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Wood Beam <br />LIC# : KW-06014251, Build:20.23.05.25 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:Purlin Check (No Units) <br />Project File: Member Check.ec6 <br />Project Title: <br />Engineer: <br />CODE REFERENCES <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.1 & Better <br />1,200.0 <br />1,200.0 <br />1,550.0 <br />625.0 <br />1,800.0 <br />660.0 <br />180.0 <br />800.0 31.210 <br />Analysis Method : <br />Eminbend - xx ksi <br />Wood Species : <br />Wood Grade : <br />Fb + <br />psi <br />psi <br />Fv psi <br />Fb - <br />Ft psi <br />Fc - Prll psi <br />psiFc - Perp <br />E : Modulus of Elasticity <br />Ebend- xx ksi <br />Density pcf <br />Load Combination :ASCE 7-16 <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight calculated and added to loading <br />Loads on all spans... <br />Point Load : D = 0.160, Lr = 0.320 k, Starting at : 2.0 ft and placed every 2.0 ft thereafter <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.920: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 10.238 ft <br />67.73 psi= <br />= <br />1,500.00 psi <br />4.0 X 14.0Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+Lr <br />= <br />= <br />= <br />225.00 psi== <br />Section used for this span 4.0 X 14.0 <br />Maximum Shear Stress Ratio 0.301 : 1 <br />20.797 ft= <br />= <br />1,380.51 psi <br />Maximum Deflection <br />0 <180 <br />330 <br />Ratio =0 <120 <br />Max Downward Transient Deflection 0.504 in 521Ratio =>=180 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.795 in Ratio =>=120 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : Lr Only <br />n/a <br />Span: 1 : +D+Lr <br />n/a <br />.Maximum Forces & Stresses for Load Combinations <br />Span #C iCLx CCCMCV rt <br />Shear ValuesMax Stress Ratios <br />M CDV fbM fvF'b V F'vSegment Length Cfu <br />D Only 0.0 0.00 0.00.0 <br />1.00Length = 21.917 ft 1 0.467 0.153 0.90 1.000 1.151.00 1.00 5.50 504.7 1,080.0 0.92 162.024.71.00 <br />1.00+D+Lr 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 21.917 ft 1 0.920 0.301 1.25 1.000 1.151.00 1.00 15.03 1,380.5 1,500.0 2.53 225.067.71.00 <br />1.00+D+0.750Lr 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 21.917 ft 1 0.774 0.253 1.25 1.000 1.151.00 1.00 12.65 1,161.5 1,500.0 2.13 225.057.01.00 <br />1.00+0.60D 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 21.917 ft 1 0.158 0.051 1.60 1.000 1.151.00 1.00 3.30 302.8 1,920.0 0.55 288.014.81.00 <br />. <br />7