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Wood Beam <br />LIC# : KW-06017366, Build:20.24.03.04 B&J HBK, INC. (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:7.5T & 5T Support Main Member <br />Project File: 3009 Daimler Cath Lab.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 2021 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.1 <br />1,000.0 <br />1,000.0 <br />1,500.0 <br />625.0 <br />1,700.0 <br />620.0 <br />180.0 <br />675.0 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 2021 <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 = 0.00770, Lr = 0.01030 ksf, Tributary Width = 8.0 ft, (DL + LL) <br />Uniform Load : D = 0.1085 k/ft, Extent = 0.0 -->> 3.080 ft, Tributary Width = 1.0 ft, (5T) <br />Uniform Load : D = 0.1132 k/ft, Extent = 19.50 -->> 22.0 ft, Tributary Width = 1.0 ft, (7.5T) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.697: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 10.920ft <br />48.34 psi= <br />= <br />1,250.00psi <br />4x16Section 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 4x16 <br />Maximum Shear Stress Ratio 0.215 : 1 <br />0.000 ft= <br />= <br />870.95psi <br />Maximum Deflection <br />0 <360 <br />533 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.248 in 1062Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.495 in Ratio = >=180 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <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 iCLx CCCMCF rt <br />Shear ValuesMax Stress Ratios <br />M CDV fbM fvF'b V F'vSegment Length Cfu <br />D Only 0.0 0.00 0.00.0 <br />1.00Length = 22.0 ft 1 0.478 0.158 0.90 1.000 1.001.00 1.00 4.86 430.0 900.0 0.91 162.01.00 25.71.00 <br />1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 22.0 ft 1 0.697 0.215 1.25 1.000 1.001.00 1.00 9.85 870.9 1,250.0 1.72 225.01.00 48.31.00 <br />1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 22.0 ft 1 0.609 0.190 1.25 1.000 1.001.00 1.00 8.60 760.7 1,250.0 1.52 225.01.00 42.71.00 <br />1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 22.0 ft 1 0.161 0.053 1.60 1.000 1.001.00 1.00 2.92 258.0 1,600.0 0.55 288.01.00 15.41.00 <br />. <br />3009 S Daimler St <br />11/18/2024