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Wood Beam <br />LIC# : KW-06019412, Build:20.24.04.04 Simple Engineering (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:2x12 Roof Rafters @ 12" o.c <br />Project File: enercalc warbler.ec6 <br />Project Title:Warbler St Residence <br />Engineer:Simple Engineering LLC <br />Project ID: <br />Project Descr:Kitchen and Master Bedroom Addition <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <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 NOT internally calculated and added <br />Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 1.0 ft, (Roof DL 15 psf' LL 20 psf) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.708: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 11.750 ft <br />33.89 psi= <br />= <br />1,293.75 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 0.151 : 1 <br />0.000 ft= <br />= <br />916.33 psi <br />Maximum Deflection <br />0 <br /><240 <br />332 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.485 in <br />581 <br />Ratio =>=240 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.848 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 = 23.50 ft 1 0.422 0.090 0.90 1.000 1.151.00 1.00 1.04 392.7 931.5 0.16 162.01.00 14.51.00 <br />1.00+D+Lr 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 23.50 ft 1 0.708 0.151 1.25 1.000 1.151.00 1.00 2.42 916.3 1,293.8 0.38 225.01.00 33.91.00 <br />1.00+D+0.750Lr 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 23.50 ft 1 0.607 0.129 1.25 1.000 1.151.00 1.00 2.07 785.4 1,293.8 0.33 225.01.00 29.01.00 <br />1.00+0.60D 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 23.50 ft 1 0.142 0.030 1.60 1.000 1.151.00 1.00 0.62 235.6 1,656.0 0.10 288.01.00 8.71.00 <br />. <br />23 <br />2314 S Warbler St <br />ADDITION12/12/2024