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Wood Beam <br />LIC# : KW-06013959, Build:20.24.08.01 Lovelace Engineering, Inc.(c) ENERCALC INC 1983-2023 <br />DESCRIPTION:RB-1 <br />Lovelace Engineering, Inc. <br />10509 Vista Sorrento Pkwy, Ste. 102 <br />San Diego, CA 92121 <br />Project File: J24373 - VERTICAL.ec6 <br />Project Title:BETTER BUZZ SANTA ANA <br />Engineer:L <br />Pro ect ID:J24373 <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 :Completely Unbraced <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 = 18.50 ft, (ROOF) <br />DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.475: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 9.500ft <br />116.05 psi= <br />= <br />3,095.11psi <br />5.25x18.0Section 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 5.25x18.0 <br />Maximum Shear Stress Ratio 0.320 : 1 <br />19.000 ft= <br />= <br />1,469.93psi <br />Maximum Deflection <br />1066 <br /><360 <br />512 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.214 in <br />0 <br />Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.445 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 />0.95Length = 19.0 ft 1 0.324 0.231 0.90 0.956 1.001.00 1.00 18.03 763.2 2,358.2 3.80 261.01.00 60.31.00 <br />0.95+D+Lr 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />0.89Length = 19.0 ft 1 0.475 0.320 1.25 0.956 1.001.00 1.00 34.73 1,469.9 3,095.1 7.31 362.51.00 116.01.00 <br />0.89+D+0.750Lr 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />0.89Length = 19.0 ft 1 0.418 0.282 1.25 0.956 1.001.00 1.00 30.55 1,293.3 3,095.1 6.43 362.51.00 102.11.00 <br />0.89+0.60D 0.956 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />0.81Length = 19.0 ft 1 0.127 0.078 1.60 0.956 1.001.00 1.00 10.82 457.9 3,605.5 2.28 464.01.00 36.21.00 <br />V-8