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Wood Beam <br />LIC# : KW-06011706, Build:20.24.07.24 George Kiledjian (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:M7 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, 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 />MicroLam LVL 2.0 E <br />2,600.0 <br />2,600.0 <br />2,510.0 <br />750.0 <br />2,000.0 <br />1,016.54 <br />285.0 <br />1,555.0 42.010 <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 = 0.0530, Lr = 0.070 , Tributary Width = 1.0 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.441: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 8.500ft <br />70.94 psi= <br />= <br />3,278.65psi <br />1.75x11.25Section 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 />356.25 psi== <br />Section used for this span 1.75x11.25 <br />Maximum Shear Stress Ratio 0.199 : 1 <br />0.000 ft= <br />= <br />1,444.45psi <br />Maximum Deflection <br />640 <br /><360 <br />364 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.319 in <br />0 <br />Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.560 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 0.264 0.119 0.90 1.009 1.001.00 1.00 1.91 622.4 2,360.6 0.40 256.51.00 30.61.00 <br />1.00+D+Lr 1.009 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 17.0 ft 1 0.441 0.199 1.25 1.009 1.001.00 1.00 4.44 1,444.4 3,278.7 0.93 356.31.00 70.91.00 <br />1.00+D+0.750Lr 1.009 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 17.0 ft 1 0.378 0.171 1.25 1.009 1.001.00 1.00 3.81 1,238.9 3,278.7 0.80 356.31.00 60.81.00 <br />1.00+0.60D 1.009 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 17.0 ft 1 0.089 0.040 1.60 1.009 1.001.00 1.00 1.15 373.4 4,196.7 0.24 456.01.00 18.31.00 <br />. <br />HOLD- 420 W 17th <br />St3/7/2025