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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-11 <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 />Uniform Load : D = 0.0130, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (Dead and Roof Live Load) <br />Load for Span Number 2 <br />Uniform Load : D = 0.0130, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (Dead and Roof Live Load) <br />Point Load : D = 0.4320, Lr = 0.30 k @ 6.580 ft, ((E)BM-7#1) <br />Point Load : D = 0.0720, Lr = 0.1010 k @ 5.50 ft, ((E)BM-1#1) <br />Point Load : D = 0.5710, Lr = 0.820 k @ 0.750 ft, ((E)BM-8) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.091: 1 <br />Load Combination +1.20D+1.60Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 9.750 ft <br />20.54 psi= <br />= <br />3,094.29 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 0.045 : 1 <br />9.750 ft= <br />= <br />280.35 psi <br />Maximum Deflection <br />36342 >=360 <br />3722 <br />Ratio =16683 >=180 <br />Max Downward Transient Deflection 0.019 in 8368Ratio =>=360 <br />Max Upward Transient Deflection -0.003 in Ratio = <br />Max Downward Total Deflection 0.042 in Ratio =>=180 <br />Max Upward Total Deflection -0.007 in <br />fb: Actual <br />Fb: Allowable <br />fv: Actual <br />Fv: Allowable <br />Span: 2 : Lr Only <br />Span: 1 : Lr Only <br />Span: 2 : +D+Lr <br />Span: 1 : +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 />0.98Length = 9.750 ft 1 0.067 0.035 0.60 1.000 1.00 1.00 1.00 6.47 157.70 2346.77 0.99 343.441.00 12.05 <br />0.99Length = 6.580 ft 2 0.067 0.035 0.60 1.000 1.00 1.00 1.00 6.47 157.70 2366.95 0.99 343.441.00 12.05 <br />0.99+1.20D+0.50Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />0.97Length = 9.750 ft 1 0.058 0.030 0.80 1.000 1.00 1.00 1.00 7.40 180.54 3094.29 1.11 457.921.00 13.52 <br />0.98Length = 6.580 ft 2 0.058 0.030 0.80 1.000 1.00 1.00 1.00 7.40 180.54 3137.96 1.11 457.921.00 13.52 <br />0.98+1.20D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />Page 27