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13117 <br /> COMPANY PROJECT <br /> Design Build Services,Inc. Julie&Michael Larson- <br /> WO O d Wo r k s® Monroe, <br /> ,WA St 7 Everett Remodel- <br /> Monroe,WA 98272 2523 State Street,Everett,WA 96201 <br /> SOFrWARE FOR WOOD DESIGN PH:360-193-9659 Job#22-32315 <br /> Nov.10,2022 11:39 b10.wwb <br /> Design Check Calculation Sheet <br /> Wood Works Sizer 2019(Update 4) <br /> Loads: <br /> Load Type Distribution Pat- Location (ft] Magnitude Unit <br /> tern Start End Start End <br /> l_jl2 Dead Full UDL 28.3 plf <br /> 2_jl7 Dead Full UDL 32.6 plf <br /> Self-wei ht Dead Full UDL 1.' plf <br /> Maximum Reactions(Ibs)and Bearing Lengths(in): <br /> 3.083' <br /> i <br /> 0' <br /> 3. 2' <br /> Unfactored: <br /> Dead 96 96 <br /> Factored: <br /> Total 96 96 <br /> Bearing: <br /> Length 0.50" 0.50' <br /> Min re 'd 0.50" 0.50' <br /> 'Minimum bearing length setting used:1/2"for end supports <br /> b10 <br /> Lumber n-ply,Hem-Fir,No.2,2x4,1-ply(1-1/2'W-112") <br /> Supports:All-Timber-soft Column,D.Fir-L No.2 <br /> Total length:3.06;Clear span:3.0';Volume=0.1 cu.fL <br /> Lateral support top=at supports,bottom=at supports;Oblique angle:90.0 deg; <br /> This section PASSES the design code check. <br /> Analysis vs.Allowable Stress and Deflection using Nos 2018: <br /> Criterion Analysis Value Desiqn Value Unit Analysis/Design <br /> Shear x-x fv = 0 Fv' = 135 psi fv/Fv' = 0.00 <br /> y-y fv - 24 Fv' = 135 psi fv/Fv' - 0.18 <br /> Bending(+) x-x fb = 0 F'o' = 1132 psi fb/Fb' - 0.00 <br /> y-y fb = 656 Fb' - 1262 psi fb/Fb' - 0.52 <br /> Live Defl'n negligible <br /> Total Defl'n 0.09 = L/390 0.15 = L/240 in 0.61 <br /> Additional Data: <br /> FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# <br /> Fly' 150 0.90 1.00 1.00 - - - - 1.00 1.00 1 <br /> Foy' 850 0.90 1.00 1.00 1.000 1.500 1.10 1.00 1.00 1.00 1 <br /> Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - <br /> E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 1 <br /> Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 1 <br /> CRITICAL LOAD COMBINATIONS: <br /> Shear : LC #1 = D only <br /> Bending(+): LC #1 = D only <br /> Deflection: LC #1 = D only (total) <br /> D=dead <br /> All LC's are listed in the Analysis output <br /> Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 <br /> CALCULATIONS: <br /> V max - 94, v design - 65 lbs; M(+) = 72 Ibs-ft <br /> Ely - 1.28 lb-ir.^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 accordance with the ICC 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 />