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9117 <br /> COMPANY PROJECT <br /> Design Build Services,Inc. Julie&Michael Larson- <br /> WoodWorks° 281 19 ro ,W St Everett Remodel- <br /> Monroe WA 9627272 2523 State Street,Everett,WA 98201 <br /> SOFrWARF FOR WOOD DESIGN PH:360-193-9659 Job#22-32315 <br /> Nov.10,2022 12:15 b6.wwb <br /> Design Check Calculation Sheet <br /> WoodWorks Sizer 2019(Update 4) <br /> Loads: <br /> Load Type Distribution Pat- Location [ft] Magnitude Unit <br /> tern Start End Start End <br /> 1 w41 Dead Partial UDL 0.04 4.04 54.9 54.9 olf <br /> 2-w41 Snow Partial UDL 0.04 4.04 125.0 125.0 plf <br /> elf-weight Dead Full UDL 2.9 plf <br /> Maximum Reactions(lbs)and Bearing Lengths(in): <br /> 4.083' <br /> 4. 2' <br /> Unfactored• <br /> Dead 116 116 <br /> Snow 250 250 <br /> Factored: <br /> Total 366 366 <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 /> b6 <br /> Lumber-soft,D.Fir-L,No.2,4x4(3-1/2'W-1/2") <br /> Supports:All-Timber-soft Column,D.Fir-L No.2 <br /> Total length:4.06;Clear span:4.0';Volume=0.3 cu.fL <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 - 38 Fv' = 207 psi fv/Fv' = 0.19 <br /> Bending(+) fb - 627 Fb' - 1552 psi fb/Fb' - 0.40 <br /> Live Defl'n 0.04 - < L/999 0.13 = L/360 in 0.28 <br /> Total Defl'n 0.05 - L/884 0.20 - L/240 in 0.27 <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 1.500 - 1.00 1.00 2.00 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 /> CRITICAL LOAD COMBINATIONS: <br /> Shear : LC #2 - D + S <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 2018 1605.3.1 <br /> CALCULATIONS: <br /> V max = 366, V design - 312 lbs; M(+) = 373 lbs-ft <br /> Sly - 20.01 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 accordance with the[CC Intemational 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 />