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Wood Beam <br />LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:R.R. <br />Project File: Design Check_2 Story.ec6 <br />Project Title: <br />Engineer: <br />Pro ect ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set : IBC 2021 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <br />llowable 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 />nalysis 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 NOT internally calculated and added <br />Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (ROOF) <br />DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.277: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.500ft <br />26.69 psi= <br />= <br />1,681.88psi <br />2x6Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+L <br />= <br />= <br />= <br />225.00 psi== <br />Section used for this span 2x6 <br />Maximum Shear Stress Ratio 0.119 : 1 <br />6.566 ft= <br />= <br />465.35psi <br />Maximum Deflection <br />1933 <br /><240 <br />1074 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.043 in <br />0 <br />Ratio = >=240 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.078 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 = 7.0 ft 1 0.171 0.073 0.90 1.300 1.151.00 1.00 0.13 206.8 1,211.0 0.07 162.01.00 11.91.00 <br />1.00+D+Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 7.0 ft 1 0.277 0.119 1.25 1.300 1.151.00 1.00 0.29 465.3 1,681.9 0.15 225.01.00 26.71.00 <br />1.00+D+0.750Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 7.0 ft 1 0.238 0.102 1.25 1.300 1.151.00 1.00 0.25 400.7 1,681.9 0.13 225.01.00 23.01.00 <br />1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 7.0 ft 1 0.058 0.025 1.60 1.300 1.151.00 1.00 0.08 124.1 2,152.8 0.04 288.01.00 7.11.00 <br />Pa e 3 of 39