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Wood Beam <br />LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 <br />DESCRIPTION:R-BM-4 <br />Project File: Cypress_Gravity.ec6 <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.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 :ASCE 7-16 <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 = 0.0230, Lr = 0.020 ksf, Tributary Width = 12.0 ft, (A1) <br />Point Load : D = 1.560, Lr = 1.140 k @ 2.50 ft, (R-BM-3 S1 RXN) <br />Uniform Load : D = 0.010 ksf, Tributary Width = 8.250 ft, (Cripple Wall) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.727: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 2.500 ft <br />90.61 psi= <br />= <br />1,687.50 psi <br />6x8Section 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 6x8 <br />Maximum Shear Stress Ratio 0.426 : 1 <br />0.000 ft= <br />= <br />1,227.23 psi <br />Maximum Deflection <br />0 <240 <br />689 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.028 in 2170Ratio =>=240 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.087 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 : +1.50D+Lr <br />n/a <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+1.50D+Lr 1 0.0871 2.518 0.0000 0.000 <br />. <br />Load Combination Support 1 Support 2 <br />Vertical Reactions Support notation : Far left is #1 Values in KIPS <br />Max Upward from all Load Conditions 2.869 2.869 <br />Max Upward from Load Combinations 2.869 2.869 <br />Max Upward from Load Cases 1.699 1.699 <br />D Only 1.699 1.699 <br />+D+Lr 2.869 2.869 <br />+D+0.750Lr 2.576 2.576 <br />+0.60D 1.019 1.019 <br />Lr Only 1.170 1.170 <br />63