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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:RH-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 />Douglas Fir-Larch <br />No.1 <br />1,000.0 <br />1,000.0 <br />1,500.0 <br />625.0 <br />1,700.0 <br />620.0 <br />180.0 <br />675.0 31.210 <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 = 15.0 ft, (ROOF) <br />DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.391: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 4.000ft <br />58.22 psi= <br />= <br />1,241.44psi <br />6x12Section 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 />225.00 psi== <br />Section used for this span 6x12 <br />Maximum Shear Stress Ratio 0.259 : 1 <br />0.000 ft= <br />= <br />485.99psi <br />Maximum Deflection <br />4090 <br /><360 <br />1999 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.023 in <br />0 <br />Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.048 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 = 8.0 ft 1 0.277 0.184 0.90 1.000 1.001.00 1.00 2.51 248.4 895.7 1.25 162.01.00 29.81.00 <br />1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />0.99Length = 8.0 ft 1 0.391 0.259 1.25 1.000 1.001.00 1.00 4.91 486.0 1,241.4 2.45 225.01.00 58.21.00 <br />0.99+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />0.99Length = 8.0 ft 1 0.344 0.227 1.25 1.000 1.001.00 1.00 4.31 426.6 1,241.4 2.15 225.01.00 51.11.00 <br />0.99+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />0.99Length = 8.0 ft 1 0.094 0.062 1.60 1.000 1.001.00 1.00 1.51 149.1 1,585.5 0.75 288.01.00 17.91.00 <br />V-10