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Wood Beam <br />LIC# : KW-06019792, Build:20.23.05.25 EC + Associates Engineering (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:TYPICAL CEILING JOIST <br />Project File: CALC.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 bracing is defined Beam-by-Beam Repetitive Member Stress Increase <br />Allowable 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 />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 />Unbraced Lengths <br />Span # 1, Braced @ Mid Span <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 = 1.333 ft, (CEILING) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.553: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 6.375 ft <br />32.08 psi= <br />= <br />1,341.78 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 0.143 : 1 <br />12.192 ft= <br />= <br />742.07 psi <br />Maximum Deflection <br />0 <240 <br />518 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.197 in 777Ratio =>=240 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.295 in Ratio =>=180 <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 />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+Lr 1 0.2953 6.422 0.0000 0.000 <br />. <br />Load Combination Support 1 Support 2 <br />Vertical Reactions Support notation : Far left is #1 Values in KIPS <br />Max Upward from all Load Conditions 0.255 0.255 <br />Max Upward from Load Combinations 0.255 0.255 <br />Max Upward from Load Cases 0.170 0.170 <br />D Only 0.085 0.085 <br />+D+Lr 0.255 0.255 <br />+D+0.750Lr 0.212 0.212 <br />+0.60D 0.051 0.051 <br />Lr Only 0.170 0.170