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Wood Beam <br />LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022 <br />DESCRIPTION:(E)BM-12 <br />Project File: Santa Ana Zoo Ticket Booth.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 :Completely Unbraced <br />Load Resistance Factor D <br />DF/DF <br />24F-V4 <br />2,400.0 <br />1,850.0 <br />1,650.0 <br />650.0 <br />1,800.0 <br />950.0 <br />265.0 <br />1,100.0 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 />1,600.0 ksi <br />850.0 ksi <br />Ebend- yy <br />Eminbend - yy <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 />Load for Span Number 1 <br />Varying Uniform Load : D= 0.0->0.1040, Lr= 0.0->0.160 ksf, Extent = 10.250 -->> 17.0 ft, Trib Width = 1.330 ft, (Dead and Roof <br />Live Load) <br />Point Load : D = 0.570, Lr = 0.6680 k @ 10.250 ft, ((E)BM-10#2) <br />Load for Span Number 2 <br />Varying Uniform Load : D= 0.0->0.1040, Lr= 0.0->0.160 ksf, Extent = 0.0 -->> 4.50 ft, Trib Width = 1.330 ft, (Dead and Roof Live <br />Load) <br />Point Load : D = 0.3190, Lr = 0.4560 k @ 4.0 ft, ((E)BM-9#2) <br />Load for Span Number 3 <br />Uniform Load : D = 0.0130, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (Dead and Roof Live Load) <br />Point Load : D = 0.4540, Lr = 0.3250 k @ 2.330 ft, ((E)BM-7#2) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.063: 1 <br />Load Combination +1.20D+1.60Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 17.000 ft <br />29.09 psi= <br />= <br />2,940.38 psi <br />5.125x24Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +1.20D+1.60Lr <br />= <br />= <br />= <br />457.92 psi== <br />Section used for this span 5.125x24 <br />Maximum Shear Stress Ratio 0.064 : 1 <br />15.143 ft= <br />= <br />184.26 psi <br />Maximum Deflection <br />0 <360 <br />12968 <br />Ratio =41071 >=180 <br />Max Downward Transient Deflection 0.007 in 28158Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.016 in Ratio =>=180 <br />Max Upward Total Deflection -0.001 in <br />fb: Actual <br />Fb: Allowable <br />fv: Actual <br />Fv: Allowable <br />Span: 3 : Lr Only <br />n/a <br />Span: 3 : +D+Lr <br />Span: 2 : +D+Lr <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C C C C C Cirm <br />Shear ValuesMax Stress Ratios <br />M V fbMu fvFbVu FvSegment Length O t LF/V <br />+1.40D 0.00 0.00 0.000.00 <br />0.95Length = 17.0 ft 1 0.041 0.043 0.60 0.953 1.00 1.00 1.00 3.89 94.79 2284.81 1.21 343.441.00 14.81 <br />Page 29