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Wood Beam <br />LIC# : KW-06019412, Build:20.24.08.01 Simple Engineering (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:4x10 #1 (at Line 3) <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 <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 calculated and added to loading <br />Uniform Load : D = 0.0230, Lr = 0.020 ksf, Tributary Width = 9.0 ft, (Roof/Ceiling DL 23 psf; LL 20 psf) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.334: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.250 ft <br />45.47 psi= <br />= <br />1,500.00 psi <br />4x10Section 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 4x10 <br />Maximum Shear Stress Ratio 0.202 : 1 <br />5.741 ft= <br />= <br />500.30 psi <br />Maximum Deflection <br />4209 <br /><240 <br />1922 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.019 in <br />0 <br />Ratio =>=240 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.041 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 = 6.50 ft 1 0.252 0.152 0.90 1.200 1.001.00 1.00 1.13 271.7 1,080.0 0.53 162.01.00 24.71.00 <br />1.00+D+Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 6.50 ft 1 0.334 0.202 1.25 1.200 1.001.00 1.00 2.08 500.3 1,500.0 0.98 225.01.00 45.51.00 <br />1.00+D+0.750Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 6.50 ft 1 0.295 0.179 1.25 1.200 1.001.00 1.00 1.84 443.2 1,500.0 0.87 225.01.00 40.31.00 <br />1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 6.50 ft 1 0.085 0.051 1.60 1.200 1.001.00 1.00 0.68 163.0 1,920.0 0.32 288.01.00 14.81.00 <br />. <br />33 <br />2314 S Warbler St <br />ADDITION12/12/2024