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Wood Beam <br />LIC# : KW-06019842, Build:20.25.02.26 Structural Engineering Consultants (c) ENERCALC, LLC 1982-202 <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, SDPWS 2021 <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 = 7.0 ft, (ROOF) <br />DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.275: 1 <br />Load Combination <br />+D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 9.000ft <br />57.76 psi= <br />= <br />3,706.04psi <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 <br />+D+L <br />= <br />= <br />= <br />362.50 psi== <br />Section used for this span 3.5x14.0 <br />Maximum Shear Stress Ratio 0.159 : 1 <br />16.88 ft= <br />= <br />1,017.35psi <br />Maximum Deflection <br />1039 <br /><240 <br />608 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.208 in <br />0 <br />Ratio = >=240 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.355 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 = 18.0 ft 1 0.158 0.092 0.90 0.983 1.041.00 1.00 4.02 422.3 2,668.3 0.78 261.01.00 24.01.00 <br />1.00+D+Lr 0.983 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 18.0 ft 1 0.275 0.159 1.25 0.983 1.041.00 1.00 9.69 1,017.4 3,706.0 1.89 362.51.00 57.81.00 <br />1.00+D+0.750Lr 0.983 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 18.0 ft 1 0.234 0.136 1.25 0.983 1.041.00 1.00 8.28 868.6 3,706.0 1.61 362.51.00 49.31.00 <br />1.00+0.60D 0.983 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 18.0 ft 1 0.053 0.031 1.60 0.983 1.041.00 1.00 2.41 253.4 4,743.7 0.47 464.01.00 14.41.00 <br />Pa e 10 of 54