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Wood Beam <br />LIC# : KW-06017148, Build:20.23.10.31 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023 <br />DESCRIPTION:B12 <br />Project File: 24-181.ec6 <br />Project Title:Engineer: <br />CODE REFERENCES <br />Calculations per NDS 2024, IBC 2024, ASCE 7-22 <br />Load Combination Set : ASCE 7-22 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <br />Allowable Stress Design <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 7-22 <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 = 0.0150, Lr = 0.020 ksf, Extent = 0.0 -->> 16.10 ft, Tributary Width = 11.250 ft, (ROOF) <br />Uniform Load : D = 0.0160 ksf, Extent = 0.0 -->> 16.10 ft, Tributary Width = 8.0 ft, (WALL) <br />Uniform Load : D = 0.0150, Lr = 0.020 ksf, Extent = 0.0 -->> 16.10 ft, Tributary Width = 0.750 ft, (LOW ROOF) <br />Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 -->> 16.10 ft, Tributary Width = 0.670 ft, (FLOOR) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.485: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 8.050 ft <br />95.46 psi= <br />= <br />3,629.22 psi <br />5.25x11.875Section 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 />362.50 psi== <br />Section used for this span 5.25x11.875 <br />Maximum Shear Stress Ratio 0.263 : 1 <br />15.160 ft= <br />= <br />1,758.49 psi <br />Maximum Deflection <br />0 <360 <br />333Ratio =0 <240 <br />Max Downward Transient Deflection 0.249 in 775Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.579 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+Lr <br />n/a <br />.Maximum Forces & Stresses for Load Combinations <br />Span #C iCLx CCCMCF rt <br />Shear ValuesMax Stress Ratios <br />M CDV fbM fvF'b V F'vSegment Length Cfu <br />D Only 0.0 0.00 0.00.0 <br />1 0.384 0.208 0.90 1.001 1.001.00 1.00 10.31 1,002.2 2,613.0 2.26 261.054.4 <br />0.00.0 <br />1 0.374 0.203 1.00 1.001 1.001.00 1.00 11.17 1,086.7 2,903.4 2.45 290.059.0 <br />0.00.0 <br />1 0.485 0.263 1.25 1.001 1.001.00 1.00 18.08 1,758.5 3,629.2 3.97 362.595.5 <br />0.00.0 <br />66