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Wood Beam <br />LIC# : KW-06019792, Build:20.24.04.09 EC + Associates Engineering (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:R.R-1 OPPOSITE DIRECTION <br />Project File: 25-422 1414 W EDINGER AVE.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.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 />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 = 0.0250, Lr = 0.020 ksf, Tributary Width = 1.333 ft, (ROOF LOADS) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.054: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 2.250 ft <br />7.43 psi= <br />= <br />1,125.00 psi <br />2x12Section 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 2x12 <br />Maximum Shear Stress Ratio 0.033 : 1 <br />3.564 ft= <br />= <br />61.10 psi <br />Maximum Deflection <br />0 <br /><360 <br />26036 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0 in <br />0 <br />Ratio =<360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.002 in Ratio =>=180 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />n/a <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 = 4.50 ft 1 0.044 0.027 0.90 1.000 1.001.00 1.00 0.09 35.5 810.0 0.05 162.01.00 4.31.00 <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 = 4.50 ft 1 0.054 0.033 1.25 1.000 1.001.00 1.00 0.16 61.1 1,125.0 0.08 225.01.00 7.41.00 <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 = 4.50 ft 1 0.049 0.030 1.25 1.000 1.001.00 1.00 0.14 54.7 1,125.0 0.07 225.01.00 6.71.00 <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 = 4.50 ft 1 0.015 0.009 1.60 1.000 1.001.00 1.00 0.06 21.3 1,440.0 0.03 288.01.00 2.61.00 <br />.