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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:B1 <br />Project File: 24-459.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 />Douglas Fir-Larch <br />No.1 <br />900.0 <br />900.0 <br />925 <br />625 <br />1600 <br />580 <br />170 <br />675 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 7-22 <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 -->> 4.160 ft, Tributary Width = 10.0 ft, (ROOF) <br />Uniform Load : D = 0.0150, Lr = 0.020 ksf, Extent = 4.160 -->> 13.50 ft, Tributary Width = 10.0->1.0 ft, (ROOF) <br />Point Load : D = 0.4370, Lr = 0.5830 k @ 4.160 ft, ((E)BM) <br />Point Load : D = 0.1070, Lr = 0.1420 k @ 11.750 ft, ((E)HIP BM) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.755: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 5.026 ft <br />57.71 psi= <br />= <br />1,125.00 psi <br />6x12Section 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 />212.50 psi== <br />Section used for this span 6x12 <br />Maximum Shear Stress Ratio 0.272 : 1 <br />0.000 ft= <br />= <br />849.06 psi <br />Maximum Deflection <br />0 <240 <br />663Ratio =0 <180 <br />Max Downward Transient Deflection 0.139 in 1161Ratio =>=240 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.244 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 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 0.449 0.162 0.90 1.000 1.001.00 1.00 3.68 363.9 810.0 1.04 153.024.7 <br />1 0.005 0.162 0.90 1.000 1.001.00 1.00 0.04 3.7 810.0 0.73 153.024.7 <br />0.00.0 <br />1 0.755 0.272 1.25 1.000 1.001.00 1.00 8.58 849.1 1,125.0 2.43 212.557.7 <br />1 0.008 0.272 1.25 1.000 1.001.00 1.00 0.09 8.6 1,125.0 1.71 212.557.7 <br />0.00.0 <br />13 <br />2201 S Halladay St <br />9/24/2024