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Wood Beam <br />LIC# : KW-06015195, Build:20.24.02.03 TA Structural (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:Ceiling Joist (CJ1) <br />Project File: 2517 Cotter - Gravity Design.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 : 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 />900.0 <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 :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 = 0.0060, L = 0.010 ksf, Tributary Width = 1.330 ft, (CEILING LOAD) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.432: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 8.500ft <br />20.36 psi= <br />= <br />1,138.50psi <br />2x10Section 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 />180.00 psi== <br />Section used for this span 2x10 <br />Maximum Shear Stress Ratio 0.113 : 1 <br />0.000 ft= <br />= <br />492.20psi <br />Maximum Deflection <br />0 <360 <br />703 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.159 in 1284Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.290 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 : L Only <br />n/a <br />Span: 1 : +D+L <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 = 17.0 ft 1 0.217 0.057 0.90 1.100 1.151.00 1.00 0.40 222.7 1,024.7 0.09 162.01.00 9.21.00 <br />1.00+D+L 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 17.0 ft 1 0.432 0.113 1.00 1.100 1.151.00 1.00 0.88 492.2 1,138.5 0.19 180.01.00 20.41.00 <br />1.00+D+0.750L 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 17.0 ft 1 0.299 0.078 1.25 1.100 1.151.00 1.00 0.76 424.8 1,423.1 0.16 225.01.00 17.61.00 <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 = 17.0 ft 1 0.073 0.019 1.60 1.100 1.151.00 1.00 0.24 133.6 1,821.6 0.05 288.01.00 5.51.00 <br />. <br />2515 & 2517 N <br />Cotter St5/1/2025