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Wood Beam <br />Keshishian EngineeringLic. # : KW-06012794 <br />DESCRIPTION:RR <br />Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 <br />File: 23064.ec6 <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 />Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 1.330 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.726: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 5.750 ft <br />45.11 psi= <br />= <br />1,681.88 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 0.201 : 1 <br />0.000 ft= <br />= <br />1,221.07 psi <br />Maximum Deflection <br />0 <240 <br />249 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.316 in 436Ratio =>=240 <br />Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.554 in Ratio =>=180 <br />Max Upward Total Deflection 0.000 in <br />fb: Actual <br />Fb: Allowable <br />fv: Actual <br />Fv: Allowable <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C i C LC CCCF/V mr td <br />Shear ValuesMax Stress Ratios <br />M CV fbM fvF'b V F'vSegment Length <br />D Only 0.00 0.00 0.000.00 <br />1.00Length = 11.50 ft 1 0.432 0.119 0.90 1.300 1.15 1.00 1.00 0.33 523.32 1210.95 0.11 162.001.00 19.33 <br />1.00+D+Lr 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.50 ft 1 0.726 0.201 1.25 1.300 1.15 1.00 1.00 0.77 1,221.07 1681.88 0.25 225.001.00 45.11 <br />1.00+D+0.750Lr 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.50 ft 1 0.622 0.172 1.25 1.300 1.15 1.00 1.00 0.66 1,046.63 1681.88 0.21 225.001.00 38.67 <br />1.00+0.60D 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.50 ft 1 0.146 0.040 1.60 1.300 1.15 1.00 1.00 0.20 313.99 2152.80 0.06 288.001.00 11.60 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+Lr 1 0.5537 5.792 0.0000 0.000 <br />. <br />Page 3 <br />1108 N Towner St & <br />#212/13/2024