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Wood Beam <br />LIC# : KW-06019412, Build:20.24.08.01 Simple Engineering (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:3.5x11.875 Parallam PSL 2.0E (At Existing Living Room) <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 />iLevel Truss Joist <br />Parallam PSL 2.0E <br />2,900.0 <br />2,900.0 <br />2,900.0 <br />750.0 <br />2,000.0 <br />1,016.54 <br />290.0 <br />2,025.0 45.070 <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 = 0.010, Lr = 0.020 ksf, Tributary Width = 13.0 ft, (Ceiling DL 10 psf; LL 20 psf) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.551: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 8.250 ft <br />105.98 psi= <br />= <br />3,629.22 psi <br />3.5x11.875Section 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 />362.50 psi== <br />Section used for this span 3.5x11.875 <br />Maximum Shear Stress Ratio 0.292 : 1 <br />0.000 ft= <br />= <br />2,000.73 psi <br />Maximum Deflection <br />443 <br /><240 <br />286 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.446 in <br />0 <br />Ratio =>=240 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.692 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 = 16.50 ft 1 0.272 0.144 0.90 1.001 1.001.00 1.00 4.87 710.0 2,613.0 1.04 261.01.00 37.61.00 <br />1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 16.50 ft 1 0.551 0.292 1.25 1.001 1.001.00 1.00 13.71 2,000.7 3,629.2 2.94 362.51.00 106.01.00 <br />1.00+D+0.750Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 16.50 ft 1 0.462 0.245 1.25 1.001 1.001.00 1.00 11.50 1,678.0 3,629.2 2.46 362.51.00 88.91.00 <br />1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 16.50 ft 1 0.092 0.049 1.60 1.001 1.001.00 1.00 2.92 426.0 4,645.4 0.63 464.01.00 22.61.00 <br />. <br />31 <br />2314 S Warbler St <br />ADDITION12/12/2024