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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-7 <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 />Allowable Stress Design <br />DF/DF <br />24F-V4 <br />2400 <br />1850 <br />1650 <br />650 <br />1800 <br />950 <br />265 <br />1100 31.21 <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 />1600 ksi <br />850 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 />Point Load : D = 0.1870, Lr = 0.240 k @ 4.250 ft, ((E)BM-4#2) <br />Point Load : D = 0.1850, Lr = 0.2370 k @ 8.250 ft, ((E)BM-5#2) <br />Point Load : D = 0.120, Lr = 0.1480 k @ 12.250 ft, ((E)BM-6#2) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.032: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 8.236 ft <br />8.84 psi= <br />= <br />2,604.14 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 +D+Lr <br />= <br />= <br />= <br />331.25 psi== <br />Section used for this span 5.125x24 <br />Maximum Shear Stress Ratio 0.027 : 1 <br />12.758 ft= <br />= <br />83.47 psi <br />Maximum Deflection <br />0 <360 <br />14473 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.005 in 33102Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.012 in Ratio =>=180 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />Fb: Allowable <br />fv: Actual <br />Fv: Allowable <br />Span: 1 : Lr Only <br />n/a <br />Span: 1 : +D+Lr <br />n/a <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C i C LCCCCF/V mr td <br />Shear ValuesMax Stress Ratios <br />M CV fbM fvF'b V F'vSegment Length <br />D Only 0.00 0.00 0.000.00 <br />0.93Length = 14.750 ft 1 0.023 0.020 0.90 0.967 1.00 1.00 1.00 1.91 46.46 2018.70 0.40 238.501.00 4.88 <br />0.93+D+Lr 0.967 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />0.87Length = 14.750 ft 1 0.032 0.027 1.25 0.967 1.00 1.00 1.00 3.42 83.47 2604.14 0.73 331.251.00 8.84 <br />0.87+D+0.750Lr 0.967 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />0.87Length = 14.750 ft 1 0.029 0.024 1.25 0.967 1.00 1.00 1.00 3.04 74.22 2604.14 0.64 331.251.00 7.85 <br />0.87+0.60D 0.967 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />0.77Length = 14.750 ft 1 0.009 0.007 1.60 0.967 1.00 1.00 1.00 1.14 27.88 2961.51 0.24 424.001.00 2.93 <br />. <br />Page 19