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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: H1 <br />Project File: Design Check.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 = 3.250 ft, (ROOF) <br />Uniform Load : D = 0.0070 ksf, Tributary Width = 3.250 ft, (ROOF) <br />DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.273: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.165ft <br />27.81 psi= <br />= <br />1,635.16psi <br />4x6Section 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 4x6 <br />Maximum Shear Stress Ratio 0.131 : 1 <br />5.891 ft= <br />= <br />445.93psi <br />Maximum Deflection <br />2028 <br /><240 <br />1007 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.037 in <br />0 <br />Ratio = >=240 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.075 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 0.191 0.092 0.90 1.300 1.151.00 1.00 0.33 224.5 1,177.3 0.18 153.01.00 14.01.00 <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 0.273 0.131 1.25 1.300 1.151.00 1.00 0.66 445.9 1,635.2 0.36 212.51.00 27.81.00 <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 0.239 0.115 1.25 1.300 1.151.00 1.00 0.57 390.6 1,635.2 0.31 212.51.00 24.41.00 <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 0.064 0.031 1.60 1.300 1.151.00 1.00 0.20 134.7 2,093.0 0.11 272.01.00 8.41.00