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Wood Beam <br />LIC# : KW-06014653, Build:20.23.08.01 RR (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:BM-13 <br />Project File: 23-1017_1005 S Virlee St.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, 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 NOT internally calculated and added <br />Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft, (Floor) <br />Uniform Load : D = 0.0150 ksf, Tributary Width = 10.0 ft, (Ext. Wall) <br />Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 4.0 ft, (Roof) <br />Uniform Load : D = 0.0050, Lr = 0.010 ksf, Tributary Width = 8.0 ft, (Ceiling) <br />Point Load : D = 0.80, Lr = 0.80, L = 0.120 k @ 2.50 ft, (BM-3_R1) <br />Point Load : E = 2.10 k @ 2.50 ft, (HD) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.418: 1 <br />Load Combination +1.148D+1.750E <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 2.504ft <br />88.82 psi= <br />= <br />2,160.00psi <br />6x12Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +1.148D+1.750E <br />= <br />= <br />= <br />272.00 psi== <br />Section used for this span 6x12 <br />Maximum Shear Stress Ratio 0.327 : 1 <br />0.000 ft= <br />= <br />902.92psi <br />Maximum Deflection <br />0 <360 <br />2279 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.021 in 4006Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.037 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 : E Only <br />n/a <br />Span: 1 : +D+Lr <br />n/a <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+Lr 1 0.0369 3.398 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 2.533 2.076 <br />Max Upward from Load Combinations 2.533 2.076 <br />Max Upward from Load Cases 1.459 1.231 <br />D Only 1.459 1.231 <br />+D+L 1.722 1.460 <br />Page 31 of 48 <br />1005 S Virlee St <br />Unit# 28/26/2024