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Wood Beam <br />LIC# : KW-06019053, Build:20.22.8.17 BDP Engineering, Inc.(c) ENERCALC INC 1983-2022 <br />DESCRIPTION:C.J.-1 <br />Project File: 2024-106 calcs.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 2019, 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 />Allowable Stress Design <br />Douglas Fir-Larch <br />No.2 <br />900.0 <br />900.0 <br />1,350.0 <br />625.0 <br />1,600.0 <br />580.0 <br />180.0 <br />575.0 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 :IBC 2021 <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight NOT internally calculated and added <br />Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 1.330 ft, (CEILING) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.733: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 10.000ft <br />25.91 psi= <br />= <br />1,242.00psi <br />2x8Section 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 />180.00 psi== <br />Section used for this span 2x8 <br />Maximum Shear Stress Ratio 0.144 : 1 <br />0.000 ft= <br />= <br />910.92psi <br />Maximum Deflection <br />0 <360 <br />253 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.632 in 379Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.948 in Ratio = >=240 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />Fb: Allowable <br />fv: Actual <br />Fv: Allowable <br />Span: 1 : L Only <br />n/a <br />Span: 1 : +D+L <br />n/a <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C i C LC CCCF/V mr td <br />Shear ValuesMax Stress Ratios <br />M CV fbM fvF'b V F'vSegment Length <br />D Only 0.00 0.00 0.000.00 <br />1.00Length = 20.0 ft 1 0.272 0.053 0.90 1.200 1.15 1.00 1.00 0.33 303.64 1117.80 0.06 162.001.00 8.64 <br />1.00+D+L 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 20.0 ft 1 0.733 0.144 1.00 1.200 1.15 1.00 1.00 1.00 910.92 1242.00 0.19 180.001.00 25.91 <br />1.00+D+0.750L 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 20.0 ft 1 0.489 0.096 1.25 1.200 1.15 1.00 1.00 0.83 759.10 1552.50 0.16 225.001.00 21.59 <br />1.00+0.60D 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 20.0 ft 1 0.092 0.018 1.60 1.200 1.15 1.00 1.00 0.20 182.18 1987.20 0.04 288.001.00 5.18 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+L 1 0.9478 10.073 0.0000 0.000 <br />.