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I <br /> iCOMPANY PROJECT <br /> dr WoodWorks® <br /> iSOF/WARE FOR WOOD DESIGN Dec,16,2019 14:02 DJ1 <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 /> I, Live Full Area 60.00(16.0") psf <br /> Sell-weight Dead Full UDL 1.7 pit <br /> II/ Maximum Reactions(Ibs),Bearing Capacities(Ibs)and Bearing Lengths(in): <br /> { ------ 6.097 - ,1 <br /> ........._ ----- • ______ ..... <br /> I --------- <br /> nfactored: <br /> Dead 111 6.049' <br /> U <br /> Ill <br /> Live 244 244 <br /> Factored: <br /> , <br /> Total 355 355 <br /> Searing: <br /> Capacity <br /> Joist 355 355 <br /> Support 684 684 <br /> Des ratio <br /> Joist 1.00 1.00 <br /> Support <br /> Load comb 0.52 <br /> 82 62 <br /> Length 0.58 0.50 <br /> Sin reced 0.58 0,52 <br /> D.se <br /> Lb 1.00 1 no <br /> • Cb min 1.00 1-00 <br /> Cb support 1.25 1,25 <br /> II/ Fop sup 625 625 <br /> Lumber-soft,Hem-Fir,No.2,2x6(1-1/2"x5-1/2") <br /> Supports:All-Timber-soft Beam,D,Fir-L No.2 <br /> 1 Floor joist spaced at 16.0"de;Total length:6.1;Clear span:6.0;volume=0.3 tuft. <br /> Lateral support;top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online he)p); <br /> Analysis vs.Allowable Stress and Deflection using NDS 2015: <br /> Criterion Analysis Value Design Value. Unit Analysis/Design <br /> II Shear re . 54 Es' .: 150 psi fv/f,/' = 0.36 <br /> Dendingtf) fb . 845 Fb' - 1271 psi. fb/Fb' = 0.66 <br /> Live Defltn 0.09 . L/814 0.20 = L/360 in 0.44 <br /> Total Deli':; 0,15 . L/484 0.30 - L/240 in 0.50 <br /> Additional Data: <br /> FACTORS: F/11(psi1CD Ct4 Ct CL <br /> Fe' <br /> ' <br /> Fop' 150 1.00 1.00 1.00 - CF Cfu Cr Cfrt CL Cs LC9 <br /> Eb . <br /> - 1..00 1.00 1.00 2 <br /> 850 1.00 1.00 1.001..000 1.300 1.00 1.15 1.00 1.00 - <br /> 405 - 1.00 1.00 .- - - 1.00 1.00 - 2 <br /> - <br /> E' 1,3 million 1.00 1.00 - ,, - 1..00 1.00 - 2 <br /> Einin' 0.47 million 1.00 1.00 - - - 1.00 1.00 - 2 <br /> CRITICAL LOAD COMBINATIONS: <br /> i I Shear : LC 62 = DtL, V max = :352, V design . 296 lbs <br /> Sending:41: LC 112 . OIL, M . 532 lbs-ft <br /> Deflection: LC 112 = DIX, (live) <br /> LC 62 = 11÷1. (total) <br /> 13.dead 1,11ye S=snow 11.wind 1=iinpact Lr"roof live Lc-concentrated E-earthquake <br /> All I.C's are listed in the Analysis output <br /> ,I Load combinations: ASCE 7-10 / IBC 201.5 <br /> CALCULATIONS: <br /> Deflection: El = 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 Supp)ement, <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 /> . i1.015 <br /> I <br />