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8117 <br /> /� / �^ COMPANY PROJECT <br /> Wood <br /> v V O 1 ks Design Build Services,Inc. Julie&Michael Larson- <br /> ® 2811920l!pq,�St SE Everett Remodel- <br /> Monroe,Wi�198,272 2523 State Street,Everett,WA 98201 <br /> SOFTWARFFOR WOOD DFsrGN PH:*0-193-''9659: r` 1'- 1o11#•22-32315' <br /> Nov.10,202212:14r <br /> Design Check Calculation Sheet <br /> WoodWorks Sizer 2019(Update 4) <br /> Loads: <br /> Load Type Distribution Pat- Location (fti Magnitude Unit <br /> tern Start End Start End <br /> 1_w40 Dead Partial UDL 4 5. 4 56.7 56.7 plf <br /> 2 w40 Snow Partial UDL 0.04 5.04 133.3 133.3 pif <br /> Self-weight Dead Full UDL 4.6 plf <br /> Maximum Reactions(lbs)and Bearing Lengths(in): <br /> 5.083, <br /> ' 5 2 <br /> Unfactored- <br /> Dead 153 153 <br /> Snow 333 333 <br /> Factored: <br /> Total 987 487 <br /> Bearino: <br /> Length 0.50" 0.50% <br /> Min re 'd 0.50' 0.50` <br /> 'Minimum bearing length setting used:U2"far end supports <br /> b5 <br /> Lumber-soft,D.Fr-L,No.2,4x6(3-112"x5-112") <br /> Supports:All-Timber-soft Column,D.Fir-L No.2 <br /> Total length:5.06';Clear span:5.0;Volume=0.7 cu.ft. <br /> Lateral support:top=at supports,bottom=at supports; <br /> This section PASSES the design code check. <br /> Analysis vs.Allowable Stress and Deflection using NDS 2018: <br /> Criterion Analysis Value Design value Unit Anal sis/Desi n <br /> Shear fv = 31 207 ps fv/Fv' - 0 <br /> F ' 1345 psi fb 420 .15 <br /> fb/Fb' - 0.31 <br /> Live Defl'n 0.02 = < L/999 0.17 L/360 in 0.15 <br /> Total Defl'n 0.04 = < LJ999 0.25 = L/240 in 0.19 <br /> Additional Data: <br /> FACTORS; F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC. <br /> Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2 <br /> Fb'+ 900 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 2 <br /> Fop' 625 - 1.00 1.00 - - - - 1.00 1.00 - <br /> E' 1.6 million 1.0D 1.00 - - - - 1.00 1.00 2 <br /> CRITICAL LOAD COMBINATIONS: <br /> Shear LC #2 = D + 3 <br /> Bending(+): LC #2 = D + S <br /> Deflection: LC #2 = D + S (live) <br /> LC #2 = D + S (total) <br /> D-dead S=snow <br /> All LC's are listed in the Analysis output <br /> Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 201E 1605.3.1 <br /> CALCULATIONS: <br /> V max = 487, V design = 397 lbs; M(+) = 616 lbs-ft <br /> EIy - 77.64 lb-in^2 <br /> "Live" deflection is due to all non-dead loads (live, wind, snow_) <br /> Total deflection = 1.0 dead + "live" <br /> Design Notes: <br /> 1.Analysis and design are in accordanoemrith the=International Building Code(IBC 2018)and the National Design Specification(NDS 2018),using Allowable Stress <br /> Design(ASD).Design values are from the NDS 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 />