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Wood Beam <br />LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 <br />DESCRIPTION:C-BM-1 <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 : 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.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 calculated and added to loading <br />Uniform Load : D = 0.0070 ksf, Tributary Width = 2.0 ft, (Ceiling Load) <br />Point Load : D = 0.760, Lr = 0.480 k @ 3.50 ft, (R-BM-1 S4 RXN (x4)) <br />Point Load : D = 0.760, Lr = 0.480 k @ 11.50 ft, (R-BM-1 S4 RXN (x4)) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.651: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 7.500 ft <br />40.49 psi= <br />= <br />1,125.00 psi <br />6x10Section 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 6x10 <br />Maximum Shear Stress Ratio 0.180 : 1 <br />14.234 ft= <br />= <br />732.84 psi <br />Maximum Deflection <br />0 <240 <br />376 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.121 in 1485Ratio =>=240 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.478 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 0.4781 7.555 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 1.430 1.430 <br />Max Upward from Load Combinations 1.430 1.430 <br />Max Upward from Load Cases 0.950 0.950 <br />D Only 0.950 0.950 <br />+D+Lr 1.430 1.430 <br />+D+0.750Lr 1.310 1.310 <br />+0.60D 0.570 0.570 <br />Lr Only 0.480 0.480 <br />65