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Wood Beam <br />LIC# : KW-06011706, Build:20.24.03.01 George Kiledjian (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:M1 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <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 />875 <br />875 <br />600 <br />625 <br />1300 <br />470 <br />170 <br />425 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 7-16 <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 = 0.0450, Lr = 0.060 , Tributary Width = 1.0 ft <br />Point Load : D = 0.750 k @ 8.50 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.632: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 8.500ft <br />27.74 psi= <br />= <br />1,093.75psi <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 0.131 : 1 <br />0.000 ft= <br />= <br />690.98psi <br />Maximum Deflection <br />0 <360 <br />557 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.125 in 1630Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.366 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 0.605 0.111 0.90 1.000 1.001.00 1.00 4.81 476.4 787.5 0.72 153.01.00 17.01.00 <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 0.632 0.131 1.25 1.000 1.001.00 1.00 6.98 691.0 1,093.8 1.17 212.51.00 27.71.00 <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 0.583 0.118 1.25 1.000 1.001.00 1.00 6.44 637.3 1,093.8 1.06 212.51.00 25.01.00 <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 0.204 0.037 1.60 1.000 1.001.00 1.00 2.89 285.9 1,400.0 0.43 272.01.00 10.21.00 <br />. <br />HOLD- 420 W 17th <br />St3/7/2025