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Wood Beam <br />LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:HDR: 2H1 <br />Project File: Design Check_2 Story.ec6 <br />Project Title: <br />Engineer: <br />Pro ect ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set : IBC 2021 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <br />llowable Stress Design <br />Douglas Fir-Larch <br />No.2 <br />875.0 <br />875.0 <br />600.0 <br />625.0 <br />1,300.0 <br />470.0 <br />170.0 <br />425.0 31.210 <br />nalysis 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 IBC 2021 <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 = 0.0120, Lr = 0.020 ksf, Tributary Width = 3.50 ft, (ROOF) <br />Uniform Load : D = 0.0070 ksf, Tributary Width = 7.0 ft, (CEILING) <br />DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.200: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.165ft <br />25.24 psi= <br />= <br />1,635.16psi <br />4x8Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+L <br />= <br />= <br />= <br />212.50 psi== <br />Section used for this span 4x8 <br />Maximum Shear Stress Ratio 0.119 : 1 <br />5.729 ft= <br />= <br />326.38psi <br />Maximum Deflection <br />4315 <br /><240 <br />1814 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.018 in <br />0 <br />Ratio = >=240 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.042 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 = 6.330 ft 1 0.161 0.096 0.90 1.300 1.151.00 1.00 0.48 189.2 1,177.3 0.25 153.01.00 14.61.00 <br />1.00+D+Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 6.330 ft 1 0.200 0.119 1.25 1.300 1.151.00 1.00 0.83 326.4 1,635.2 0.43 212.51.00 25.21.00 <br />1.00+D+0.750Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 6.330 ft 1 0.179 0.106 1.25 1.300 1.151.00 1.00 0.75 292.1 1,635.2 0.38 212.51.00 22.61.00 <br />1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 6.330 ft 1 0.054 0.032 1.60 1.300 1.151.00 1.00 0.29 113.5 2,093.0 0.15 272.01.00 8.81.00 <br />Pa e 7 of 39