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Wood Beam <br />LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:5 - F.B. <br />Project File: Member Check.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 : ASCE 7-16 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <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 SCE 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 = 0.0150, L = 0.060 ksf, Tributary Width = 2.50 ft, (Deck) <br />Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 4.625 ft, (Floor) <br />Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 10.0 ft, (Vaulted Roof) <br />Uniform Load : D = 0.0150 ksf, Tributary Width = 8.0 ft, (Wall) <br />Point Load : W = 1.671, E = 3.276 k @ 3.750 ft, (Shear Wall B.2 Above) <br />Point Load : W = -1.671, E = -3.276 k @ 0.0 ft, (Shear Wall B.2 Above) <br />DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.656: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 6.959ft <br />185.79 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 +1.111D+0.750L+1.313E <br />= <br />= <br />= <br />464.00 psi== <br />Section used for this span 5.25x11.25 <br />Maximum Shear Stress Ratio 0.400 : 1 <br />0.000 ft= <br />= <br />1,916.05psi <br />Maximum Deflection <br />0 <360 <br />307 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.228 in 731Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.543 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+0.750Lr+0.750L <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 = 13.917 ft 1 0.395 0.233 0.90 1.007 1.001.00 1.00 9.57 1,037.2 2,628.8 2.39 261.01.00 60.71.00 <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 = 13.917 ft 1 0.656 0.387 1.00 1.007 1.001.00 1.00 17.68 1,916.0 2,920.8 4.41 290.01.00 112.11.00 <br />1.00+D+Lr 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 13.917 ft 1 0.428 0.252 1.25 1.007 1.001.00 1.00 14.41 1,561.9 3,651.1 3.60 362.51.00 91.41.00 <br />12