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Wood Beam <br />LIC# : KW-06016350, Build:20.24.03.04 RGSE INC.(c) ENERCALC INC 1983-2023 <br />DESCRIPTION:(E) 4x12 purlin with (N) 3x on top <br />Project File: 24399 Enercalc.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <br />Allowable Stress Design <br />Douglas Fir-Larch <br />Construction <br />1,000.0 <br />1,000.0 <br />1,650.0 <br />625.0 <br />1,500.0 <br />550.0 <br />180.0 <br />650.0 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 />Uniform Load : D = 0.0080, Lr = 0.020 ksf, Tributary Width = 8.0 ft <br />.DESIGN SUMMARY Design N.G. <br />Maximum Bending Stress Ratio 1.020: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 10.000 ft <br />65.07 psi= <br />= <br />1,250.00 psi <br />3.50 X 13.750Section 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 3.50 X 13.750 <br />Maximum Shear Stress Ratio 0.289 : 1 <br />0.000 ft= <br />= <br />1,275.39 psi <br />Maximum Deflection <br />0 <360 <br />321 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.509 in 471Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.746 in Ratio =>=180 <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 # <br />Moment ValuesLoad Combination <br />C iCLx CCCMCF 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 = 20.0 ft 1 0.450 0.128 0.90 1.000 1.001.00 1.00 3.72 404.9 900.0 0.66 162.01.00 20.71.00 <br />1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 20.0 ft 1 1.020 0.289 1.25 1.000 1.001.00 1.00 11.72 1,275.4 1,250.0 2.09 225.01.00 65.11.00 <br />1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 20.0 ft 1 0.846 0.240 1.25 1.000 1.001.00 1.00 9.72 1,057.8 1,250.0 1.73 225.01.00 54.01.00 <br />1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 20.0 ft 1 0.152 0.043 1.60 1.000 1.001.00 1.00 2.23 243.0 1,600.0 0.40 288.01.00 12.41.00 <br />. <br />12/05/24 JOB# 24399 Page 5 of 51 <br />see page 7 <br />1851 E Deere <br />Ave-Purlins4/8/2025