA * 1 + — RAFTER 16d 0 t2 O.C. I NAIL W/ 6-164. I POST FOR CONTINUOUS RAKE TRUSS W/ 3-16d STAGGERED, i1 (3-164 AT CORNER POST.) (5-16d TOR SINGLE SPAN . t1 ,4,I• TRUSS NJD AT CORNER POST.) (TYPJ ENDWALL POST TRUSS TOP CHORD + 2 x 6 BLOCK. 2 x BLOCK EACH SIDE NUMBER BEVEL TO MATCH r ALL PANELS y OF NAILS r- — 2 x BLOCK EACH SIDE KE SLOPE. 2 x 6 BLOCK. 2 x BLOCK W/ WIDTH OF POST POST. WIDTH TO SPAN POST PER 'J W 0-i6d, BEVEL TO MATCH �� TO MATCH POST. ALL PANELS MATCH POST. OMATCH F POST W/ WIDTH TO 0 SCHEDULE B I1 / TRUSS BRACING ^u NAIL W/ 6-16d (Ti?.) ATTACH BLOCK TOP + 121 14 1► ATTACH BOCK TO PAST PER NOTE #7 RAKE SLOPE. VJ/ QUANTf1Y 0 NAILSV/ALL' JELS NNL Y// G-16d, 1TRUS CINO PER SCHEO 14 1g IV/ OUANRTY OF 16d c- SHEET #3 ,1 — WA L PANELS P - +TE #2 NNLS PER SCHEDULE, (ONLY REQUIRED WHEN ``E SCAB OR 2ND RAKE `� S• #3 11) - - WIDEST DIME •IJ OF .. WIDEST DIIAEN Of CURS - ; a--IIJTERIOR POST INTE OST ENDWALL PO .0. ENDWALL POST . I. POSTIDEST DIMEt OF PER SCHEDULE K SECTION PER SG K ENDWALL WIDEST II U.N.O.U.N.O, ENDWALL POST .0, if tr . ; SECTION AT RAKE SECTION AT ENDWALL W/ TRUSS SECTION AT ENDWALL W/ OVERHA • 6 INTERIOR POST RAFTER CONNECTION D 9 �, 5D SECTION AT ENDWALL W/ OVERHANG �� / N ' 1"=1'-p• 1•p1•_p" 2 1"_1•-p. 1^=1 -o" 2 1•..1`-0" o m I— c U Jg 3-16d PURUN • 6-18d EACH SIDE. INSIDE- NAIL SCAB TO RAFTER -.` -POST c m W - a ( 5-184 - TOE NAIL T-GIRT Lo �, p TO POST , ,+ PLY ONLY IF 2-PLY.) ToGETHER OC. STAGGEREDGd m 12" , t TO POST W/ 3-16d P- l C 3-16d PURUN UPTI+ . L OVERHANG IF ,�` ti., 11 0 I'jj W 6-16• CH' RAFTER USED DETAIL 2 2 1 EACH S • ONSIDE TO BLOCK (TYP.) METAL ROOFING / \ ��1 2x6 GIRT. FACE w C p PLY ONL 2-PLY.) ROOF PAN CREWS STUB POST WIDTH 70 I�� TIE A1AY NOT BE REQ'0, NNL TO POST W/ v l- Q ilif %4"' I EACHdSIUECH IAEFABER FOR PURUN NOTE i'' g MATCH SIOEW POST '' SEE 5 MILE M. 3-16d DRNE;J A7h i1 # 1 r ANGLE, (IYP. wte .I I ' � ll EAVE GIRT r '�1Aki TIE STRAP W id x 1-1/2" WALL PANELS PER o 111114 * « �1} ' 1---- -011ith.. + NNLS PF.R SOH. LE M — -EAVE BUTT w1INOTE 4 EL 11 r---- w 11..it'0.° In 0 WALL PA11EL SCREWSSPU AT POST # # + ' I 1 . I I ; FOR GIRT FOR NOTE #4. 1 Er+ I • + • 1 + 1 ,..� I * NDTF' s B IV + j • * RAPIER PFR �� tta �� /�� ALTERNATE GIRT: ,� - I - .t44TEt SHIM RAFTERS AND + �_ _ « r A 2x4 2x4 T-GIRTS i N r II BLOCKS TO MATCH WIDTIi SCHEDULE G. ♦ ® �4" O,C, w/ 2-16d rT■ OF INTERIOR POST. , EQU SDEIOFRPOST. ,O �' 3-16d EACH GIRT PER CONNECTION $ o ALTERNATE LOCATION 2 x BLOCK EACH SIDE NAIL SCAB TO RAFTER 2 x BLOCK EACH --•r ' M - / 0 (2) 3/4" 6 BOLTS FOR OF TIE STRAP OF POST W WIDTH TO 1 Yam (6)16d ON EACH . " w // SIDE OF POST H WIDTH IL SCAB TO RAFTER RAFTERS PER 10' RAFTER SPAN MID PI MATCH POST. + • SIDE OF POST TO MATCH POST, • (6)16d ON EACH SCHEDULE G 03) 3/4 D SPAOLT9 ` SIDEWALL POST HAILx6 W/ 3-16dE '�1 = WI ATTACH BLOCK TO c ATTACH BLOCK TO POST Of POST O- WITH SCHEDULE OF ,d NAILS BLOCK SITE TO CONTINUOUS RAFTERS WITH (8) 164 NAILS (1) BLOCK BOLT PER 1 rn PER SCHEDULE OW. SCHEDULE G ' RIOR POST MATCH POST C PER SCHEDULE G 2x6 T-GIRT, NAIL i0 BE/JA NU, R SCHEDULE K BUILD TO LSATCH (AS SHOWN) WALL PANELS P --► -- POST PE IIEDUIE A 2 x BLOCK EACF PIER t STRAP I. 0 RIB GIRTS TOGETHER Y// SPAN p' 'AILS R TRUSS TOP CHORD NOTE 14 OR SIDE OF STUB • Nam, ALT O,t31" 0 x 3-1/4" �7 T_ OR CANTILEVERED BLOCK WIDTH • 46d ® 18" O.C, (TYP.) 1 1U' 12 LONG NAIL ® 12" o.o.RAKE BEAM WIDEST DINERS!. FOR t" 1 14 4Ax BL•STU. FOR SEE DETAI CO2N. 18 OF POST U.N.O. DOU8 ' FTERS, SEE SEE SHEET 3o FOR 1 WALL GIRT SCHEDULE If RIDGE POST/RAFTER CONNECTION 401 NO POST RIDGE CONNECTION ` SIDEWALL POST RAFTER CONNECTIO .., RAFTER/TRUSS CONNECTION /0 TYPICAL EAVE GIRT SPLICE 41) WAt.I_ GIRT DETAIL j 04 c. HARROW DIMENSION TOE NAIL 2x4 PURUN /// ''' (2) 2x6 BLOCK BETWEEN Q4 a OF POST, (TO MATCH T-GIRT TO (3) led FROM / PURLINS, NNL BLOCKS w/ 2X6 GIRT TOE-NAILED POST SIDEWALL POST POST IY 2-tGd RUN TO EA. / 0.131"Qx3," NAILS t� TO SKREED W/16d ) (TYP ) / PURLIN WRAP STfiAP OVER . K. (TYP.) C 4"o.c. STAGGERED ta A7 16"0C. 4 /\��\� ;., . \ \/ BLOCK AND PURLItJ �v1;►' ' WRAP STRAP OVER 3I ) / • ;POST \�� ;..CS ,;; •.,. :c,.. \ �\// �� IllaIBI Ir OpL BLOCK L t• 1 IPANEL SIDING tlAILS \ \ I. . \\� Alb •� 1111-rit 1 �rVtS.SF�J� �.•. FOR GIRT PER NOTE#1\---13"--- V :,..p` ,.r,..Q \ �\ 1 � �� SIMPSON H FA.4" CONCRETE c,,. :.Q•r:•.. \ n---11.11PURLItJ END TOT S # iii Olici 1,FLOOR SLAB \ p' y \\ 2x4 T-GIRT r OR 4 ► a 16d GALVANIZED " "' . ' t iSIMPSON C518 WRAPPED MOUND 4 16d EACH �Y + Q® f0" o c. ` fiQ MEMBER (TYP, AT (2) 2x• .f 1 Q )`` zl,- : .•,: •'., ' -, :+`Q :,,' \� PLAN PUKNEE BRACE, ATfACHNw/ I , + BLOCK ONLY) d61 '.:,. : ' ...... ,c.: a 2x4 P.T. GIRT • . �--• 2x8 BRACE w/ (3) 's1 y I)" r/�i l 4 \/ 1.r 1 „ .j;^• 1 \ (4)16d (MIN). NAILS EACH FAEMBE' IA mil l • }fil- •'i MIN: g �• {' �. \ INTERI+ ; RfOGE PURUN/FEN (PER NOTE 10 w 12 Sx 16d TOENAILOSC EA. SIDE ` « a IT/ ! ii • J \ STEEL 5 / i i ENDWALL # ) / ( ) # OF DDL. B I`•.• TRUSS ANCHOR ' I EMBED 5 \ (j' \� POST POST WOOD SCREWS AT BRACE & (6 C� " t".Y C �+ g, ,, NOTE; #BxiYz" WOOD SCREWS AT NOTE;, SDs« A� jt P. " �f �(� +. S/PI6d "HETAI T8" I \ i' ' ,A; ` 1 24" O,C. DBL. BLOCK 1 WHERE LENGTH OF BRACE 4y/ j` •I isttij `W/ 16d NNLS, FOOTING fj ' r\ BACK FILL & WHERE LENGTH OF BRACE '.s' : EXCEEDS 5'-6" ADO FLAT BEND AND NAIL. I I :,;; \ COMPACTION _+ _ - _ _ _ A * ' EXCEEDS 5 6^ ADD FLAT • � t l�[l1�pg POST AND NAIL. I n \ ' : : \\ OF SAME PER (2) ANCHORS PER I `� "�` .rn .. , r \ NOTE #9 "T" BRACE 75% OF LENGTH T' BRACE 75/+ OF LENGTH ��y53 POST (EACH SIDE) \ %% { l sd 1p 1?."o.e. `dY(} tY 1 EXCEPT (1) ANCHOR � \\ FAC L 2x4 TO �T �R ,t ; .,� :e,..' r PO ' / 2-16d r 2x4 'T" - " I � 2x4 "i" d �� ' FOR CORN POSTS, 1 FAC IL 2x4 I it Y W \/ • .' \ / # . I 2x8 HF#2 DIAGONAL ` 1 '"Sr: .1 t 6" CONCRETE PAD TO PO W 6-16d • ' 2x8 HI' 2 DIAGONAL i+ l -1 " ? � OR BAGS OF + ' I u1 BRACE + BRACE TO ROOF i , ‘ 1 NDTF: ij / �� \\ CONCRETE MIX ELEVATION • ' ' USE P.T. T-GIRT AS PER DETAIL 12/2 fi / �/�� METER 71 �� 1LOIE (9) 16d NAILS SPACED f_{ (9) I6d NAILS AT BASE Of IYALL WI1EN NO SLAB. MIN. DIAMETER EQUALLY EACH WAY EAVE SPACED EQUALLY EACH WAY ! sheet f i . ( -) -ER SCHEOUL PO- :RACE MAY NOT BE REO'D, EAVE HEIGHT �( "�� `<`(-`€ H AND P S. SCHEDULE" K. HEIGHT ill 41) BASE GIRT DETAIL 4il 16 EMBEDDED POST FOOTING W/ PAD I INTERIOR POST BRACE DETAIL 20 ENDWALL POST BRACE DETAIL 20 ENDWALL POST BRACE NET • . i "mi'-0" i�rty `/'°�.i © 3/4„_i,-o„ 1"o1•..p 2 i"ti'-q" (POST AT RIDGE) 2 1,.=1 ,_0„ J 3 r ® r rTh SIDEWALL POST SCHEDULE ENDWALL POST SCHEDULE w/ BRACE PER DETAIL 20/2 M ALL BUILDING WIDTHS TO 40' O r d F2 3 ALL BUILDING WIDTHS TO 40' NOTES: o _ POST MATERIAL: SEE NOTE #5 TRUSS BLOCK BOLT SCHEDULE t POST MATERIAL: SEE NOTE #5 3/4" 0 MACHINE BOLTS W/ WASHERS 1.) ALL WORK AND MATERIALS SHALL CONFORM TO THE 2012 IBC (INTERNATIONAL BUILDING CODE). o c c v a, 4V0 EAVE HEIGHT c °' > i' WIDTH BUILDING ENE HEIGHT CONTRACTOR IS RESPONSIBLE FOR ALL METHODS AND MEANS. cr, o•Q 10' 11' 12' 14' 15' 16' WIDTH TRUSS SPAN o v •a o. (SPAN) 10' 11' 12' 14' 15' 16' BAY ®.' 0 J 10' 4x6 4x6 6x6* 6x6* 6x8** 6x8* WIDTH 2.) TRUSS DESIGN AND FABRICATION SHALL CONFORM TO THE 2012 IBC (INTERNATIONAL 20' OR 30' 4x6 4x6 6x6* 6x$** 6x8** 6x8* CODE).24' 30' 36' 40 CODE . ENGINEERING DESIGN AND SHOP DRAWINGS SHALL BEAR k. 4x6 6x6* 6x6* 6x8* 6x8* 6x8* THE STAMP OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. is 22 OR 32' 4x6 6x6* 6x6* 6x8** 6x8* 6x8* 10' 2 2 2 2 3 TRUSS BRACING SHALL BE IN ACCORDANCE WITH THE TRUSS DESIGN DRAWING. m 14' 6x6* 6x6* 6x6* 6x8* 6x8* 6x8 * 6x6* * 6x8* 6x8* �,• 3 3 N 24',34' OR 36' 4x6 6x6 6x8' 2 'r, 3.) BUILDINGS SHOWN ON THESE PLANS HAVE BEEN DESIGNED FOR THE FOLLOWING NOTE: "*" DENOTES OPTIONAL GRADE/SCAB PER - LOADING: 8 ( NOTE 5. 26' OR 38' 4x6 6x6* 6x6* 6x8* 6x8* 6x8* 14' 2 3 4 ROOF SNOW LOAD: 25 psf DESIGN WIND SPEE.Q 110 MPH, EXPOSURE C. E o 6 "**" DENOTES NO. 2 GRADE * * * * * (3 sec gust g 28' OR 40' 6x6 6x6 6x6 6x8 6x8 6x8 "%" DENOTES ONE SIZE SMALLER 6x_ #2 I SEE DETAIL 1/2 OR 2/2 SOIL BEARING; 2000 psf OR 1500 psf(PER SCHEDULES) o GRADE PLUS 2x6 P.T. HF#2 SCAB SAME NOTE: "*" DENOTES OPTIONAL GRADE/SCAB PER a. c, AS FOR GRADE/SCAB OPTION PER NOTE 5. NOTE 5. SEISMIC DESIGN CATEGORY; D �, "a" DENOTES NO. 2 GRADE WITH Ss = 150%g MAX. o- POST MATERIAL: 6x_ HF# 12 ROUGH "%" DENOTES ONE SIZE SMALLER 6x_ #2 ( U J PURLIN SCHEDULE ro o EAVE HEIGHT AS FOR GRADE/SCAB OPTION PER NOTE _ GRADE PLUS 2x6 P.T. HF#2 SCAB SAME 5. 4,) METAL PANELS SHALL BE BHP NOR CLAD OR EQUAL, HAVING 80 KSI MINIMUM YIELD c" BAY STRENGTH. ROOF PANELS SHALL BE FASTENED WITH #14 x 1-1/2" SELF TAPPING ` suolslnaai WIDTH 10' 11' 12' 14' 15' 16' POST MATERIAL: 6x_ HF#2 ROUGH BAY WIDTH PURLIN/SPACING SCREWS AT 9" O.C. ALONG EACH PURLIN AND EACH RAKE BEAM AND #12 STITCH SCREWS BUILDING SAVE HEIGHT AT 24 O.C, ALONG EACH LAP, WALL PANELS SHALL BE FASTENED WITH #9 x 1-1/2" 10' - - 6x8% 6x8 6x8 6x10% WIDTH 2X6 0 24" 0,C. SELF TAPPING SCREWS AT 9" O.C. ALONG EACH GIRT. SEE SHT. 1 FOR METAL GAUGE. 0 12' - 6x8% 6x8% 6x1O% 6x1O% 6x10% (SPAN) 10' 11' 12' 14' 15' 16' 10' 5.) LUMBER SHALL CONFORM TO THE FOLLOWING U,N,O. ON THESE PLANS: 14' - 6x8% 6x8 6x10% 6x10% 6x10 20' OR 30' 6x6 6x6 6x8 % 6xB 6x8 6x10% 4 2X4 THRU 2X12: HF NO. 2 2X6 0 24" O.C. STRUCTURAL POSTS: 4x6 HF NO. 2 S4S iJ 6x6 & LARGER HF NO.1 ROUGH SAWN & AS NOTED. NOTE : ALL CORNER POSTS 4X6 - ORIENTATION 22' OR 32' 6x6 6x8 % 6x8 % 6x8 6x10% 6x10% 12' 5 POSTS NOTED WITH "*" MAY BE NO, 2 GRADE PLUS 2x6 PT HF NO. 2 w NOT CRITICAL EXCEPT IF ADJACENT TO 24',34' OR 36' 6x6 6x8 % 6x8 % 6x10% 6x10% 6x10% SCAB APPLIED ON INSIDE FACE OF POST EXTENDING FROM FIG PAD TO Cn D AN OPENING THEN LONG SIDE OF CORNER 1 3 THE EAVE HEIGHT ABOVE GRADE. NAIL SCAB WITH (4) ROWS W LU 2X6 © 16' O.C. / ROW. J (- POST IS TO BE PARALLES TO THE OPENING. 26' OR 38' 6x8 % 6x8 % 6x8 % 6x10% 6x10% 6x10 0.131" DIA x 3-1/4" GALV NAILS SPACED 6" OC EACH W. -_-I D 0 ° 2X6 DEL NO. 2 O 18" 0.C. Q 0 Z x 28' OR 40' 6x8 % 6x8 % 6x8 6x10% 6x10% 6x10 14' BLOCKING: HF STANDARD AND BETTER W w 2X6 0 48" O.C. + (2) 2x6 = 0 O 48" O.C. (ALTERNATING) 6.) EMBEDDED STRUCTURAL POSTS SHALL BE PRESERVATIVE TREATED USING TREATMENT FOR C U Z = / 0.60 pcf RETENTION IN CONFORMANCE WITH AWPA USE STANDARD UC4B, ALL OTHER fn Q • LUMBER IN CONTACT WITH SOIL OR CONCRETE, OR EXPOSED TO WEATHER SHALL BE RAKE BEAM W/ OVERHANG SCHEDULE RAKE BEAM SCHEDULE PRESERVATIVE TREATED FOR 0.40 pcf RETENTION. NAILS USED WITH PRESERVATIVE TREATED 0 Oi LUMBER OR BELOW GRADE SHALL BE HOT-DIPPED GALVANIZED. INTERIOR RAFTER SCHEDULE • 7.) BOLTS SHALL CONFORM TO ASTM A307 AND HAVE WASHERS UNDER EACH HEAD AND NUT \ 0 BAY BEAM SPAN BAYdill GRID SYSTEM U.N.O. PRE-BORE BOLT HOLES 1/16" LARGER THAN BOLT DIAMETER. WIDTH 10' 12' 14' WIDTH / 1 _ '. 8.) CONCRETE SHALL HAVE A 28 DAY MINIMUM COMPRESSIVE STRENGTH OF 3000 psi, FOR WEATHERING (2)2X10 (2)2X10BAY (2500 psi USED FOR DESIGN, SPECIAL INSPECTION IS NOT REQUIRED). (2)2X12 2X10 W/ (2) 2Xi0 W/ WIDTH C 10' 10 DGER 2X4 LEDGER 10 I 14 9.) BACKFILL FOR EMBEDDED POSTS SHALL BE CLEAN SAND. c 9 I-° 2X4 LEDGERD- (1)2X12 2X12 W/2X8 SCAB 2X12 W/2X8 SCAB . 7 2 2X10 + COMPACTION SHALL BE BY MANUALLY TAMPING WITH A 20 POUND ompp - (2)2X10 (2)2X12 2X10 W/ 2X12 (2) 2X1O W/ 10' (2)2X10 O MINIMUM STEEL TAMPING BAR IN LIFTS NOT TO EXCEED 8". C0� ¢ „ (2)2X10 i2, (2)2X8 SCABS w g m 12' 2X12 W/ - 2X4 2X6 LEDG` 2X4 LEDGER ] 12 ,,a (1)2X12 2X1O SCAB 12 (2)2X1� ` (2)2X12 + 10.) STEEL STRAP SHALL BE SIMPSON CS16 OR EQUAL. a_ m (2)2X10 (2)2X12 (2)2X12 '10 W/ 2X12 DFL#1 W/ 2X12 W/ X10 SCABS 3 14' 2X4 LEDGER 2X6 LEDGER EDGER 11.) 19/32" T1-11 OR LP SIDING MAY BE USED IN PLACE OF METAL PANELS ALONG Oo 6- 2X12 W/2X8 SCAB (2)2X10 DFL NO.2 ' © (2)2X10 + (2)2` • + ENDWALLS AND SIDEWALLS, SIDING SHALL BE NAILED WITH 6d COMMON OR I-a- E DETAIL 5A/2 DETAIL 5A/2 DETAIL �• (2)2X8 SCAB5 (2)2X10 S GALVANIZED BOX NAILS AT 4" 0.C. ALONG PANEL EDGES AND 12" O.C. IN FIELD. 1 o' ALL EDGES OF SIDING TO BE BLOCKED. FOR SHIPLAPPED EDGES BOTH PANELS SHALL RAKE BEAM NOTES (SCHEDULE F AND FF):SCAB 2ND RAKE BEAM IS TO SPAN BEAM ._ 1. QUANTITY OF RAFTERS OR RAFTERS + SCABS BE EDGE NAILED WITH 6d AT 4" O.C. IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 1) BETWEEN POSTS. SCAB OR 2ND T IS TOTAL NUMBER AT GRID w/ EQUAL NUMBER 12.) CONSTRUCTION OPTIONS WHERE SHOWN ARE AT THE BUILDER'S DISCRETION. 2) WHERE CANTILEVER OCCURS OUTER RAKE BETWEEN POST * ' EAC SIDE OF POST. BEAM TO BE CONTINUOUS AND A COLLAR TIE ►It BEAM & SCAB 2. WHERE NO CANTILEVER OCCURS 2ND RAFTER OR 13.) NAILS ARE COMMON WIRE, UNLESS NOTED OTHERWISE, NAILS INSTALLED IN rip SCABS ARE TO SPAN BETWEEN POSTS. PRESERVATIVE TREATED LUMBER TO BE HOT DIPPED GALVANIZED OR EQUIVALENT. IS REQUIRED AT CANTILEVER. SEE DETAIL 1 BELOW. II 3. WHERE CANTILEVER OCCURS 2ND RAFTER OR , i f (STAGGERED)16d 0 12" O.C. SCAB (IF SPECIFIED) IS TO BE THE LENGTH OF INTERIOR POST SCHEDULE THE RAFTER SPAN + 2' AND EXTEND 4' BEYOND SYM INTERIOR POST. SEE DETAIL 2 BELOW. 11111N. :ID SYSTEM *I . RIDGE BLOCK 4. RAFTERS AND SCABS TO BE SPIKED TOGETHER i w/16d GUN NAIL (0.131x3-1/4") AT 12"o.c. BAY EAVE HEIGHT CONTINUOUS RAKE BEAM STAGGERED (U.N.O.) WIDTH ` 2ND RAFTER l RAFTER 8` 10' 13' 14' 15' 16' OR SCAB "�1� 10' 4X6 4X6 * 4• -- •X6 * 4X6 * 6X6 \ % �_ RAKE BEAM PLUS �� RAFTER & SCAB 12' 4X6 4X6 4X6 4X• •,6 6X6 +� • SCAB OR SECOND ► U t N "1%, RAKE BEAM 1 4X6 4X6 * 4X6 * 4X6 � 6X6 6X6 • • WHERE OCCURS • I ,l �`-16d 0 12" O.C. LCOLLARTIE AND CONNECTION ,', SYM (STAGGERED) TO RAKE BEAM PER SC 4LE • I * THESE POSTS TO BE BRACED PER BELOW I �0 *I� DETAIL 17/2 OR USE 6x6 POST. ENDW'of -DST PER PLAN - = `' '+ .► EAVE GIRT TIE STRAP ,,. 4 e �."T SPACI II VhLS ' ,' .�� r I , ► 2 1 � I 60 v5 " BLDG. 11/2 OR 2 2 !' IF' ''r�,'�'AS�O G BLDG. TIE STRAP PER DETAIL / 1 COLLARTIE AND CO ,.:..A,•N SCHEDULE LE C,\\A �� LENGTH -"�� `� d I 6 ¢ QUANTITY OF NAILS 'it, +2I `�. `'OSC SQ ',/ RIDGE BLOCK WIDTH NO TIE BLDG. LENGTH DETAIL 11 2 I "i %< it BAY ENDWALL . T"SPACI k .A'T RIDGE) I / PO4 20' 27' TO 56' �� i5 • / f, '. ' WIDTH 10' 12' Y`'•, 14' ! ROWS 16d at 6" o.c r; ''a. .�‘e ig a V i0' 2x8 9) 2x8 WITH (11) • WITH (13) 1 P H ROW AT CANTILEVER 24 30' MAX. 31' TO 64' 8 15 I , ,';,,,I?�TS_ NA{ ' CH END NAILS EACH END NAIL' CH END 28' 34' MAX. 35' TO 70' 8 15 ( 4 `.IP. �' , • WITH (11) 2x10 WITH (13 2x10 ' • 15 -AFTER OR 12' C'V . .4. 'ILS EACH END NAILS EACH END NAILS EAC' JD '13 ATTACHED • POST PE" 'N 1. 2x10 WITH (13) 2x10 WITH (15) 2x12 WITH {1. WITH 16d AT 32' 37' MAX. 38' TO 76' 9 16 , #4, y7 \, " NAILS EACH END NAILS EACH END NAILS EACH END 12" O,C, STAGGEREDa �tnd' C';' 36 40' MAX. 41' TO 80' 9 16 d' ,� a AILS TO BE 16d GUN NAIL (0.131 Diax3-1/4") OR 10d COMM* POST SPACING :k. 1d pe sheet / ) SEE DETAIL 6/2 40' 44' MAX. 45' TO 86' 9 18 ,,,, A RAFTER SCAB FOR ADDITIONAL INFORMATION `'' +° "r O1 COLLARTIE DETAIL AT RAKE BEAM RIDGE QTYPICAL NOTE: NAIL QN'S SHOWN ARE EACH SIDE OF SPLICE, (COLLARTIE NOT REQUIRED WITH SINGLE RAKE) I WHERE OVERHANG OCCURS, SEE DETAIL 2/2. ' 7 3 J 3 I e 1 0 1 SIDEWALL POST FOOTING SCHEDULE WITH CLEARSPAN TRUSS O SIDEWALL POST FOOTING SCHEDULE WITH GRID (OR ENDWALL WITH CLEARSPAN OR GRID) "' H �� INTERIOR POST FOOTING SCHEDULE Lil a: a o • ALLOWABLE SOIL BEARING = 2,000 psf ALLOWABLE SOIL BEARING = 2,000 psf i GRID SYSTEM m ~ Y '-o 1 BUILDING - o c c •a BAY WIDTH EAVE HEIGHT BAY POST EAVE HEIGHT -, LLOWABLE SOIL BEARING = 2,000 p - c n' 3 In _'> o WIDTHWIDTH • SPACINGBAY111. a- (TRUSS(TRUSS SPAN 10' 11' 12' 14' 15' 16' 10' 11' 12' 14' 15' 16' POSIII WIDTH o ii _ mow% ,_ SPACIND J 10' 12' 24' OR LESS 18 dia, x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" die. x 18" dia. x 18" dia. x 18" dia, x 18" dia. x 18" dia. x 18" die, x !� 4'-0 DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-O" DEEP 10 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 10' dia. 1111r - 18" dia Nk . ��' m 10 32' OR LESS 18" dia. x 18" dia, x 18" dio. x 18" dia. x 18° dia, x 18" dia. x 10' 18" die, x 18" dia. x 18" dia. x 18" dia, x `18" dia, x 18" dia, x 12' 18 ,•ia, tttttttti=. ia, 18" dia, 18' dia. x 18' dia. x 18' dia. x 18" dia. x 18" die, x 18' dia. x 18" dio, x 18" 'dia, x 18" dia, x 18" dia. x 18" dia. x 4 " DEEP 0 4'-0 DEEP 4'-0" DEEP 4'-0" DEEP 4'-0' DEEP 4'-0" DEEP 4'-0" DEEP 12 4'-0' DEEP 4'-0" DEEP 4.-0" DEEP 4'-0' DEEP I•'-3' DEEP lir • 4-0 DEEP 4-O" DEEP 4'-O" DEEP 4'-O" DEEP 4'-0' DEEP 4'-0" DEEP 4'-Q" DEEP 4'-0" DEEP 4'-O" DEEP 4'-3" DEEP 4'-6" DEEP 14' 18" :" dia. 18" dia. N 40' OR LESS 14' 18" dia, x £o 4'-6" DEEP °1'- � ALLOWABLE SOI SEA G = 1,500 psf 18" dia. x 18" dia, x 18" dia, x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia, x 18" dia. x 18" dia. x 18' dio. x 18' dia. x o 24' OR LESS 4'-0" DEEP 4'-O" DEEP 4'-0" DEEP 4'-0" DEEP 4'-3" DEEP 4'-6" DEEP 10' 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'--0' DEEP POST , IDTH a —Th._ 12' 18" dio, x 18" dia. x 18" dio. x 18" dio. x 18" dia. x 18" dia. x 18" dia. x 18" dia, x 18" dia. x 18" dia. x 18" dia, x 18" dia. x SPACING 10' �, 14' o 32' OR LESS d m 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 42-3' DEEP 4'-6" DEEP 12' 12 4'-0' DEEP 4'-0' DEEP 4'-0' DEEP 4'-0' DEEP 4'-3' DEEP 4'-6" DEEP 14' _ _ - - 10' 18" dia. 18" dia. 18" dia. o_ 40' OR LESS 24" dia. x 24" dio, x 24" dia. x 24' dia, x 24" dia, x 24" dia, x 18' dia, x 18' dia, x 18' dia, x 18 dia. x 18' dia x 18" dia. x �, c 4'-O" DEEP 4'-0" DEEP 4'-O" DEEP 4'-O' DEEP 4'-3' DEEP 4'-6' DEEP O" DEEP 4'-0 DEEP 4 0 DEEP 4 3 BEEP 4 6 DEEP 4'-6" DEEP 18" dia. 18' dia. 4' dia. ` SUo�s1Aa.1 I • 24' OR LESS , 18" dia. x 18" dia. x 18" dia. x 18" dia, x 18" dia. x 18'' die. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x -f� 18" dia, 24" dia. Ilk•fo. y,� 0 DEEP -0" DEEP 4'-0" DEEP 4'-3" DEEP 4'-G" DEEP 4'-6" DEEP ' 10 '-0" DEEP '-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP I ALL FOOTINGS 4'-0" DEEP z ,. 24" dia. x 24" dia. x 24" die. x 24" dia. x 24" dia. x 24" dia. x 14' 18" dia. x 18" dia. x 18" dia. x 18" die, x 18" dia, x 18" dia. x §- l 3r 32' OR LESS 4'-0" DEEP 4'-0" DEEP 4'-O" DEEP 4'-3" DEEP 4'-6" DEEP 4'-6" DEEP 12' 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-O" DEEP 4'-3" DEEP 4'-6" DEEP _j (f) 0 ilv�';. 24" dia. x 24" dia. x 24" dio, x 24" dia. x 24" dia. x 24" dia. x18" dia, x 18" die. x 18" dia, x 18" dia. x O GIRT SCHEDULE W 40' OR LESS 4-0" DEEP 4'-0' DEEP 4'-0' DEEP 4'-3' DEEP 4'-6' DEEP 4'-6' DEEP 4-0' DEEP 4'-0' DEEP 14 18" dia. x 18" dio. x E Q Q' 4'-0 DEEP 4'-3' DEEP 4'-6" DEEP 4'-6" DEEP NOTE: F = FLAT GIRT T = "T" OR "L" GIRT W NOTE: DEPTHS ARE TO TOP OF CONCRETE NOTE; DEPTHS ARE TO TOP OF CONCRETE GIRT SPAN GIRT DETAIL — [/) O a- PAD OR BAGS OF MIX. PAD OR BAGS OF MIX. �� U w ALLOWABLE SOIL BEARING = 1500 psf ALLOWABLE SOIL BEARING = 1500 psf Z • BUILDING 10• 2x6 F ® 24' O.C. / 48" O,C. 12/2 Z _ CL :AY WIDTH EAVE HEIGHT -•Y POST EAVE HEIGHT W/ 2x6/2x6 T ® 72" O.C, 1- I W r SPACING �� OO (TRUSS SPAN) 10' 11' 12' 14' 1$' 16' 10 11' 12' 14' 15' 16 2x6 F ® 48" O.C. / 0 12' o W/ 2x6/2x6 T ® 46" 0.C, 12 2 18' dia. x 18" dio. x 18 dia. x 18' dia. x dia. x 18" dia. x 18" dia. x 18° dia. x 18° dia. x 18" dia. x 18" dia 18" dia. x ,- 24' ESS 4'-0" DEEP 4'-3" DEEP 4'-3" DEEP 4'-6" DE 4'-6" DEEP 4'-9" DEEP 4'-0" DEEP 4'-3" DEEP 4'-3" DEEP 4'-G" DEEP 4'-6" P 4'-9" DEEP 2x6 F © 48" O.C. 10' 32' OR LESS dia. x 18" dia. x 18" dia. x 18" a. x 18" dio. x 18" dia, x 10' 8" dia. x 18" dia. x 18" dia. x 18" dia. x dia. x 18" dio. x 14' 12/2 4-:" DEEP 4'-3" DEEP 4'-3" DEEP " DEEP 4'-6" DEEP 4'-9" DEEP 12 DEEP 4'-3" DEEP 4'-6" DEEP 4'-9" r 4'-9" DEEP 5'-0" DEEP W/ 2x6/2x6 T 48" O,C. ( 0 24" dia. 24" dia. x 24" di,' 24" dia. x 24" dia. x 24" dia. x 18" dia. 18" dia. x 18" dia. x dio. x 18" dia. x 18" dia. x ti 40' OR LESS 4'-0" DEEP • " DEEP 4'- DEEP 4'-6" DEEP 4'-6" DEEP 4'-9" DEEP 14 4'-6" DEE• '-6' DEEP 4-6" D 4-9 DEEP 5 -0 DEEP 5'-3" DEEP Q o 18" dia. x 18" di. • 8" dia. x 18" dio. x 18" dia. x 18" dia. x 18" dia, x 18" . x 1:" ilia. x 18" dio. x 18" dia. x 18" die, x Owl a Li ' 24' OR LESS 4'-3" DEEP 4'-3" 0'" -6" DEEP 4'-9" DEEP 4'-9" DEEP 5'-0" DEEP 10' 4'-0" DEEP 4'-3" D -3" DEEP 4'-6" DEEP 4'-6" DEEP 4'-9" DEEP -) < N 1 12' 24" dia. x dia. x 24' • x 24" die, x 24" dia, x 24" dia. x 18" dia. x 18" . x • •ia. x 18" dia. x 18" dia. x 18" dia. x °' W 32' OR LESS 4'-3" DE " -3" DEEP 4-6 D' 4-9" DEEP 4'-9" DEEP 5'-O" DEEP i 2 12' 4'-3" DEEP ' " DEEP 4'-6 EP 4'-9" DEEP 4'-9" DEEP 5'-0" DEEP C''- 24" .. x 24" dia. x 24" dia, x •ia. x 24" dia. x 24" dia. x18" c' x 18" dia. x 18" dia. x :" dia. x 18" dia. x 18" dia. x Oo �` 40' OR LESS 4' DEEP 4'-3" DEEP 4'-6" DEEP 4'-9 P 4'-9" DEEP 5'-O" DEEP 14' 4' DEEP 4'-6" DEEP 4'-6" DEEP 4 DEEP 5'-0" DEEP 5'-3" DEEP Ai-o" n a .1 - o 24' OR 24" dia. x 24" dia. x 24" dia, x 24" dia. x dia. x 24" dia, x18" dio, x 18" dia. x 18" dia. x 18" dia, 18" dio. x 18" dia. x . 4'-6" DEEP 4'-6" DEEP 4'-6" DEEP 4'-9" DEEP 5'-. SEEP 5'-3" DEEP 10' 4'-0" DEEP 4'-3" DEEP 4'-3" DEEP 4'-6" DEEP 6" DEEP 4'-9" DEEP ci 14' 24" dia. x 24" dia. x 24" dia, x 24" dia. x 24" dia. 4" dia. x 14' 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" • x 18" dia. x OR LESS 4'-6" DEEP 4'-6" DEEP 4'-6" DEEP 4'-9" DEEP 5'-O" DEEP DEEP 12' 4'-3" DEEP 4'-3" DEEP 4'-6" DEEP 4'-9" DEEP 4'-9" D ' '-0" DEEP 24" dia. x 24" dia. x 24" dia. x 24" dia. x 24" dia. x 24" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 11 •'a. x 1 40' OR LESS 4'-6" DEEP 4'-6" DEEP 4'-6" DEEP 4'-9" DEEP 5'-0" DEEP 5'-3" DEEP 14 4'-6" DEEP 4'-6" DEEP 4'-6" DEEP 4'-9" DEEP 5'-0" DEEP 5'-3' .EEP 1 • ,,..: ,4 '�; x BLOCK TO SAC , S , \Asti ill') M1\�I' lipST WIDTH. BLOCK V,, NAILED TO POST W/ 5-16• -; / , � AY 1(• 2-10d x 1-1/2" NAILS TRUSS 1�t WALL CLADDING i$' ��' rr� � �� SYM AT EACH GIRT : • 2X8 NAILED EAC1 ? r ;c 1. „....„ ® � `: sIDE TO BLoc. Lt� 1F t. ',. GIRTS PER I IWI D 4-10d 11 DETAIL }2/2 1, +�,r' �''14 • r ` ;�. ,3114' "9 i • ��`-1 I GIRT le � POST P t• a, f�l ' SCHEO A SECTION A-A 4 �/_ O 2xB OR 8^10d ('IYP.) FLOOR GIRDER IE ' - l• � ECOND FLOOR %\ "' S'"F,'L,Y��.�..�'� (1• .V - POST 4-1Gd A A �x. ,�,... ,t i,- 1►►' Vr '�.; _, A> ,, ',1 `� 133�A545; 2X4 •TTOM GIRT • 1 '' .k• TOENAIL 2x4 pi' I 3/8" PL ' • MAILED TO "�\ UNDERSIDE STIFFENERS t GIRT TFiRU �� AND LOOKOUT , PLYWOODi, ,g, 13 `.* .t.. �i� 2x4 STIFFENER • _ OGE 1 i0d TOTAL EL STRAP EACH WAY 0 48" O.C, TOE i TO GIRT :RACE) PER NOTE 10. B OVER POST. WIDEST DIME •N C-METAL OF POST .0. � /\/�/'�� WALL PANELS YlOALL P e1 J /\\/\\//• 2'-0" AND TRUSS • MAX CONNECTION Q1, X-BRACE STRAP POST CONNE IN IIP, DUTCH GAMBREL DETAIL DETAIL 1 2. sheet �j 1"G 1' "-0 i• N.T.S. 3a 3 Draw North Arrow in Circle Ia 16521 Highway 99,Suite C•C.Lynnwood,WA 98037-3161 ■ U U TOwri COuritry_ Everett:(425)258-4171 •Puyallup:(253)840-9552 I e s ' fl mimatimiiiimiir POST FRAME BUILDINGS Administrative Headquarters: (425)743-1555 U I IliMINI ® FAX (425)742-4378•800-824-9552 ER A BILT Contractor's Lic.#:TOWNCPF099LT ' v DIVISION of permabilt.com•facebook.com/permabilt Quality:Our Future Depends OnlIt.'"` ,-�f ac,\ `� i, IA i PLEASE CHECK S Wind MPH �, tirill%41.4,n er ;,'� ti ❑ Roll-up doors fit in Bays �, Wind Exposure / ^ �,� , , ❑ Roll-up doors will not hit Truss jam, ` f� ; �� dii2. Roof Pitch' } 4 Eave Height ; ' fif S5' Snow Load it.3` Minimum Clearance , 1 ‘.,.-4 , • Tn''' 'I'.‘ \-1, ''' DEN/A YES NO (please circle) FLOOR PLAN 'c -, 44 LN WA t _f se td iLS �"� l g4/alias( M(t - i�' I • aal p r" - 3%6 ',6 . to' at a u NT CCN`�'&neb coo p:.1,p44a '.--- i 2. X I • I th i 9 I tie )1( ...: Leh 19P , rJ i • , .2 IL. :Or I lb,/ .1 fr:?‘2 I . r L • I • BUILDING ELEVATION Customer has verified and approved the orientation of the building to the North and verifie i .. / items specified in Paragraph B of the contract are shown on this drawing and vic s Customer Name: A A1Tf C e1 �'� Lead#: ��l Customer Signature: , , •�i' I,/- 111113111111111111 White-Customer Copy Canary-Office Copy ©2012 Perma-Bilt®Industries FI / 07/12 0 8 . , I ' i • I0..... i RECEI {� DETAIL 7/2 " GENERAL I\ OTES (OR) DETAIL B/2 METAL ROOFING PER 8 { �'W W/ NO POST. NOTE #4, SHEET 3. >+ v DETAIL 6/2 (29 GAUGE) 013 1. BUILDING MAY BE CONSTRUCTED OF ANY SIDEWALL LENGTH AND SPAN MEETING THE REQUIREMENTS OF THESE BASIC PLANS WHERE RATIO OF LENGTH TO SPAN \ JUL o c c .o !S EQUAL 70OR LESS THAN 3, 1111r- 12 ccia. .45 2. SPECIFIC BUILDING DIMENSIONS, WALL OPENINGS AND ACCESSORIES ARE INDICATED ON PERMABILT BUILDING DESIGN SHEET. (ATTACHED) DETAIL 9/2 S !l� 7 (MAXIMUM) o T' o 3. BUILDING MAY BE A COMBINATION OF CLEARSPAN AND GRID SYSTEM SIMILAR TO PLAN, \--_______. ..ii�ii !!�!!� _ .o 4. CONSTRUCTION OPTIONS WHERE SHOWN ARE AT THE BUILDER'S DISCRETION. 5 /\� m OPTIONAL EAVE 1, 00 1 © OVERHANG PER a � '� � INTERIOR RAFTER PURLIN PER DETAILS N * ! DETAIL 2 2. � J ,-o 0 / 3/2 & 4/2 AND PER SCHEDULE G. 1- sr a �� Iz�l POST PER _ SCHEDULE D. a SCHEDULE A. a C' SIDEWALL POST , U I I I{ PER SCHEDULE A. GIRTS PER w o II RAKE BEAM PER DETAIL 12/2, INTERIOR POST PER - y SCHEDULE F ANDIIIIIII SCHEDULE K. c ETAi& 5/2. (SCNEOULC I d- FF AT ENDWALL w/ SDo s1A8J • POST MAY _ .,:gt- D 1 I I) I I OVERHANG) CLADD GA. METAL WALL NOT B. _ *'D AT #4, SHEET #3. DETAIL CENTER OF . , . z ti F (OPTIONAL CLADDING 13/2. Z PER NOTE11, --FLOOR I I II x II SHEET ��3.) / c� (' o ENDWALL POST - .._ (.7 U) w .� F PER SCHEDULE B. / I\ \ \ \\ \\ I' I I I I I \ Q I— ow \/ I I I I I I �INTERIOR FOOTINGS I Id N ENDWALL POST f f(n PER SCHEDULE B. \\� I I I ill I I I I I PER SCHEDULE P I I 11I % nz y- I I I IAND DETAIL 16/2, N/ Eaw a � \ I I I { 1 1 I I I I I I I • •� I I I I I '2/1_1 L1 LJ LJ LJ L1 LJ Li J_\/• w 0 a. I a /,I • ,P i,lt FOOTINGS PER SCHEDULE H (Jj C.)1�i / ',' AND DETAIL 16/2. POST SPACING POST SPACING IIIIMIIMMNIIII/ ;', .11 o 0 I r b \ l y • e sPAN y I w0 TYPICAL SECTION THRU GRID SYSTEM i - Ve/ 19969 47:.' LIJ < 0- ; ,, 44) IC) sLEJ a) BLDG. LINE -�) ', � , ! `I, 4AT ,I DETAIL 8/2 o v a �1 L POSTAC(TYP,) BAY SIZE T NIFBAY SIZE BAY SIZE o • (14' MAX.) (14' MAX.) (14' METAL ROOFING PER y MAX.)) 1 `,� NOTE #4, SHEET 12 o SIDEWALL LENGTH 3. (29 GAUGE) (FOR MAXIMUM SEE NOTE 1) T 7 (MAXIMUM) a PURLIN PER DETAILS P LAN 3/2 & 4/2 AND SCHEDULE D, 2x6 BETWEEN CAVE L'V, UJ ENDWALL EAVE GIRT POSTS w/(3) 16d OVERHANG PER �— �, 2-10d (TYR) TO 2K4 BRACE DETAIL 2/2. 16d AT 24"o.c. AND (3) 16d TOE '��TRUSS SUPPORT BLOCK TRUSS BY OTHERS PURLIN EAVE GIRT TO 2x6. ma NAIL AT POSTS. PER SCHEDULE C AND W/BRACING PER DETAIL 2-tOd TOENAIL (2)16d, SAVE ,,Ut e2M DETAIL 1/2. 1/1 AND/OR 2/1 ' EACH�SID� E 16 GIRT TO BRACE. �aingl � �I 11 SIMPSON CS16 2x4 BRACE - •---POST PER SCHEDULE A `,� BRACE STRAP BENT AT ° s�LTJ �` PURLIN . EAVE GIRT w/(5) 10d x 1 1/2 - _ (1 NAIL AT EAVE ENOWALL POST 29 GA. METAL WALL---,- > SYM @ GIRT) PER PLAN CLADDING PER NOTE #4, GIRTS PER DETAIL 12/2 L� ' �' ¢ (IF OCCURS) SHEET 3. (OPTIONAL - `.. I I BAY WIDTH ;$ CLADDING PER NOTE #11,ali PURLINT I PURLIN f SHEET 3.) ,� / _ Ne/ DETAIL 13/2 —FLOOR ; Cy ; 3-10d @ LAP - -----1, SPLICE TYP. /'' '\/>,/V I 41 / T / Y \. • I %\� G�"6CE % //%\ I I IA, 4,LOCATIONS Gr ► lQl1■I IIYp! �NOTED ON TRUSS p ram \ FOOTINGS PER SCHEDULE H I I\\\DRAWING �4 I AND DETAIL 16/2, /241�FJ2 COJ7NUOUS 6 ( LBRACE APPLIED AT . • I 45,0' DB TRUSS (OR SINGLE,! LOCATIONS NOTED ON I�I� L TRUSS AT END BAYS IF f OCCURS PER TRUSS TRUSS DRAWING. 7 2-tOd TOE NAIL MANUFACTURER ATTACH TO TRUSS �" SPAN EA. SIDE BOTTOM CHORD 0/ 2-10d TOE-NAIL AT EACH CHORD. illTYP. TRUSS BRACING @ BOT. CHORD w/ ONE TRUSSED BAY. TYP. TRUSS BRACING @ BOTTOM CHORD w/ MULTIPLE TRUSSED BAYS. 0 TYPICAL SECTION THRU CLEARSPAN sheet 3 . J 1 t i • g M 1 aSIDEWALL POST SCHEDULE ENDWALL POST SCHEDULE w/ BRACE PER DETAIL 20/2 A ALL BUILDING WIDTHS TO 40' O ""w C- ALL BUILDING WIDTHS TO 40' NOTES: Min J -' j POST MATERIAL: SEE NOTE #50 TRUSS BLOCK BOLT SCHEDULE U m �/ POST MATERIAL: SEE NOTE #5 3/4" 0 MACHINE BOLTS W/ WASHERS a a BAY Y • EAVE HEIGHT 1.) ALL WORK AND MATERIALS SHALL CONFORM TO THE 2012 IBC (INTERNATIONAL BUILDING CODE). o c c -0 u, • WIDTH BUILDING EAVE HEIGHT CONTRACTOR IS RESPONSIBLE FOR ALL METHODS AND MEANS. c •"' 3 > o 10' 11' 12' 15' 16' WIDTH s, a .0 m 'Q-o (SPAN) 10' 11' 12' 15' 16' rBAY TRUSS SPAN o o 10' 4x6 4x6 6x6* 6x6* 6x8** 6x'8* WIDTH 2.) TRUSS DESIGN AND FABRICATION SHALL CONFORM TO THE 2012 IBC (INTERNATIONAL 20' OR 30' 4x6 4x6 6x6* 6x8** 6x8** 6x8* 20' 30 36' 40 BUILDING CODE). ENGINEERING DESIGN AND SHOP DRAWINGS SHALL BEAR 12' 4x6 • 6x6* 6x6* 6x8* 6x8* '6x8* METHE STAMP OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF' WASHINGTON. el22' OR 32' 4x6 6x6* 6x6* 6x8** 6x8* 6x8* 10' WIEM-2 TRUSS BRACING SHALL BE IN ACCORDANCE WITH THE TRUSS DESIGN DRAWING. oWall 6x6* 6x6* 6x6* 6x8NOTE: "*" (24',34' OR 36 4x6 6x6* 6x6* 6x8* 6x8* 6x8* 12' NMI 3 3.) BUILDINGS SHOWN ON THESE PLANS HAVE BEEN DESIGNED FOR THE FOLLOWING N DENOTES OPTIONAL GRADE/SCAB PER B NOTE 5. 26' OR 38' 4x6 6x6* 6x6* 6x8* 6x8* 6x8* iMIIM 3 3 R OLOADIN SNOW LOAD; 25 psf DESIGN WIND SPEED; 110 MPH, EXPOSURE C. !=o 1S n**n DENOTES NO. 2 GRADE 28' OR 40' 6x6* 6x6* 6x6* 6x8* 6x8* 6x8 (3 sec gust) "%" DENOTES ONE SIZE SMALLER 6x_ #2 ! SEE DETAIL 1/2 OR 2/2 SOIL BEARING: 2000 psf OR 1500 psf GRADE PLUS 2x6 P.T. HF12 SCAB SAME NOTE: "*" DENOTES OPTIONAL GRADE/SCAB PER 13 (PER SCHEDULES) o a AS FOR GRADE/SCAB OPTION PER NOTE 5. NOTE 5. "a" DENOTES NO. 2 GRADE • SEISMIC DESIGN CATEGORY: D P1 WITH Sc = 150%g MAX. -, POST MATERIAL: 6x_ HF#2 ROUGH "%" DENOTES ONE SIZE SMALLER 6x_ #2 0 PURLIN SCHEDULE °o o GRADE PLUS 2x6 P.T. HF#2 SCAB SAME BAY EAVE HEIGHT AS FOR GRADE/SCAB OPTION PER NOTE 5. 4.) METAL PANELS SHALL BE BHP NOR CLAD, OR EQUAL, HAVING 80 I<SI MINIMUM YIELD cc' WIDTH STRENGTH. ROOF PANELS SHALL BE FASTENED WITH #14 x 1-1/2" SELF TAPPING suaslAaa 10' 11' 12' 14' 15' 16' POST MATERIAL: 6x_ HF#2 ROUGH BAY WIDTH PURLIN/SPACING SCREWS AT 9" O.C. ALONG EACH PURLIN AND EACH RAI<E BEAM AND 12 STITCH SCREWS - BUILDING EAVE HEIGHT AT 24" O.C. ALONG EACH LAP. WALL PANELS SHALL BE FASTENED WITH #9 x 1-1/2" 10' - - 6x8% 6x8 6x8 6x10% WIDTH 2X6 0 24" 0.C. SELF TAPPING SCREWS AT 9" 0.C. ALONG EACH GIRT. SEE SHT. 1 FOR METAL GAUGE. 0 1 12' - 6x8% 6x8% 6x10% 6x10% 6x10% (SPAN) 10' 11' 12' 14' 15' 16' 10' 5.) LUMBER SHALL CONFORM TO THE FOLLOWING U.N.O. ON THESE PLANS: Z 14' - 6x8% 6x8 6x10% 6x10% 6x10 20' OR 30' 6x6 6x6 6x8 % 6x8 6x8 6x10% 2X4 THRU 2X12: HF NO. 2 22' OR 32' 6x6 6x8 % 2X6 CO 24" O.C. STRUCTURAL POSTS: 4x6 HF N0. 2 S4S U 6x8 % 6x8 6x10% 6x10% 6x6 & LARGER HF NO.1 ROUGH SAWN & AS NOTED. NOTE : ALL CORNER POSTS 4X6 - ORIENTATION 12' POSTS NOTED WITH "*" MAY BE NO. 2 GRADE PLUS 2x6 PT HF NO. 2 LU NOT CRITICAL EXCEPT IF ADJACENT TO 24',34' OR 36' 6x6 6x8 % 6x8 % 6x10% 6x10% 6x10% --- - SCAB APPLIED ON INSIDE FACE OF POST EXTENDING FROM FTG PAD TO (n V) rY AN OPENING THEN LONG SIDE OF CORNER - 2X6 0 16" O.C. 1/3 THE EAVE HEIGHT ABOVE GRADE. NAIL SCAB WITH (4) ROWS o (./) J W POST IS TO BE PARALLES TO THE OPENING. 26' OR 38' 6x8 % 6x8 % 6x8 % 6x10% 6x10% 6x10 - - 0.131" DIA x 3-1/4" GALV NAILS SPACED 6" OC EACH ROW. _1 D 0 O 2X6 DFL NO. 2 ® 18" O.C. Q 0 z a 28' OR 40' 6x8 % 6x8 % I 6x8 6x10% 6x10% 6x10 14' BLOCKING: HF STANDARD AND BETTER }}-- 2X6 0 48" O.C. + (2) 2x6 W W 48" O.C. (ALTERNATING) 6.) EMBEDDED STRUCTURAL POSTS SHALL BE PRESERVATIVE TREATED USING TREATMENT FOR 0 0 Z 2 r 0.60 pcf RETENTION IN CONFORMANCE WITH AWPA USE STANDARD UC4B, ALL OTHER (f) < d O LUMBER IN CONTACT WITH SOIL OR CONCRETE, OR EXPOSED TO WEATHER SHALL BE rF RAKE BEAM W/ OVERHANG SCHEDULE iffikRAKE BEAM SCHEDULE PRESERVATIVE TREATED FOR 0.40 pcf RETENTION. NAILS USED WITH PRESERVATIVE TREATED O LUMBER OR BELOW GRADE SHALL BE HOT-DIPPED GALVANIZED. r INTERIOR RAFTER SCHEDULE BAY BEAM SPAN BAY BEAM SPAN 7.) BOLTS SHALL CONFORM TO ASTM A307 AND HAVE WASHERS UNDER EACH HEAD AND NUT 14. J 111110- GRID SYSTEM U.N.O. PRE-BORE BOLT HOLES 1/16" LARGER THAN BOLT DIAMETER. WIDTH 10' 1 i 12' 14' WIDTH 1• 12' 14' / RAFTER SPAN 8.) CONCRETE SHALL HAVE A 28 DAY MINIMUM COMPRESSIVE STRENGTH OF 3000 psi. FOR WEATHERING. ® :.; ,(2)2X10 (2)2X10 (2)2X12 2X10 W/ 2 (2) 2X10 W/ yyAY (2500 psi USED FOR DESIGN, SPECIAL INSPECTION IS NOT REQUIRED). z10' q 2X12 10 2X4 LEDGER 2 .; �GER 2X4 LEDGER 10' ` ' 14 oc O 2X12 W/2X8 SCAB 2X12 W/2X8 SCAB 9.) BACi<FCT FOR EMBEDDED POSTS SHALL BE CLEAN SAND. I - (2)2X10 (2)2X10 2X10 W/ 2X12 W/ (2) 2X10 W/ 10' (2)2X10 �T O COMPACTION SHALL BE BY MANUALLY TAMPING WITH A 20 POUND 0R J N (2)2X12 ) 2 2X10 + MINIMUM STEEL TAMPING BAR IN LIFTS NOT TO EXCEED 8". 0 00 m c 12' 2X12 W/ 12 2X4 '.. R 2X6 LEDGER 2X4 LEDGER (2)2X8 SCABS m < m (1)2X12 9x1O SCAR (2)2X1010 W/ 2X12 DFL#1 W/ 12' � (2)2X12 2X12 + 10.) STEEL STRAP SHALL BE SIMPSON CS16 OR EQUAL. �� wm 14' (2)2X12 (2)2X12 # (2) - W/ (2) • SCABS L,...EL 7 14' 2X4 LEDGER 2X6 LEDGER 2X6 L b ' 11.) 19/32" T1-11 OR LP SIDING MAY BE USED IN PLACE OF METAL PANELS ALONG in ' +X12 W/2X8 SCAB (2)2X10 DFL NO.2 WM= (2)2X10 + (2)2X12 • ENDWALLS AND SIDEWALLS. SIDING SHALL BE NAILED WITH 6d COMMON OR 1--0- e L DETAIL 5A/2 DETAIL 5A/2 DETAIL 5B/2 (2)2X8 SCABS (2)2X10 SCABS GALVANIZED BOX NAILS AT 4" O.C. ALONG PANEL EDGES AND 12" 0.C. IN FIELD. 1(3 RAKE BEAM NOTES (SCHEDULE F AND FF): ALL EDGES OF SIDING TO BE BLOCKED. FOR SHIPLAPPED EDGES BOTH PANELS SHALL 1) SCAB OR 2ND RAKE BEAM IS TO SPANBE EDGE NAILED WITH 6d AT 4" O.C, IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. BEAM NOTES 1. QUANTITY OF' RAFTERS OR RAFTERS + SCABS 'o BETWEEN POSTS. SCAB OR 2ND II IS TOTAL NUMBER AT GRID w/ EQUAL NUMBER a RAKE BEAM 1{ EACH SIDE OF POST. 12.) CONSTRUCTION OPTIONS WHERE SHOWN ARE AT THE• BUILDER'S DISCRETION. 2) WHERE CANTILEVER OCCURS OUTER RAKE BETWEEN POST it c. BEAM & SCAB 2. WHERE NO CANTILEVER OCCURS 2ND RAFTER OR 13.) NAILS ARE COMMON WIRE, UNLESS NOTED OTHERWISE. NAILS INSTALLED IN 11 BEAM TO BE CONTINUOUS AND A COLLAR TIE �j1�11J SCABS ARE TO SPAN BETWEEN POSTS. PRESERVATIVE TREATED LUMBER TO BE HOT DIPPED GALVANIZED OR EQUIVALENT. IS REQUIRED AT CANTILEVER. SEE DETAIL 1 BELOW. . i / ' j16d 12" O.C. 3. WHERE CANTILEVER OCCURS 2ND RAFTER OR SCAB (IF SPECIFIED) IS TO BE THE LENGTH OF (STAGGERED) THE RAFTER SPAN + 2' AND EXTEND 4' BEYOND INTERIOR POST SCHEDULE SYM • INTERIOR POST. SEE DETAIL 2 BELOW. % : D SYSTEM l 1 4. RAFTERS AND SCABS TO BE SPIKED TOGETHER - RIDGE BLOCK w/16d GUN NAIL (0.131x3-1/4") AT 12"o.c. BAY EAVE HEIGHT CONTINUOUS RAKE BEAM STAGGERED (U.N.O.) j WIDTH 8' 10' 13' 15' 16' M )'• 2ND RAFTER ' RAFTER (� / OR SCAB ,� 10' 4X6 4X6 - •X6 4X6 * 6X6 RAKE BEAM PLUS 1��1{l RAFTER & SCABQ SCAB OR SECOND �j>Irl` 12' 4X8 4X6 * 4X6 * 4X6 - • 6X6• '� �C LCOLLARTIE / ` SRAKECABWHE ORO SECS16d © 12" O.C. 14' '6 4X6 * 4X6 * 4X6 * 6X6 6X6 AND CONNECT ' SYM (STAGGERED) TO RAI<E BEAM PER S DULE * THESE POSTS TO BE BRACED PER c " a+J BELOW q:--0 01 . DETAIL 17/2 OR USE 6x6 POST. ,' P� i .; , 41:-..., 4. ENDWALL P• PER PLAN f 0m•,,.,, it p) • EAVE GIRT TIE STRAP 4 �, NA y��/' r Pr SPACI �L5 , M �•� .�,, , \l 4' Eon 5 2 / O +�� I +� ENG� G Qw � BLDG. BLDG. TIE STRAP PER DETAIL 11/2 OR 2/2 :)11911S' /COLLARTIE AND CONY ON SCHEDULE L �'• PIpHc`N WIDTH LENGTH oUAN TY of WAILS , ,r v f b RIDGE BLOCK NO TIE BLDG. LENGTH oeraiL 11/2 DETAIL 2/2 (iitlrBAY ENDWALL P• SPAt' ;(AT RIDGE) Q05 4, I •h �• �� WIDTH 10' 12' 14' 2 ROWS 16d at 6" o.c • • 20' 26' MAX. 27' TO 56' 8 15 ^ ow, II' ,�1 ;ttl1' '� 10 4,. .N'••:-...) 2x8 WITH. •• 2x8 WITH (1 2x1O WITH (13) • . EACH ROW AT CANTILEVER 24' �� 31' TO 64' - 15 'A�' '1' ) �c 969 ii NAILS E•' ' END NAILS EACH E p AILS EACH END t 28' 34' MAX. 35' TO 70' 8 15 �y` '� `�;'��f,. 9 r f 2x8 ' (11) 2x10 WITH (13) 10 WITH (15) j -2ND RAFTER OR , sTi 9,7,., 12 NAIL AC END NAILS EACH END EACH END I SCAB ATTACHED POST PER PLAN g WITH 16d AT • 32' 37' MAX. 38' TO 76' 9 16 _1�<;�t"r };ti'�m i,s 1 ;„ ' 14' 2 • WITH (13) 2x1O WITH (15) 2x1 - ITH (18) i 12" O.C. STAGGEREDi'' •ILS EACH END NAILS EACH END' NAILS .CH END - 36' 40' MAX. 41' TO 80' 9 16 Ii ��" ' ' NAILS • BE 16d GUN NAIL (0.131 Diax3-1/4") 0" •Od COMMON ' POST SPACING 'f 40' 44' MAX. 45' TO 86' 9 18 i I sheet r SEE DETAIL 6/2 1I 1 ► . LARTIE DETAIL AT RAKE BEAM RIDGE COTYPICAL RAFTER SCAB FOR ADDITIONAL INFORMATION 3 NOTE: NAIL QTY'S SHOWN ARE EACH SIDE OF SPLICE. a cni I ART1r kirIT acne uRcn WITu cimni c onec-1 _ _ r 1 4 1 I 0 SIDEWALL POST FOOTING SCHEDULE WITH CLEARSPAN TRUSS a SIDEWALL POST FOOTING SCHEDULE WITH GRID (OR ENDWALL WITH CLEARSPAN OR GRID) H H INTERIOR POST FOOTING SCHEDULE i g La Y Maw- ALLOWABLE SOIL BEARING = 2,000 psf y ALLOWABLE SOIL BEARING = 2,000 psf \ GRID SYSTEM o o c r_ v Aver we BUILDING EAVE HEIGHT BAY POST EAVE HEIGHT ALLOWABLE SOIL BEARING = 2,000 psf c ,2 30:> o WIDTH o 0 WIDTH (TRUSS SPAN) 10' 11' 12' MEM 15' 16' WIDTH SPACING 10' 11' 12' 14' 15' 16' POS BAY WIDTH o a 0 SPACIN 1 12' 14 11 18" dia, x 18" dia, x 18" dia, x 18" dia, x 18" dia, x 18' dia. x 18 dia. x 18" dia. x 18" dia, x 18" dia. x 18" dia• x 18" dia. x 0 24' OR LESS 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP i0 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 410, dia. 18" dia. 18" dia. o 10' 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 10' 18" dia. x 18" dia. x 18" dia. x 18" dia, x 18" dia. x 18" dia. x 12' 18'''�:o. 18" •`•. 18" dia. N 32' OR LESS 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-D" DEEP 4'--0" DEEP 4'-0" DEEP i2 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-3" DEEP 4'-6" DEEP 14' 18" di., 1: dia. 18" dia. c8 40' OR LESS 18" dia, x 18" dia. x 18" dia. x 18" dia. x 18" dio. x 18" dia. x 18" dia. x 18" dia. x 18" dio, x 18" dia. x 18" dia. x 18" dia. x - E o 4'-0 DEEP 4'-0" DEEP 4'—O" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 14 4'-0" DEEP 4'-0" DEEP 4'-O" DEEP 4'-3" DEEP 4'-6' DEEP 4'-6" DEEP �°-� 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dla. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x ALLOWABLE SOILR = 1,500 psf o Bs 24' OR LESS 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-3" DEEP 4'-6" DEEP 10 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP POST BAY PTH SPACING s� m. ' 32' OR LESS 12 12' 18" dia, x 18" dia. x 18" dia. x 18" dio. x 18" dia. x 18" dio, x 18" dia, x 18" dia. x 18" dia, x 18" dia, x 18" dia. x 18" dia, x — a' 12 \ 14 o a 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-3" DEEP 4'-6" DEEP 12. 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-O" DEEP 4'-3" DEEP 4'-6" DEEP -to -- 10' '18" dla. 18" dia. 18" dia. o_ 24" dio• x 24" dia. x 24" dia. x 24" dia. x 24" dio. x 24" dia, x 18" dia, x 18" dia. x 18" dia. x 18" dia• x 18" dia. x 18" dia, x c 40' OR LESS 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-3" DEEP 4'-6" DEEP 14' 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-3" DEEP 4'-6" DEEP 4'-6" DEEP 12 18" dia. 18" dia. ' dia, ` SuolslRa.1.00, 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia, x 18" dia. x1 18" dia, 24" dia. 24" 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18' dia. x �' � f i' 24' OR LESS I•'-0" DEEP 4'-0" DEEP 4'-O" DEEI 4'-3" DEEP ''-6" DEEP 4'-6" DEEP 10' 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP 4'-0" DEEP ALL FOOTINGS 4'-0" DEEP a {X 24" dia. x 24" dia. x 24" dia, x 24" dia. x 24" dia, x 24" dia, x 14' 18" dia, x 18" dla, x 18" dia, x 18" dia. x 18" dia x 18" dia. x 32' OR LESS 4'-0 DEEP 4'-O" DEEP 4'-0" DEEP 4'-3" DEEP 4'-6" DEEP 4'-6" DEEP 12' 4'-0" DEEP 4'-0" DEEP 4'-0" DEE 4'-0" DEEP '-3" DEEP 4'-6" DEEP LEI co 0 24" dia. xa GIRT SCHEDULE a J W 40' OR LESS 24" dia. x 24" dia, x 2#" dia. x 24" dia. x 24" dia. x 18" dia, x 18" dla. x 18" dia. x 18" dia. x 18" dia. x 18" dia. x a •� IY 4-0" DEEP 4'-0" DEEP 4'-O" DEEP 4'-3" DEEP 4'-6" DEEP 4'-6" DEEP 14' 4'-0" DEEP 4'-O" DEEP 4'-0" DEEP 4'-3" DEEP 4'-6" DEEP 4'-6" DEEP E NOTE: F = FLAT GIRT T = "T" OR "L" GIRT LI tj D v o a NOTE: DEPTHS ARE TO TOP OF CONCRETE NOTE DEPTHS ARE TO TOP OF CONCRETE GIRT SPAN GIRT DETAIL (f) CI- PAD OR BAGS OF MIX. PAD OR BAGS OF MIX, 0 W - . L9 ((I)ALLOWABLE SOIL BEARING = 1500 .sf ALLOWABLE SOIL BEARING = 1500 psf I 2x6 F @ 24" O,C, / 48" O.C. Z ' BUILDING EAVE HEIGHT EAVE HEIGHT 10 W/ 2x6/2x6 T @ 72" O.C. 1 x/2 1— 1 WID WIDTH WID SPACING 0 0 TRUSS SPAN) 10' 11' 12' 14' 15' , 10' 11' 12' 14' 15' 16' 2x6 F @ 48" O.C. LE F 12' ca 18" dia. x 18" dia. x 18" dia, x 18" dio. x 18" dia. r W/ 2x6/2x6 T @ 48" O.C. 12/2 .� ` 8" dia. x ,, 18" dia. x 18" dia. x 18" dia. x 18" dia. x 18" dia, x 18" 'o, x - .- 24 4'-0" DEEP 4'-3" DEEP 4'-3" DEEP 4'-6" DEEP 4'-6' " % ' 4'-9" DEEP 4'-0" DEEP 4'-3" DEEP 4'-3" DEEP 4'-6" DEEP 4'-6" DEEP ' DEEP 2x6 F @ 48" O.C. 10' 8" dia, x 18" dia. x 18" dia. x 18" dia x :' dia. x 18" dia. x 10' 18" dia. x 18" dia. x 18" dia, x 18" dia. x 18"- x 18" dia. x 14' 2x6/2x6 T @ 48" O.C. 12/2 32' OR LESS " DEEP 4'-3" DEEP 4'-3" DEEP 4'--6" P- . 4'-6" DEEP 4'-9" DEEP 12 " DEEP 4'-3" DEEP 4'-6" DEEP 4'-9" DEEP- • DEEP 5'-0" DEEP W/ 24" •i. . 24" dia. x 24" dia. x , dla, x 24" dia. x 24" dia. x 18" • x 18" dia. x 18" dia, x 18" , x 18" dia, x 18" dio. x s z - 40' OR LESS „ ,'-3" DEEP 4'-3" D :;• -6" DEEP 4'-6" DEEP 4'--9" DEEP • 14' 4'-6" D 4'-6" DEEP 4'-6" DEEP,,,- • DEEP 5'-0" DEEP 5'-3" DEEP +' I-o 4-0 DE 18" dia. x 1; "'a. x 1 'et. a. x 18" dia, x 18" dia. x 18" dio. x 18" dio, x 1. .ia. x 18" x 18" dia. x 18" dia, x 18" dia. x p D 1 c 24' OR LESS 4'-3" DEEP 4'-3" P . 6" DEEP 4'--9" DEEP 4•'-9" DEEP 5'-0" DEEP 10 4'-0" DEEP 4'-3 . P • DEEP 4'-6" DEEP 4'-6" DEEP 4'--9" DEEP E.)Ei ' a 24" dia. x 24' x . " dia. x 24" dia, x 24" dia. x 24" dia, x18" dia, x 18', - dia. x 18" dia. x 18" dia. x 18" dia. x a 12' 32' OR LESS 4'-3" DEEP 4' ,- DEEP 4'-• PEEP 4'-9" DEEP 4'-9" DEEP 5'-0" DEEP 12' 12' 4'-3" DEEP 4 DEEP 4 DEEP 4'-9" DEEP 4'-9" DEEP 5'-0" DEEP 4` 4 24" di.- ` 24" dia. x 24" dia. . 4" dia. x 24" dia. x 24" dia. x 18" 18" dia. x 18" dia. , 18" dia, x 18" dia. x 18" dia. x Ina c 40' OR LESS 4'- "- 4 ' 4'-3" DEEP 4'-6" DEEP •" DEEP 4'-9" DEEP 5'-0" DEEP i4 4' ' PEEP 4'-6" DEEP 4'-6" DEEP 9" DEEP 5'-0" DEEP 5'-3" DEEP 18 24' OR L ' ,4 dits. x 24" dia. x 24" dia, x 24" .i 24" dia. x 24" dia. x18" dia. x 18" dio. x 18" dia. x 18" x 18" dia. x 18" dia. x v : ' 4-6" DEEP 4'-6" DEEP 4'-6" DEEP 4'--9" DE -0" DEEP 5'-3" DEEP 11' 4'-0" DEEP 4'-3" DEEP 4'-3" DEEP 4'-6" D 4'-6" DEEP 4'-9" DEEP g _ a 14' 24" dia. x 24" dia. x 24" dia. x 24" dia. x 24 x 24" dia, x 14' •• 18" dia. x 18" dia, x 18" dia. x 18" dia. x 1.' •ia, x 18" dia. x ,I i, 1 ,i OR LESS 4'-6" DEEP 4'-6" DEEP 4'--6" DEEP 4'-9" DEEP 5'-0" b. ` 5'-3" DEEP 12 4'-3" DEEP 4'-3" DEEP 4'-6" DEEP 4'-9" DEEP 4'-9 P 5'-0" DEEP 24" dia. x 24° dia, x 24" dia x 24" dia. x 24" did x dia. x , 18" dia, x 18" dia. x 18" dia. x 18" dia, x 18" dia, x dia. x ' 40' OR LESS „ 14 „ „ „ 9 ip o ' 'OAS , t •c. - ' 4'-6" DEEP 4-6 DEEP 4.-6" DEEP 4'-9" DEEP 5'-0" DEEP 5'-3 DEEP 4'-6 DEEP 4 6" DEEP 1 6" DEEP 4.-9" DEEP 5 0 DEEP 5 DEEP t I� ,� it i 4a ' ' +, M V 1 ' ( 1" Me1 �i ill l �'. ;1;t,1�� . , ,, ' ;e, its ' 1 ' ... � 2 x BLOCK TO MATCH J'1,11(}{,y�' ,-r ;y'�"}s, C , �Mi1 PN/ILED DO POSTO Y/ 5- v; Ti 2-10d x 1-1/2"NAILS TRUSS i--IVALL CLADDING S AT EACH GIRT Sit SYM 21 NAILED «+ SID BL <$`� ® � GIRTS PER L W,Jr '4- 0• '�� ::: 12/27 v GIRT POST r f SEC71oN A la liol.‘ sal , E A +�„ t 2xB OR Q 441 (TYP.} 1I\ s! fLODR GIRDER 1F \. SECOND FLOOR POST 4-16d A N. ®r A MIEN GIRT TOENAIL 2x4 r -� W' ..LYW00D NAILED TO � STIFFENER TO / UNND DE OF STIFFENERS .. GIRT THRU +1�� AND L. OUTS PLYWOOD 12-lOd TOTAL 4 STEEL STRAP EACH WAY �� 2x4 STI R ON EDGE ,y (x-BRACE) PER NOTE N10. ® 48" O. ._ TOENAIL TO GIRT C� $F34D 0rR POST. WIDEST DIM .ON C-METAL kli. Gv POST ;S.O. 4 �`��\��\/s 2' 0' WALL PANELS •AN E PUS%POST \" "�" MAX 014 • TION PER • DETAIL 2. /77:77frit X--BRACE STRAP POST CO CTION ,Q�'.' DUTCH GAMBREL DETAIL DETAIL 2. sheet 1"et'-O' , N.T.S.