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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-8 <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 />Douglas Fir-Larch <br />No.1 <br />1000 <br />1000 <br />1500 <br />625 <br />1700 <br />620 <br />180 <br />675 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 :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 = 7.625 ft, (Dead and Roof Live Load) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.615: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 5.375 ft <br />55.48 psi= <br />= <br />1,460.21 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 0.247 : 1 <br />10.005 ft= <br />= <br />898.27 psi <br />Maximum Deflection <br />0 <360 <br />647 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.117 in 1098Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.199 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 />0.98Length = 10.750 ft 1 0.347 0.141 0.90 1.200 1.00 1.00 1.00 1.53 368.63 1061.69 0.49 162.001.00 22.77 <br />0.98+D+Lr 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />0.97Length = 10.750 ft 1 0.615 0.247 1.25 1.200 1.00 1.00 1.00 3.74 898.27 1460.21 1.20 225.001.00 55.48 <br />0.97+D+0.750Lr 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />0.97Length = 10.750 ft 1 0.524 0.210 1.25 1.200 1.00 1.00 1.00 3.19 765.86 1460.21 1.02 225.001.00 47.30 <br />0.97+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />0.96Length = 10.750 ft 1 0.120 0.047 1.60 1.200 1.00 1.00 1.00 0.92 221.18 1845.74 0.29 288.001.00 13.66 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+Lr 1 0.1992 5.414 0.0000 0.000 <br />. <br />Page 21