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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)CJ <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 : IBC 2018 <br />Material Properties <br />Beam Bracing :Completely Unbraced <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.2 <br />900 <br />900 <br />1350 <br />625 <br />1600 <br />580 <br />180 <br />575 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 />Ebend- xx ksi <br />Density pcf <br />Load Combination :IBC 2018 <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 = 0.0050, L = 0.010 , Tributary Width = 1.0 ft, (Dead and Ceiling Live Load) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.703: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 5.250 ft <br />22.97 psi= <br />= <br />1,238.93 psi <br />2x4Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+L <br />= <br />= <br />= <br />180.00 psi== <br />Section used for this span 2x4 <br />Maximum Shear Stress Ratio 0.128 : 1 <br />0.000 ft= <br />= <br />871.44 psi <br />Maximum Deflection <br />0 <360 <br />243 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.321 in 392Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.518 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 : L Only <br />n/a <br />Span: 1 : +D+L <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 = 10.50 ft 1 0.292 0.054 0.90 1.500 1.00 1.00 1.00 0.08 331.44 1134.17 0.03 162.001.00 8.74 <br />0.93+D+L 1.500 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />0.92Length = 10.50 ft 1 0.703 0.128 1.00 1.500 1.00 1.00 1.00 0.22 871.44 1238.93 0.08 180.001.00 22.97 <br />0.92+D+0.750L 1.500 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />0.87Length = 10.50 ft 1 0.504 0.086 1.25 1.500 1.00 1.00 1.00 0.19 736.44 1460.38 0.07 225.001.00 19.41 <br />0.87+0.60D 1.500 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />0.77Length = 10.50 ft 1 0.120 0.018 1.60 1.500 1.00 1.00 1.00 0.05 198.87 1656.99 0.02 288.001.00 5.24 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+L 1 0.5177 5.288 0.0000 0.000 <br />. <br />Page 3