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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 ROOF 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 is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.1 <br />1000 <br />1000 <br />1500 <br />625 <br />1700 <br />620 <br />180 <br />675 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 NOT internally calculated and added <br />Uniform Load : D = 0.010, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (ROOF) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.917: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 6.000 ft <br />60.68 psi= <br />= <br />1,868.75 psi <br />2x6Section 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 2x6 <br />Maximum Shear Stress Ratio 0.270 : 1 <br />0.000 ft= <br />= <br />1,713.72 psi <br />Maximum Deflection <br />0 <240 <br />180 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.531 in 271Ratio =>=240 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.796 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 0.7964 6.044 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 0.360 0.360 <br />Max Upward from Load Combinations 0.360 0.360 <br />Max Upward from Load Cases 0.240 0.240 <br />D Only 0.120 0.120 <br />+D+Lr 0.360 0.360 <br />+D+0.750Lr 0.300 0.300 <br />+0.60D 0.072 0.072 <br />Lr Only 0.240 0.240