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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-10 <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 />Load for Span Number 1 <br />Varying Uniform Load : D= 0.10->0.0760, Lr= 0.1550->0.1180 k/ft, Extent = 0.0 -->> 10.250 ft, Trib Width = 1.0 ft, (Dead and <br />Roof Live Load) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.028: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 5.013 ft <br />9.46 psi= <br />= <br />2,828.87 psi <br />5.25x24Section 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 5.25x24 <br />Maximum Shear Stress Ratio 0.029 : 1 <br />0.000 ft= <br />= <br />78.77 psi <br />Maximum Deflection <br />0 <360 <br />21284 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.003 in 39265Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.006 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 />0.97Length = 10.250 ft 1 0.017 0.018 0.90 1.000 1.00 1.00 1.00 1.51 36.07 2089.10 0.36 238.501.00 4.33 <br />0.97+D+Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />0.94Length = 10.250 ft 1 0.028 0.029 1.25 1.000 1.00 1.00 1.00 3.31 78.77 2828.87 0.79 331.251.00 9.46 <br />0.94+D+0.750Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />0.94Length = 10.250 ft 1 0.024 0.025 1.25 1.000 1.00 1.00 1.00 2.86 68.09 2828.87 0.69 331.251.00 8.18 <br />0.94+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />0.91Length = 10.250 ft 1 0.006 0.006 1.60 1.000 1.00 1.00 1.00 0.91 21.64 3480.75 0.22 424.001.00 2.60 <br />. <br />Page 25