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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)RR <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 :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 :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 = 0.0120, Lr = 0.020 , Tributary Width = 1.0 ft, (Dead and Roof Live Load) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.505: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 5.250 ft <br />29.66 psi= <br />= <br />1,462.50 psi <br />2x6Section 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 2x6 <br />Maximum Shear Stress Ratio 0.132 : 1 <br />0.000 ft= <br />= <br />738.87 psi <br />Maximum Deflection <br />0 <360 <br />451 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.165 in 762Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.279 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 = 10.50 ft 1 0.286 0.075 0.90 1.300 1.00 1.00 1.00 0.19 301.51 1053.00 0.07 162.001.00 12.10 <br />1.00+D+Lr 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 10.50 ft 1 0.505 0.132 1.25 1.300 1.00 1.00 1.00 0.47 738.87 1462.50 0.16 225.001.00 29.66 <br />1.00+D+0.750Lr 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 10.50 ft 1 0.430 0.112 1.25 1.300 1.00 1.00 1.00 0.40 629.53 1462.50 0.14 225.001.00 25.27 <br />1.00+0.60D 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 10.50 ft 1 0.097 0.025 1.60 1.300 1.00 1.00 1.00 0.11 180.91 1872.00 0.04 288.001.00 7.26 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+Lr 1 0.2793 5.288 0.0000 0.000 <br />. <br />Page 5