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11117 <br /> COMPANY PROJECT <br /> Design Build Services,Inc. Julie&Michael Larson- <br /> Wo o d Wo r k s® 28119 120th St SE Everett Remodel- <br /> Monroe,WA 98272 2523 State Street,Everett,WA 98201 <br /> sorrwueesoa WOOD ntsrcn PH:360-193-9659 Job#22-32315 <br /> Nov.10,2022 12:11 b8.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 b9 Dead Point 1.54 481 lbs <br /> 2 b9 Snow Point 1.54 750 lbs <br /> Sel£-el: ht Dead Full UDL 4.6 plf <br /> Maximum Reactions(lbs)and Bearing Lengths(in) <br /> 3.083' <br /> 0' 3.1 <br /> Unfactored• <br /> Dead 247 247 <br /> Snow 375 375 <br /> Factored: <br /> Total 622 622 <br /> Bearing: <br /> Length 0.50* 0.50* <br /> Min re 'd 0.50* 0.50* <br /> "Minimum bearing length setting used:112"for end supports <br /> b8 <br /> Lumber-soft,D.Fir-L,No.2,4x6(3-1/2"x5-1/2") <br /> Supports:All-Timber-soft Column,D.Fir-L No.2 <br /> Total length:3.06;Clear span:3.0;Volume=0.4 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 Desi n Value Unit Analysis/Design <br /> Shear fv 48 Fv' = 207 psi fv/Fv' = 0.23 <br /> Be fb = 640 Fb' = 1345 psi fb/Fb' 0.48 <br /> Live Defl'n 0.01 = < L/999 0.10 - L/360 in 0.10 <br /> Total Defl'n 0.02 = < L/999 0.15 - L/240 in 0.11 <br /> Additional Data: <br /> FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# <br /> cb' 180 1.15 1.0D 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 /> Fco' 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 02 = 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 622, V design - 620 lbs; M(+) - 941 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 accordance with the[CC International Building Code(IBC 2018)and the National Design Specification(NOS 2018),using Allowable Stress <br /> Design(ASD).Design values are from the NOS Supplement. <br /> 2.Please verify that the default deflection limits are appropriate for your application. <br /> 3.Sawn(umber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. <br />