Laserfiche WebLink
Wood Beam <br />LIC# : KW-06020279, Build:20.23.11.13 NEWPORT ENGINEERING & CONSULTING INC.(c) ENERCALC INC 1983-2023 <br />DESCRIPTION:RR <br />Project File: 24-22 2805 N Olive Ln, Santa Ana.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <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 :Beam is Fully Braced against lateral-torsional buckling <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.2 <br />900.0 <br />900.0 <br />1,350.0 <br />625.0 <br />1,600.0 <br />580.0 <br />180.0 <br />575.0 31.210 <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 2021 <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight NOT internally calculated and added <br />Uniform Load : D = 0.010, Lr = 0.020 ksf, Tributary Width = 1.330 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.864: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 8.000 ft <br />40.81 psi= <br />= <br />1,350.00 psi <br />2x8Section 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 />225.00 psi== <br />Section used for this span 2x8 <br />Maximum Shear Stress Ratio 0.181 : 1 <br />15.416 ft= <br />= <br />1,165.97 psi <br />Maximum Deflection <br />0 <180 <br />247 <br />Ratio =0 <120 <br />Max Downward Transient Deflection 0.518 in 370Ratio =>=180 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.776 in Ratio =>=120 <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 = 16.0 ft 1 0.400 0.084 0.90 1.200 1.001.00 1.00 0.43 388.7 972.0 0.10 162.01.00 13.61.00 <br />1.00+D+Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 16.0 ft 1 0.864 0.181 1.25 1.200 1.001.00 1.00 1.28 1,166.0 1,350.0 0.30 225.01.00 40.81.00 <br />1.00+D+0.750Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 16.0 ft 1 0.720 0.151 1.25 1.200 1.001.00 1.00 1.06 971.6 1,350.0 0.25 225.01.00 34.01.00 <br />1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 16.0 ft 1 0.135 0.028 1.60 1.200 1.001.00 1.00 0.26 233.2 1,728.0 0.06 288.01.00 8.21.00 <br />. <br />2805 N Olive Ln <br />11/18/2024