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Wood Beam <br />LIC# : KW-06011706, Build:20.24.03.01 George Kiledjian (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:M2 <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 7-16 <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 2.2E <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 7-16 <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 = 0.0750, Lr = 0.10 , Tributary Width = 1.0 ft <br />Point Load : D = 1.630 k @ 8.50 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.394: 1 <br />Load Combination D Only <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 8.500ft <br />64.50 psi= <br />= <br />2,565.72psi <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+Lr <br />= <br />= <br />= <br />362.50 psi== <br />Section used for this span 3.5x14.0 <br />Maximum Shear Stress Ratio 0.178 : 1 <br />0.000 ft= <br />= <br />1,011.45psi <br />Maximum Deflection <br />0 <360 <br />578 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.107 in 1900Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.352 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 = 17.0 ft 1 0.394 0.161 0.90 0.983 1.001.00 1.00 9.64 1,011.5 2,565.7 1.37 261.01.00 41.91.00 <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 = 17.0 ft 1 0.390 0.178 1.25 0.983 1.001.00 1.00 13.25 1,390.6 3,563.5 2.11 362.51.00 64.51.00 <br />1.00+D+0.750Lr 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 17.0 ft 1 0.364 0.162 1.25 0.983 1.001.00 1.00 12.35 1,295.8 3,563.5 1.92 362.51.00 58.91.00 <br />1.00+0.60D 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 17.0 ft 1 0.133 0.054 1.60 0.983 1.001.00 1.00 5.78 606.9 4,561.3 0.82 464.01.00 25.11.00 <br />. <br />HOLD- 420 W 17th <br />St3/7/2025