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Wood Beam <br />LIC# : KW-06020275, Build:20.23.11.13 KTW engineering (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:(E)CJ <br />Project File: 1621 W 10th St_Calcs.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.2 <br />900 <br />900 <br />1350 <br />625 <br />1600 <br />580 <br />180 <br />575 31.21 <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 :ASCE 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 = 0.010, Lr = 0.010 ksf, Tributary Width = 1.333 ft, (CJ) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.539: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 9.600 ft <br />28.32 psi= <br />= <br />1,423.13 psi <br />2x10Section 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 2x10 <br />Maximum Shear Stress Ratio 0.126 : 1 <br />18.429 ft= <br />= <br />766.91 psi <br />Maximum Deflection <br />0 <360 <br />399 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.259 in 889Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.576 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 = 19.20 ft 1 0.412 0.096 0.90 1.100 1.151.00 1.00 0.75 422.3 1,024.7 0.14 162.01.00 15.61.00 <br />1.00+D+Lr 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 19.20 ft 1 0.539 0.126 1.25 1.100 1.151.00 1.00 1.37 766.9 1,423.1 0.26 225.01.00 28.31.00 <br />1.00+D+0.750Lr 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 19.20 ft 1 0.478 0.112 1.25 1.100 1.151.00 1.00 1.21 680.8 1,423.1 0.23 225.01.00 25.11.00 <br />1.00+0.60D 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 19.20 ft 1 0.139 0.032 1.60 1.100 1.151.00 1.00 0.45 253.4 1,821.6 0.09 288.01.00 9.41.00 <br />. <br />1621 W 10th St, Santa Ana, CA 92703 <br />04/16/24 <br />5 of 8 <br />1621 W Tenth St & <br />#29/30/2024