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I <br /> ICOMPANY PROJECT <br /> li 1 WoodWorks® <br /> SOFTWARE FOR WOOD DESIGN Dec.16,201913:40 CJ1 <br /> Design Check Calculation Sheet <br /> WoodWorks Sizer 11.1 <br /> I Loads: <br /> Load Type Distribution Pat- Location [ft) Magnitude Unit <br /> tern Start End Start End <br /> D Dead Full Area 26.00(16.0") psf <br /> L Live Full Area 100.00(16.0") psf <br /> Self-weight Dead full UDL 1.7 plf <br /> IIIMaximum Reactions(Ibs),Bearing Capacities(Ibs)and Bearing Lengths(in): <br /> I ---5.119' <br /> '1 <br /> 5. ' <br /> Unfactored: <br /> 1 Dead 93 93 <br /> Live 341. 341 <br /> III Factored: <br /> Total 434 434 <br /> Bearing: <br /> Capacity <br /> Joist 434 434 <br /> Support 838 838 <br /> Des ratio <br /> III Joist 1,00 1.00 <br /> Support 0.52 0.52 <br /> Load comb H2 #2 <br /> Length 0.72 0.72 <br /> )tin req'd 0.72 0.72 <br /> Cb 1.00 1.00 <br /> Cb min 1.00 1.00 <br /> Cb support 1.25 1.25 <br /> sup 625 625 <br /> Lumber-soft,Hem-Fir,No.2,2x6(1-112"x5.1l2") <br /> I Supports:All-Timber-soft Beam,D.Fir-L No.2 <br /> Floor joist spaced at 16.0"c/c;Total length:5.12';Clear span:5.0';volume=0.3 cult. <br /> Lateral support:top=full,bottom=at supports;Repetitive factor applied where permitted(refer to online help); <br /> Analysis vs.Allowable Stress and Deflection using NDS 2015: <br /> Criterion Analysis Value Design Value Unit Analysis/Design <br /> Shear fv = 63 Fv' = 150 psi fv/Fv' 0.42 <br /> fb/FD' = 0.68 <br /> Rending(+) fb -= 862 Fb' = 1271 psi <br /> i Live Defl'n 0.07 L/834 0.17 L/360 in 0.43 <br /> Total. Cefl'n 0.10 = 1../592 0.25 = L/240 in 0.41 <br /> 1 III Additional Data: <br /> 11/ FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Cl Cn LC# <br /> Fv' 150 1.00 1.00 1,00 1.00 1.00 1.00 2 <br /> Fb'+ 850 1.00 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 2 <br /> Fop' 405 - 1.00 1.00 - - - - 1.00 1.00 - <br /> E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 <br /> i Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 <br /> III CRITICAL LOAD COMBINATIONS: <br /> Shear : LC 82 = D+L, V max - 429, V design -= 346 lbs <br /> bending(+): LC #2 _ D+L, M = 543 lbs-ft <br /> Deflection: LC #2 - D+L (live) <br /> LC #2 = D+L (total) <br /> �' D-dead L=11ve S=snow W=wind 1=impact Lr-roof live t,c==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 = 27.0e06 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 /> 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 /> I <br /> I 1.016 <br /> 1 <br />