Laserfiche WebLink
Wood Beam <br />LIC# : KW-06019412, Build:20.24.04.04 Simple Engineering (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:2x8 Ceiling Joists @ 12" o.c (Span 16 ft) <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 = 0.0080, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (Ceiling DL 8 psf' LL 20 psf) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.701: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 8.000 ft <br />38.09 psi= <br />= <br />1,552.50 psi <br />2x8Section 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 2x8 <br />Maximum Shear Stress Ratio 0.169 : 1 <br />15.416 ft= <br />= <br />1,088.24 psi <br />Maximum Deflection <br />0 <br /><240 <br />264 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.518 in <br />370 <br />Ratio =>=240 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.725 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 = 16.0 ft 1 0.278 0.067 0.90 1.200 1.151.00 1.00 0.34 310.9 1,117.8 0.08 162.01.00 10.91.00 <br />1.00+D+Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 16.0 ft 1 0.701 0.169 1.25 1.200 1.151.00 1.00 1.19 1,088.2 1,552.5 0.28 225.01.00 38.11.00 <br />1.00+D+0.750Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 16.0 ft 1 0.576 0.139 1.25 1.200 1.151.00 1.00 0.98 893.9 1,552.5 0.23 225.01.00 31.31.00 <br />1.00+0.60D 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 16.0 ft 1 0.094 0.023 1.60 1.200 1.151.00 1.00 0.20 186.6 1,987.2 0.05 288.01.00 6.51.00 <br />. <br />27 <br />2314 S Warbler St <br />ADDITION12/12/2024