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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:HVB-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 />875 <br />875 <br />600 <br />625 <br />1300 <br />470 <br />170 <br />425 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 />Load for Span Number 1 <br />Varying Uniform Load : D= 0.0150->0.0150, Lr= 0.020->0.020 ksf, Extent = 0.0 -->> 10.50 ft, Trib Width = 4.0->1.0 ft, (ROOF) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.317: 1 <br />Load Combination +1.20D+1.60Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 4.752 ft <br />41.72 psi= <br />= <br />2,260.44 psi <br />4x8Section 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 <br />= <br />= <br />= <br />293.76 psi== <br />Section used for this span 4x8 <br />Maximum Shear Stress Ratio 0.142 : 1 <br />0.000 ft= <br />= <br />716.08 psi <br />Maximum Deflection <br />0 <360 <br />711 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.095 in 1322Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.177 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 #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 0.193 0.086 0.60 1.300 1.151.00 1.00 0.84 327.1 1,695.3 0.32 220.318.9 <br />0.00.0 <br />1 0.184 0.082 0.80 1.300 1.151.00 1.00 1.06 416.5 2,260.4 0.41 293.824.2 <br />0.00.0 <br />1 0.124 0.055 0.80 1.300 1.151.00 1.00 0.72 280.4 2,260.4 0.27 293.816.2 <br />0.00.0 <br />1 0.317 0.142 0.80 1.300 1.151.00 1.00 1.83 716.1 2,260.4 0.71 293.841.7 <br />0.00.0