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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-5 <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 :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 :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 />Uniform Load : D = 0.0130, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (Dead and Roof LIve Load) <br />Point Load : D = 0.0720, Lr = 0.1010 k @ 4.750 ft, ((E)BM-1#1) <br />Point Load : D = 0.070, Lr = 0.0980 k @ 4.750 ft, ((E)BM-2#1) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.088: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 4.401 ft <br />17.78 psi= <br />= <br />1,350.00 psi <br />4x10Section 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 4x10 <br />Maximum Shear Stress Ratio 0.079 : 1 <br />5.234 ft= <br />= <br />118.24 psi <br />Maximum Deflection <br />0 <360 <br />8641 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.005 in 15595Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.008 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 />1.00Length = 6.0 ft 1 0.053 0.048 0.90 1.200 1.00 1.00 1.00 0.22 51.96 972.00 0.17 162.001.00 7.72 <br />1.00+D+Lr 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 6.0 ft 1 0.088 0.079 1.25 1.200 1.00 1.00 1.00 0.49 118.24 1350.00 0.38 225.001.00 17.78 <br />1.00+D+0.750Lr 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 6.0 ft 1 0.075 0.068 1.25 1.200 1.00 1.00 1.00 0.42 101.65 1350.00 0.33 225.001.00 15.26 <br />1.00+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 6.0 ft 1 0.018 0.016 1.60 1.200 1.00 1.00 1.00 0.13 31.18 1728.00 0.10 288.001.00 4.63 <br />. <br />Page 15