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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:B9 <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 />Douglas Fir-Larch <br />No.1 <br />1350 <br />1350 <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, L = 0.040 ksf, Extent = 0.0 -->> 3.50 ft, Tributary Width = 2.080 ft, (FLOOR) <br />Point Load : D = 0.1770, L = 0.3030 k @ 3.50 ft, (B8) <br />Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 3.50 -->> 11.410 ft, Tributary Width = 3.750 ft, (FLOOR) <br />Point Load : D = 0.1636, L = 0.4363 k @ 6.910 ft, (B5) <br />Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 6.910 -->> 11.410 ft, Tributary Width = 1.750 ft, (FLOOR) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.431: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 6.788 ft <br />40.22 psi= <br />= <br />1,350.00 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+L <br />= <br />= <br />= <br />170.00 psi== <br />Section used for this span 6x12 <br />Maximum Shear Stress Ratio 0.237 : 1 <br />10.452 ft= <br />= <br />581.43 psi <br />Maximum Deflection <br />0 <360 <br />1130Ratio =0 <240 <br />Max Downward Transient Deflection 0.086 in 1586Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.121 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 : L Only <br />n/a <br />Span: 1 : +D+L <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 0.136 0.074 0.90 1.000 1.001.00 1.00 1.67 165.2 1,215.0 0.48 153.011.3 <br />0.00.0 <br />1 0.431 0.237 1.00 1.000 1.001.00 1.00 5.87 581.4 1,350.0 1.70 170.040.2 <br />0.00.0 <br />1 0.283 0.155 1.25 1.000 1.001.00 1.00 4.82 477.3 1,687.5 1.39 212.533.0 <br />53