Laserfiche WebLink
Wood Beam <br />LIC# : KW-06016542, Build:20.24.06.04 (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:[BM-2] <br />Project File: 2002 Parton ST.ec6 <br />Project Title:2002 Parton St <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 20 , 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 = 0.0140, L = 0.040 ksf, Tributary Width = 6.750 ft, (Floor) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.455: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 8.000ft <br />68.73 psi= <br />= <br />2,920.85psi <br />5.25x11.25Section 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 5.25x11.25 <br />Maximum Shear Stress Ratio 0.237 : 1 <br />15.066 ft= <br />= <br />1,328.01psi <br />Maximum Deflection <br />0 <br /><360 <br />421 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.321 in <br />597 <br />Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.456 in Ratio = >=240 <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+L <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 = 16.0 ft 1 0.149 0.078 0.90 1.007 1.001.00 1.00 3.62 391.8 2,628.8 0.80 261.01.00 20.31.00 <br />1.00+D+L 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 16.0 ft 1 0.455 0.237 1.00 1.007 1.001.00 1.00 12.26 1,328.0 2,920.8 2.71 290.01.00 68.71.00 <br />1.00+D+0.750L 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 16.0 ft 1 0.300 0.156 1.25 1.007 1.001.00 1.00 10.10 1,094.0 3,651.1 2.23 362.51.00 56.61.00 <br />1.00+0.60D 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 16.0 ft 1 0.050 0.026 1.60 1.007 1.001.00 1.00 2.17 235.1 4,673.4 0.48 464.01.00 12.21.00 <br />. <br />22