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Wood Beam <br />LIC# : KW-06012765, Build:20.22.10.25 MLB Consulting & Engineering inc.(c) ENERCALC INC 1983-2022 <br />DESCRIPTION:CJ-1 <br />Project File: MCFADDEN.ec6 <br />Project Title: <br />Engineer: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, CBC 2022, ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <br />Load Resistance Factor D <br />Douglas Fir-Larch <br />No.2 <br />900 <br />900 <br />1350 <br />625 <br />1600 <br />580 <br />180 <br />575 31.21 <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 = 0.010, L = 0.020 ksf, Tributary Width = 1.330 ft, (CEILING) <br />Point Load : D = 0.150, Lr = 0.20 k @ 7.50 ft, (RIDGE LOAD) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.905: 1 <br />Load Combination +1.20D+1.60Lr+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 7.500 ft <br />60.64 psi= <br />= <br />1,967.33 psi <br />2x10Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +1.20D+1.60Lr+L <br />= <br />= <br />= <br />311.04 psi== <br />Section used for this span 2x10 <br />Maximum Shear Stress Ratio 0.195 : 1 <br />14.234 ft= <br />= <br />1,780.31 psi <br />Maximum Deflection <br />0 <360 <br />364 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.193 in 934Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.494 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 : L Only <br />n/a <br />Span: 1 : +D+0.750Lr+0.750L <br />n/a <br />.Maximum Forces & Stresses for Load Combinations <br />Span #C C CCMCCLxi r <br />Shear ValuesMax Stress Ratios <br />M V fbMu fvFbVu FvSegment Length O t F Cfu <br />+1.40D 0.0 0.00 0.00.0 <br />1 0.544 0.120 0.60 1.100 1.151.00 1.00 1.43 802.0 1,475.5 0.26 233.328.0 <br />0.00.0 <br />1 0.798 0.194 0.80 1.100 1.151.00 1.00 2.80 1,569.3 1,967.3 0.56 311.060.4 <br />0.00.0 <br />1 0.691 0.177 0.80 1.100 1.151.00 1.00 2.42 1,358.9 1,967.3 0.51 311.055.0 <br />0.00.0 <br />1 0.905 0.195 0.80 1.100 1.151.00 1.00 3.17 1,780.3 1,967.3 0.56 311.060.6 <br />0.00.0 <br />1 0.692 0.133 0.80 1.100 1.151.00 1.00 2.43 1,360.6 1,967.3 0.38 311.041.3