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Wood Beam <br />LIC# : KW-06011706, Build:20.24.03.01 George Kiledjian (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:M4 <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 7-05 <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 2.2E <br />2900 <br />2900 <br />2900 <br />750 <br />2200 <br />1118.19 <br />290 <br />2025 45.07 <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 7-05 <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 = 0.20, Lr = 0.040, L = 0.0850 , Tributary Width = 1.0 ft <br />Point Load : D = 0.750 k @ 4.0 ft <br />Point Load : D = 0.20 k @ 18.0 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.705: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 10.679ft <br />106.06 psi= <br />= <br />2,850.80psi <br />3.5x14.0Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+L <br />= <br />= <br />= <br />290.00 psi== <br />Section used for this span 3.5x14.0 <br />Maximum Shear Stress Ratio 0.366 : 1 <br />0.000 ft= <br />= <br />2,010.95psi <br />Maximum Deflection <br />0 <360 <br />265 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.256 in 1031Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.993 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 : L Only <br />n/a <br />Span: 1 : +D+0.750Lr+0.750L <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 = 22.0 ft 1 0.574 0.308 0.90 0.983 1.001.00 1.00 14.02 1,472.0 2,565.7 2.63 261.01.00 80.41.00 <br />1.00+D+L 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 22.0 ft 1 0.705 0.366 1.00 0.983 1.001.00 1.00 19.16 2,011.0 2,850.8 3.46 290.01.00 106.11.00 <br />1.00+D+Lr 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 22.0 ft 1 0.484 0.255 1.25 0.983 1.001.00 1.00 16.44 1,725.6 3,563.5 3.02 362.51.00 92.51.00 <br />1.00+D+0.750Lr+0.750L 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 22.0 ft 1 0.580 0.300 1.25 0.983 1.001.00 1.00 19.69 2,066.5 3,563.5 3.55 362.51.00 108.71.00 <br />1.00+D+0.750L 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />HOLD- 420 W 17th <br />St3/7/2025