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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-2 <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 />Load for Span Number 1 <br />Varying Uniform Load : D= 0.0310->0.01950, Lr= 0.04750->0.030 k/ft, Extent = 2.250 -->> 4.250 ft, Trib Width = 1.0 ft, (Dead <br />and Roof LIve Load) <br />Uniform Load : D = 0.0130, Lr = 0.020 ksf, Extent = 0.0 -->> 2.250 ft, Tributary Width = 2.375 ft, (Dead and Roof Live Load) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.079: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 2.063 ft <br />11.52 psi= <br />= <br />1,237.50 psi <br />2x10Section 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 2x10 <br />Maximum Shear Stress Ratio 0.051 : 1 <br />0.000 ft= <br />= <br />97.80 psi <br />Maximum Deflection <br />0 <360 <br />14242 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.002 in 24471Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.004 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 = 4.250 ft 1 0.046 0.030 0.90 1.100 1.00 1.00 1.00 0.07 40.86 891.00 0.04 162.001.00 4.81 <br />1.00+D+Lr 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 4.250 ft 1 0.079 0.051 1.25 1.100 1.00 1.00 1.00 0.17 97.80 1237.50 0.11 225.001.00 11.52 <br />1.00+D+0.750Lr 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 4.250 ft 1 0.068 0.044 1.25 1.100 1.00 1.00 1.00 0.15 83.56 1237.50 0.09 225.001.00 9.85 <br />1.00+0.60D 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 4.250 ft 1 0.015 0.010 1.60 1.100 1.00 1.00 1.00 0.04 24.52 1584.00 0.03 288.001.00 2.89 <br />. <br />Page 9