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Wood Beam <br />LIC# : KW-06019842, Build:20.23.08.30 Structural Engineering Consultants (c) ENERCALC INC 1983-202 <br />DESCRIPTION:BEAM: B1 <br />Project File: Design Check.ec <br />Project Title: <br />Engineer: <br />Pro ect ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set : IBC 2021 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <br />llowable 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 />nalysis 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 IBC 2021 <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 = 0.020, Lr = 0.020 ksf, Tributary Width = 9.0 ft, (ROOF, CLG) <br />DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.496: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 8.000ft <br />83.92 psi= <br />= <br />3,880.51psi <br />5.25x9.25Section 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 />362.50 psi== <br />Section used for this span 5.25x9.25 <br />Maximum Shear Stress Ratio 0.231 : 1 <br />15.241ft= <br />= <br />1,924.43psi <br />Maximum Deflection <br />0 <240 <br />238 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.386 in 498Ratio = >=240 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.804 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 = 16.0 ft 1 0.358 0.167 0.90 1.029 1.041.00 1.00 6.25 1,001.2 2,794.0 1.41 261.01.00 43.71.00 <br />1.00+D+Lr 1.029 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 16.0 ft 1 0.496 0.231 1.25 1.029 1.041.00 1.00 12.01 1,924.4 3,880.5 2.72 362.51.00 83.91.00 <br />1.00+D+0.750Lr 1.029 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 16.0 ft 1 0.436 0.204 1.25 1.029 1.041.00 1.00 10.57 1,693.6 3,880.5 2.39 362.51.00 73.91.00 <br />1.00+0.60D 1.029 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 16.0 ft 1 0.121 0.056 1.60 1.029 1.041.00 1.00 3.75 600.7 4,967.1 0.85 464.01.00 26.21.00 <br />Pa e - 0 <br />2010 W Alco Ave Unit <br />#24/22/2025