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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:B8 <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.2 <br />900 <br />900 <br />1350 <br />625 <br />1600 <br />580 <br />180 <br />575 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 />Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR) <br />Uniform Load : D = 0.010 ksf, Extent = 4.160 -->> 7.660 ft, Tributary Width = 8.0 ft, (WALL) <br />Point Load : D = 0.0810, L = 0.2181 k @ 4.160 ft, (B7) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.224: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 4.165 ft <br />19.71 psi= <br />= <br />990.00 psi <br />4x12Section 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 />180.00 psi== <br />Section used for this span 4x12 <br />Maximum Shear Stress Ratio 0.109 : 1 <br />6.737 ft= <br />= <br />222.11 psi <br />Maximum Deflection <br />0 <360 <br />4622Ratio =0 <240 <br />Max Downward Transient Deflection 0.012 in 7977Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.020 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 0.103 0.057 0.90 1.100 1.001.00 1.00 0.57 92.0 891.0 0.24 162.09.3 <br />0.00.0 <br />1 0.224 0.109 1.00 1.100 1.001.00 1.00 1.37 222.1 990.0 0.52 180.019.7 <br />0.00.0 <br />1 0.153 0.076 1.25 1.100 1.001.00 1.00 1.17 189.6 1,237.5 0.45 225.017.1 <br />0.00.0 <br />1 0.035 0.019 1.60 1.100 1.001.00 1.00 0.34 55.2 1,584.0 0.15 288.05.6 <br />. <br />51