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Wood Beam <br />Keshishian EngineeringLic. # : KW-06012794 <br />DESCRIPTION:RB-1 <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 <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.1 <br />1,350.0 <br />1,350.0 <br />925.0 <br />625.0 <br />1,600.0 <br />580.0 <br />170.0 <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 />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 12.0 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.693: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 7.500 ft <br />65.43 psi= <br />= <br />1,687.50 psi <br />6x12Section 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 />212.50 psi== <br />Section used for this span 6x12 <br />Maximum Shear Stress Ratio 0.308 : 1 <br />14.069 ft= <br />= <br />1,169.27 psi <br />Maximum Deflection <br />0 <240 <br />417 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.247 in 730Ratio =>=240 <br />Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.431 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 = 15.0 ft 1 0.412 0.183 0.90 1.000 1.00 1.00 1.00 5.06 501.12 1215.00 1.18 153.001.00 28.04 <br />1.00+D+Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 15.0 ft 1 0.693 0.308 1.25 1.000 1.00 1.00 1.00 11.81 1,169.27 1687.50 2.76 212.501.00 65.43 <br />1.00+D+0.750Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 15.0 ft 1 0.594 0.264 1.25 1.000 1.00 1.00 1.00 10.13 1,002.23 1687.50 2.36 212.501.00 56.09 <br />1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 15.0 ft 1 0.139 0.062 1.60 1.000 1.00 1.00 1.00 3.04 300.67 2160.00 0.71 272.001.00 16.83 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+Lr 1 0.4314 7.555 0.0000 0.000 <br />. <br />Page 7 <br />1108 N Towner St & <br />#212/13/2024