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COMPANY PROJECT <br /> Design Build Services,Inc. Keith Addition <br /> 28119-120th St. 5412 1st Dr W <br /> S. <br /> Woo d Wo r ks® PMonroe, A <br /> H:360-7W93-965998272 E EOvG tt WA 98203 <br /> SOFTWARE FOR WOOD DESIGN Oct.2,201715:53 b13 <br /> Design Check Calculation Sheet <br /> WoodWorks Sizer 11.1 <br /> Loads: <br /> Load Type Distribution Pat- Location (ft] Magnitude Unit <br /> tern Start End Start End <br /> 1 j3 Dead Full UDL 243.8 plf <br /> 2_j3 Snow Full UDL 406.3 plf <br /> Self-weight Dead Full UDL 7.7 plf <br /> Maximum Reactions(lbs)and Bearing Lengths(in): <br /> 7'-1.07" 1' <br /> 0'I I7 <br /> Unfactored: <br /> Dead 891 891 <br /> Snow 1440 1440 <br /> Factored: <br /> Total 2331 2331 <br /> Bearing: <br /> Length 1.07 1.07 <br /> Min req'd 1.07 1.07 <br /> b13 <br /> Lumber-soft,D.Fir-L,No.2,4x10(3-112"x9-1/4") <br /> Supports:All-Timber-soft Column,D.Fir-L No.2 <br /> Total length:7'-1.07';Clear span:6-10.93';volume=1.6 cu.ft. <br /> Lateral support:top=full,bottom=at supports; <br /> Analysis vs.Allowable Stress and Deflection using NDS 2015: <br /> Criterion Analysis Value Design Value Unit Analysis/Design • <br /> Shear fv = 82 Fv' = 207 psi fv/Fv' = 0.40 <br /> Bending(+) fb = 969 Fb' = 1242 psi fb/Fb' = 0.78 <br /> Dead Defl'n 0.04 = <L/999 <br /> Live Defl'n 0.06 = <L/999 0.23 = L/360 in 0.25 <br /> Total Defl'n 0.11 = L/733 0.35 = L/240 in 0.33 <br /> Additional Data: <br /> FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# <br /> Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 <br /> Fb'+ 900 1.15 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 - 2 <br /> Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - <br /> E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 <br /> Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 • <br /> CRITICAL LOAD COMBINATIONS: <br /> Shear : LC #2 = D+S, V max = 2302, V design = 1766 lbs <br /> Bending(+): LC #2 = D+S, M = 4028 lbs-ft <br /> Deflection: LC #2 = D+S (live) <br /> LC #2 = D+S (total) <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 2015 <br /> CALCULATIONS: <br /> Deflection: EI = 369e06 lb-int <br /> "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) <br /> Total Deflection = 1.50(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 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.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. <br />