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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:RB-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 <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.1 <br />1,350.0 <br />1,350.0 <br />925.0 <br />625.0 <br />1,600.0 <br />580.0 <br />170.0 <br />675.0 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 calculated and added to loading <br />Uniform Load : D = 0.0130, Lr = 0.020 ksf, Tributary Width = 10.50 ft, (Roof) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.763: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 8.500 ft <br />64.66 psi= <br />= <br />1,687.50 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 0.304 : 1 <br />0.000 ft= <br />= <br />1,288.06 psi <br />Maximum Deflection <br />573 <br /><360 <br />334 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.356 in <br />0 <br />Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.610 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 = 17.0 ft 1 0.442 0.176 0.90 1.000 1.001.00 1.00 5.43 537.1 1,215.0 1.14 153.01.00 27.01.00 <br />1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 17.0 ft 1 0.763 0.304 1.25 1.000 1.001.00 1.00 13.01 1,288.1 1,687.5 2.73 212.51.00 64.71.00 <br />1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 17.0 ft 1 0.652 0.260 1.25 1.000 1.001.00 1.00 11.12 1,100.3 1,687.5 2.33 212.51.00 55.21.00 <br />1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 17.0 ft 1 0.149 0.059 1.60 1.000 1.001.00 1.00 3.26 322.3 2,160.0 0.68 272.01.00 16.21.00 <br />. <br />PAGE 13