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Wood Beam <br />LIC# : KW-06017148, Build:20.24.06.04 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023 <br />DESCRIPTION:B7 <br />Project File: ENERCALC_20 <br />Project Title:Engineer:Project ID:Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2024, IBC 2024, CBC 2022, ASCE 7-22 <br />Load Combination Set : IBC 2024 <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 />2900 <br />2900 <br />2900 <br />750 <br />2000 <br />1016.535 <br />290 <br />2025 45.07 <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 : IBC 2024 <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight NOT internally calculated and added <br />Load for Span Number 1 <br />Uniform Load : D = 0.0150, Lr = 0.020 ksf, Extent = 0.0 -->> 4.910 ft, Tributary Width = 12.580 ft, (ROOF) <br />Point Load : D = 1.580, Lr = 2.108 k @ 4.910 ft, (B8) <br />Uniform Load : D = 0.0050 ksf, Extent = 4.910 -->> 17.750 ft, Tributary Width = 12.0 ft, (CJ) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.543: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 4.923 ft <br />112.00 psi= <br />= <br />3,651.06 psi <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+Lr <br />= <br />= <br />= <br />362.50 psi== <br />Section used for this span 5.25x11.25 <br />Maximum Shear Stress Ratio 0.309 : 1 <br />0.000 ft== <br />1,982.18 psi <br />Maximum Deflection 0 <br /><240 <br />312Ratio =0 <180 <br />Max Downward Transient Deflection 0.340 in <br />626 <br />Ratio =>=240 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.682 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 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 = 17.750 ft 1 0.355 0.199 0.90 1.007 1.001.00 1.00 8.62 934.2 2,628.8 2.05 261.01.00 52.01.00 <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 = 17.750 ft 1 0.543 0.309 1.25 1.007 1.001.00 1.00 18.29 1,982.2 3,651.1 4.41 362.51.00 112.01.00 <br />1.00+D+0.750Lr 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 17.750 ft 1 0.471 0.268 1.25 1.007 1.001.00 1.00 15.87 1,720.2 3,651.1 3.82 362.51.00 97.01.00 <br />1.00+0.60D 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />28