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Wood Beam <br />LIC# : KW-06015220, Build:20.24.08.01 SAA Structural Engineering (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:CJ-1 <br />SAA Structural Engineering <br />www.saaeng.com <br />P: 323-448-4682 <br />Project File: 907 Dianne St.ec6 <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set : IBC 2021 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.2 <br />900.0 <br />900.0 <br />1,350.0 <br />625.0 <br />1,600.0 <br />580.0 <br />180.0 <br />575.0 31.210 <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 :IBC 2021 <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 = 0.0060, Lr = 0.010 ksf, Tributary Width = 1.330 ft, (Ceiling) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.141: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.750 ft <br />12.81 psi= <br />= <br />1,681.88 psi <br />2x6Section 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 />225.00 psi== <br />Section used for this span 2x6 <br />Maximum Shear Stress Ratio 0.057 : 1 <br />7.062 ft= <br />= <br />237.42 psi <br />Maximum Deflection <br />3144 <br /><360 <br />1965 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.029 in <br />0 <br />Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.046 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 # <br />Moment ValuesLoad Combination <br />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 />1.00Length = 7.50 ft 1 0.074 0.030 0.90 1.300 1.151.00 1.00 0.06 89.0 1,211.0 0.03 162.01.00 4.81.00 <br />1.00+D+Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 7.50 ft 1 0.141 0.057 1.25 1.300 1.151.00 1.00 0.15 237.4 1,681.9 0.07 225.01.00 12.81.00 <br />1.00+D+0.750Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 7.50 ft 1 0.119 0.048 1.25 1.300 1.151.00 1.00 0.13 200.3 1,681.9 0.06 225.01.00 10.81.00 <br />1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 7.50 ft 1 0.025 0.010 1.60 1.300 1.151.00 1.00 0.03 53.4 2,152.8 0.02 288.01.00 2.91.00 <br />. <br />PAGE 11