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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:R.R.-2 <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 />Load for Span Number 1 <br />Uniform Load : D = 0.0180, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (Roof) <br />Load for Span Number 2 <br />Uniform Load : D = 0.0180, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (Roof) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.115: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.500ft <br />25.96 psi= <br />= <br />1,940.63psi <br />2x4Section 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 2x4 <br />Maximum Shear Stress Ratio 0.115 : 1 <br />3.226 ft= <br />= <br />222.79psi <br />Maximum Deflection <br />0 <360 <br />3690 <br />Ratio =26396 >=180 <br />Max Downward Transient Deflection 0.006 in 7011Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.011 in Ratio = >=180 <br />Max Upward Total Deflection -0.001 in <br />fb: Actual <br />Fb: Allowable <br />fv: Actual <br />Fv: Allowable <br />Span: 1 : Lr Only <br />n/a <br />Span: 1 : +D+Lr <br />Span: 2 : +D+Lr <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 = 3.50 ft 1 0.076 0.076 0.90 1.500 1.15 1.00 1.00 0.03 105.53 1397.25 0.04 162.001.00 12.30 <br />1.00Length = 1.50 ft 2 0.076 0.076 0.90 1.500 1.15 1.00 1.00 0.03 105.53 1397.25 0.03 162.001.00 12.30 <br />1.00+D+Lr 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 3.50 ft 1 0.115 0.115 1.25 1.500 1.15 1.00 1.00 0.06 222.79 1940.63 0.09 225.001.00 25.96 <br />1.00Length = 1.50 ft 2 0.115 0.115 1.25 1.500 1.15 1.00 1.00 0.06 222.79 1940.63 0.06 225.001.00 25.96 <br />1.00+D+0.750Lr 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 3.50 ft 1 0.100 0.100 1.25 1.500 1.15 1.00 1.00 0.05 193.47 1940.63 0.08 225.001.00 22.54 <br />1.00Length = 1.50 ft 2 0.100 0.100 1.25 1.500 1.15 1.00 1.00 0.05 193.47 1940.63 0.05 225.001.00 22.54 <br />1.00+0.60D 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00