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Wood Beam <br />LIC# : KW-06019287, Build:20.23.08.30 Enginiar Design & Development (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:(N)C.J.1. <br />Project File: 18-SANA-24.ec6 <br />Project Title: <br />Engineer: <br />CODE REFERENCES <br />Material Properties <br />Beam Bracing :Beam bracing is defined Beam-by-Beam <br />Load Resistance Factor D <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 />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 />Unbraced Lengths <br />Span # 1, Braced @ 1/3 Points <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 = 0.010, Lr = 0.010 ksf, Tributary Width = 1.0 ft, (C.J) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.797: 1 <br />Load Combination +1.20D+1.60Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 9.580 ft <br />34.84 psi= <br />= <br />1,473.03 psi <br />2x8Section 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 2x8 <br />Maximum Shear Stress Ratio 0.119 : 1 <br />18.601 ft= <br />= <br />1,173.34 psi <br />Maximum Deflection <br />0 <360 <br />233 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.493 in 466Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.985 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 0.424 0.079 0.60 1.200 1.001.00 1.00 0.57 520.5 1,227.2 0.13 220.317.4 <br />1 0.478 0.079 0.60 1.200 1.001.00 1.00 0.64 586.7 1,227.2 0.05 220.317.4 <br />1 0.427 0.079 0.60 1.200 1.001.00 1.00 0.57 523.4 1,224.5 0.13 220.317.4 <br />0.00.0 <br />1 0.429 0.072 0.80 1.200 1.001.00 1.00 0.69 632.1 1,473.0 0.15 293.821.2 <br />1 0.484 0.072 0.80 1.200 1.001.00 1.00 0.78 712.4 1,473.0 0.05 293.821.2 <br />1 0.434 0.072 0.80 1.200 1.001.00 1.00 0.70 635.5 1,465.9 0.15 293.821.2 <br />0.00.0 <br />3