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(c) ENERCALC INC 1983-2023 <br />DESCRIPTION:CB-1 <br />Project File: MCFADDEN.ec6 <br />Project Title: <br />Engineer: <br />CODE REFERENCES <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <br />Load Resistance Factor D <br />iLevel Truss Joist <br />Parallam PSL 2.0E <br />2,900.0 <br />2,900.0 <br />2,900.0 <br />750.0 <br />2,000.0 <br />1,016.54 <br />290.0 <br />2,025.0 45.070 <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 = 0.0150, Lr = 0.020 ksf, Tributary Width = 8.0 ft, (ex roof rafters) <br />Uniform Load : D = 0.0080, L = 0.010 ksf, Tributary Width = 11.0 ft, (ex ceiling joists) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.450: 1 <br />Load Combination +1.20D+1.60Lr+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 7.000 ft <br />137.35 psi= <br />= <br />5,017.03 psi <br />3.5x11.875Section 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 />501.12 psi== <br />Section used for this span 3.5x11.875 <br />Maximum Shear Stress Ratio 0.274 : 1 <br />13.029 ft= <br />= <br />2,255.99 psi <br />Maximum Deflection <br />1179 <br /><360 <br />445 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.142 in <br />0 <br />Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.377 in Ratio =>=240 <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+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 0.294 0.179 0.60 1.001 1.001.00 1.00 7.58 1,105.9 3,762.8 1.87 375.867.3 <br />0.00.0 <br />1 0.371 0.226 0.80 1.001 1.001.00 1.00 12.77 1,862.8 5,017.0 3.14 501.1113.4 <br />0.00.0 <br />1 0.314 0.192 0.80 1.001 1.001.00 1.00 10.81 1,576.9 5,017.0 2.66 501.196.0 <br />0.00.0 <br />1 0.450 0.274 0.80 1.001 1.001.00 1.00 15.46 2,256.0 5,017.0 3.81 501.1137.3 <br />0.00.0