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COMPANY PROJECT <br /> Design Build Services,Inc. Keith Addition -- <br /> ' <br /> Woodwo rks® 28119-1 A Eve2r lstt, Dr WA Monroe,WA St.98272S.E.S Everett,WA 98203 <br /> PH:360-793-9659 QGi <br /> SOFTWARE FOR WOOD DESIGN Oct.2,2017 15:20 b9 <br /> Design Check Calculation Sheet <br /> WoodWorks Sizer 11.1 <br /> Loads: <br /> Load Type Distribution Pat- Location (ft] Magnitude Unit <br /> tern Start End Start End <br /> Loads Dead Full UDL 45.0 plf <br /> Load2 Snow Full UDL 75.0 plf <br /> Self-weight Dead Full UDL 6.0 plf <br /> Maximum Reactions(lbs)and Bearing Lengths(in): <br /> 3'-0.5" <br /> 0I 3' <br /> Unfactored: <br /> Dead 77 77 <br /> Snow 114 114 <br /> Factored: <br /> Total 192 192 <br /> Bearing: <br /> Length 0.50* 0.50* <br /> Min req'd 0.50* 0.50* <br /> *Minimum bearing length setting used:1/2"for end supports <br /> b9 <br /> Lumber-soft,D.Fir-L,No.2,4x8(3-112"x7-1/4") <br /> Supports:All-Timber-soft Column,D.Fir-L No.2 <br /> Total length:3.-0.5";Clear span:2'-11.5';volume=0.5 cu.ft. <br /> Lateral support:top=full,bottom=at supports; <br /> Analysis vs.Allowable Stress and Deflection using NDS 2015: <br /> Criterion Analysis Value Design Value Unit Analysis/Design <br /> Shear fv = 7 Fv' = 207 psi fv/Fv' = 0.03 <br /> Bending(+) fb = 55 Fb' = 1345 psi fb/Fb' = 0.04 <br /> Dead Defl'n negligible <br /> Live Defl'n negligible <br /> Total Defl'n 0.00 = <1/999 0.15 = L/240 in 0.01 <br /> Additional Data: <br /> FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# <br /> Fv' 180 1.15 1.00 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 1.00 - 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 /> Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 <br /> CRITICAL LOAD COMBINATIONS: <br /> Shear : LC #2 = D+S, V max = 189, V design = 110 lbs <br /> Bending(+): LC #2 = D+S, M = 142 lbs-ft <br /> Deflection: LC #2 = D+S (live) <br /> LC #2 = D+S (total) <br /> D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake <br /> All LC's are listed in the Analysis output <br /> Load combinations: ASCE 7-10 / IBC 2015 <br /> CALCULATIONS: <br /> Deflection: EI = 178e06 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 Cade(IBC 2015),the National Design Specification(NDS 2015),and NDS Design 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 />