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Wood Beam <br />LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:Floor Beam: 1B2 <br />Project File: Design Check_2 Story.ec6 <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 = 0.0120, Lr = 0.020 ksf, Tributary Width = 1.50 ft, (ROOF) <br />Uniform Load : D = 0.0070 ksf, Tributary Width = 1.50 ft, (CEILING) <br />DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.072: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 5.835ft <br />16.12 psi= <br />= <br />3,880.51psi <br />3.5x9.25Section 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 3.5x9.25 <br />Maximum Shear Stress Ratio 0.044 : 1 <br />0.000 ft= <br />= <br />280.91psi <br />Maximum Deflection <br />5134 <br /><360 <br />2244 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.027 in <br />0 <br />Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.062 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 : 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 = 11.670 ft 1 0.057 0.035 0.90 1.029 1.041.00 1.00 0.66 158.1 2,794.0 0.20 261.01.00 9.11.00 <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 = 11.670 ft 1 0.072 0.044 1.25 1.029 1.041.00 1.00 1.17 280.9 3,880.5 0.35 362.51.00 16.11.00 <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 = 11.670 ft 1 0.064 0.040 1.25 1.029 1.041.00 1.00 1.04 250.2 3,880.5 0.31 362.51.00 14.41.00 <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 = 11.670 ft 1 0.019 0.012 1.60 1.029 1.041.00 1.00 0.39 94.9 4,967.1 0.12 464.01.00 5.41.00 <br />Pa e 13 of 39