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.F <br /> COMPANY PROJECT <br /> Design Build Services,Inc. Stephen Graham Wall Calc <br /> ' ' ��\V\,(J/� / � �Q <br /> 28119 120th St 312 Crown Ave <br /> Monroe,WA 98277 2 Everett <br /> (360)793-9659 wl.wwc <br /> SOFTWARE FOR WOOD DESIGN' Nov.30,2016 13:51 <br /> Design Check Calculation Sheet <br /> WoodWorks Sizer 10.2 <br /> Loads: <br /> Load Type Distribution Pat- Location [ft] Magnitude Unit <br /> tern Start End Start End <br /> Loadl Dead Axial UDL (Ecc. = 0.00") 198 plf <br /> Load2 Snow Axial UDL (Ecc. = 0.00") 263 plf <br /> Load3 Wind Full Area 10.00 (16.0)* psf <br /> Self-weight Dead Axial UDL 22 plf <br /> *Tributary Width (in) <br /> Lateral Reactions(lbs): <br /> 16-10.5" <br /> 16-10.5" <br /> Unfactored: <br /> Dead <br /> Snow <br /> Wind 113 113 <br /> Factored: <br /> L->R 68 <br /> 68 <br /> w1 <br /> Lumber Stud,Hem-Fir,No.2,2x6(1-1/2"x5-1/2") <br /> Support:Lumber Stud Bottom plate,Hem-Fir No.2;Bearing length=stud thickness <br /> Spaced at 16.0"c/c;Total length;16-10.5 <br /> Pinned base;Load face=width(b);Ke x Lb:1.0 x 0.0=0.0[ft];Ke x Ld:1.0 x 16.88=16.88[ft];Lateral support:top=Lb,bottom=Lb;Repetitive factor:applied where permitted(refer to online <br /> help); <br /> Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2012: <br /> Criterion Analysis Value Design Value Analysis/Design <br /> Shear fv = 12 Fv' = 240 fv/Fv' = 0.05 <br /> Bending(+) fb = 452 Fb' = 2033 fb/Fb' = 0.22 <br /> Axial fc = 78 Fc' = 274 fc/Fc' = 0.28 <br /> Axial Bearing fc = 78 Fc* = 1644 fc/Fc* = 0.05 <br /> Support Bearing fcp = 78 Fcp = 506 fcp/Fcp = 0.15 <br /> Combined (axis_ compression + s_de load bending) Eq.3.9-3 = 0.28 <br /> Dead Defl'n negligible <br /> Live Defl'n 0.54 = L/375 1.69 = L/120 0.32 <br /> Total Defl'n 0.54 = L/375 1.69 = L/120 0.32 <br /> Additional Data: <br /> FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# <br /> Fv' 150 1.60 1.00 1.00 - - - - 1.00 1.00 4 <br /> Fb'+ 850 1.60 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 4 <br /> Fc' 1300 1.15 1.00 1.00 0.167 1.100 - - 1.00 1.00 2 <br /> Fc'comb 1300 1.60 - - 0.121 - - - - - 3 <br /> E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 4 <br /> Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 9 <br /> Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 <br /> Fcp sup 905 - 1.00 1.00 - - - - 1.00 1.00 2 <br /> CRITICAL LOAD COMBINATIONS: <br /> Shear : LC #4 = .6D+.6W, V= 68, V design = 68 lbs <br /> Bending(+): LC #9 = .6D+.6W, M = 285 lbs-ft <br /> Deflection: LC #9 = .6D+.6W (live) <br /> LC #9 = .6D+.6W (total) <br /> Axial : LC #2 = D+S, P = 643 lbs <br /> Combined : LC #3 = D+.75(S+.6W); (1 - fc/FcE) = 0.76 <br /> Support : LC #2 = D+S; R = 643 lbs, Cap = 9176, Lb = 1.50", Cb = 1.25 <br /> D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake <br /> All LC's are listed in the Analysis output <br /> Load combinations: ASCE 7-10 / IBC 2012 <br /> CALCULATIONS: <br /> Deflection: EI = 27e06 lb-int <br /> "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) <br /> Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. <br /> Design Notes: <br /> 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement. <br /> 2.Please verify that the default deflection limits are appropriate for your application. <br />