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• <br /> COMPANY PROJECT <br /> OOdWO rkS O Sep.19,2018 11:07 drag shot <br /> SOP!W AREFOR WOOD DESIGN <br /> Design Check Calculation Sheet <br /> Wood Works SIzer 11.1 <br /> Loads: <br /> Load Type Distribution Pat- Location (ft] Ifagnitudo Unit <br /> tern Start End Start End <br /> d Dead Full Area 2.80(2.00') psf <br /> s Snow Full Area 25.00(2.00') psf <br /> Self-weight Dead Full UDL 18.1 pl£ <br /> Maximum Reactions(ibs),Bearing Capacities(Ibs)and Bearing Lengths(In): <br /> 31.542' { <br /> 0' <br /> 31.5' <br /> Unfactored: <br /> Dead 374 374 <br /> Snow 789 - 789 <br /> Factored: <br /> Total 1162 1162 <br /> Bearing: <br /> Capacity <br /> Beam 2844 2844 <br /> Support 2734 2734 <br /> Des ratio <br /> Beam 0.41 0.41 <br /> Support 0.43 0.43 <br /> Load comb 92 02 <br /> Length 0.50+ 0.50. <br /> Flin req'd 0.50+ 0.50+ <br /> Cb 1.00 1.00 <br /> Cb min 1.00 1.00 <br /> Cb support 1.00 1.00 <br /> Fop sup 625 - 625 <br /> 'Minimum bearing length setting used:1/2'for end supports <br /> drag strut <br /> Glulam.Unbal.,West Species,24F-V4 DF,8-3/4"x9" <br /> 6 laminations,8.3/4'maximum width, <br /> Supports:All-Timber-soft Beam,D.Fir--L No.2 <br /> Total length:31.54';Clear span:31.458';volume=17.2 co.➢. <br /> Lateral support:lop=al supports,bottom=al supports; <br /> Analysis vs.Allowable Stress and Deflection using NDS 2015: <br /> Criterion Analysis Value Design Value Unit Analysis/Design <br /> Shear fv= 21 Fv' = 305 psi fv/Fv' = 0.07 <br /> Bending(+) fb= 929 Fb' =2586 psi fb/Fb' = 0.36 <br /> Live Defl'n 1.16= L/326 1.58 L/240 in 0.74 <br /> Total Defl'n 1.98= L/190 2.10= L/180 in 0.94 <br /> Additional Data: <br /> FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt!Totes Cn•Cvr LCII <br /> Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 <br /> Fb'+ 2400 1.15 1.00 1.00 0.986 0.937 1.00 1.00 1.00 1.00 - 2 <br /> Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - <br /> E' 1.0 million 1.00 1.00 - <br /> Brainy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 <br /> only the lesser of CL and CV is applied, as per)IDS 5.3.6 <br /> CRITICAL LOAD COMBINATIONS: <br /> shear r Lc 92 -D+S, V roes= 1161, V design= 1104 lbs <br /> Bending If)r LC 112 =D+S, t4= 9145 lbs-ft <br /> Deflection: LC 62 =D+S (live) <br /> LC 02 =D+S (total) <br /> D=dead L=live S=snew 11=wind I=impact Lr=roof live Lc=concentrated E=earthquake <br /> A11 LC's are listed in the Analysis output <br /> Load combinations: ASCE 7-10 / IBC 2015 <br /> CALCULATIONS: <br /> Deflection: EI = 957eD6 lb-in2 <br /> "Live"deflection=Deflection from all non-dead loads (live, wind, snow..) <br /> Total Deflection= 1.50(Dead Load Deflection) + Live Load Deflection. <br /> Lateral stability(+): Lu=31.50' Le=57.94' RB=9.0 - <br /> Design Notes: <br /> 1.WoodWorks analysis and design are in accordance vrilh the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement. <br /> 2.Please verify that the default deflection limits are appropriate for your application. <br /> 3.Glulam design values are for materials conforming to ANSI 117-2015 and manufactured In accordance with ANSI A190.1-2012 <br /> 4.GLULAM:bxd=acAual breadth x actual depth. <br /> 5.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. <br /> 6.GLULAM:bearing length based on smaller of Fcp(lonslon),Fcp(comp'n). <br /> 1 <br />