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Wood Beam <br />LIC# : KW-06011706, Build:20.24.03.01 George Kiledjian (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:M5 <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 />2,900.0 <br />2,900.0 <br />2,900.0 <br />750.0 <br />2,200.0 <br />1,118.19 <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 7-05 <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 = 0.110, Lr = 0.040, L = 0.0750 , Tributary Width = 1.0 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.412: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 11.000ft <br />55.93 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 0.193 : 1 <br />20.876 ft= <br />= <br />1,174.72psi <br />Maximum Deflection <br />0 <360 <br />446 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.226 in 1169Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.591 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 0.272 0.127 0.90 0.983 1.001.00 1.00 6.66 698.5 2,565.7 1.09 261.01.00 33.31.00 <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 0.412 0.193 1.00 0.983 1.001.00 1.00 11.19 1,174.7 2,850.8 1.83 290.01.00 55.91.00 <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 0.267 0.125 1.25 0.983 1.001.00 1.00 9.08 952.5 3,563.5 1.48 362.51.00 45.31.00 <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 0.350 0.164 1.25 0.983 1.001.00 1.00 11.87 1,246.2 3,563.5 1.94 362.51.00 59.31.00 <br />1.00+D+0.750L 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 22.0 ft 1 0.322 0.151 1.15 0.983 1.001.00 1.00 10.06 1,055.7 3,278.4 1.64 333.51.00 50.31.00 <br />HOLD- 420 W 17th <br />St3/7/2025