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Wood Beam <br />LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:RB-1 <br />Project File: Victoria Calcs.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.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 :ASCE 7-16 <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight NOT internally calculated and added <br />Load for Span Number 1 <br />Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 9.250 ft <br />Load for Span Number 2 <br />Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 9.0 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.919: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 13.750 ft <br />78.82 psi= <br />= <br />1,250.00 psi <br />6x10Section 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 6x10 <br />Maximum Shear Stress Ratio 0.350 : 1 <br />13.750 ft= <br />= <br />1,149.34 psi <br />Maximum Deflection <br />0 <360 <br />924 <br />Ratio =262119 >=180 <br />Max Downward Transient Deflection 0.097 in 1692Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.175 in Ratio =>=180 <br />Max Upward Total Deflection -0.001 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 2 : Lr Only <br />n/a <br />Span: 2 : +D+Lr <br />Span: 1 : D Only <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 = 13.750 ft 1 0.594 0.240 0.90 1.000 1.001.00 1.00 3.69 534.7 900.0 1.35 162.01.00 38.81.00 <br />1.00Length = 13.50 ft 2 0.594 0.240 0.90 1.000 1.001.00 1.00 3.69 534.7 900.0 1.35 162.01.00 38.81.00 <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 = 13.750 ft 1 0.919 0.350 1.25 1.000 1.001.00 1.00 7.92 1,149.3 1,250.0 2.75 225.01.00 78.81.00 <br />1.00Length = 13.50 ft 2 0.919 0.350 1.25 1.000 1.001.00 1.00 7.92 1,149.3 1,250.0 2.75 225.01.00 78.81.00 <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 = 13.750 ft 1 0.797 0.306 1.25 1.000 1.001.00 1.00 6.86 995.7 1,250.0 2.40 225.01.00 68.81.00 <br />11 of 35 <br />2039 N Victoria Dr <br />8/26/2024