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Wood Beam <br />EC + Associates EngineeringLic. # : KW-06019792 <br />DESCRIPTION:RR-1 (Worst Case Scenario) <br />Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 <br />File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 <br />Project Title:Sanchez Residence <br />Engineer:VDR <br />Project ID:24-101 <br />Project Descr:New ADU Unit <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 />900.0 <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 />Uniform Load : D = 0.01050, L = 0.020 ksf, Tributary Width = 1.333 ft, (Roof) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.408: 1 <br />Load Combination +D+L+H <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 4.125 ft <br />27.15 psi= <br />= <br />1,345.50 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+L+H <br />= <br />= <br />= <br />180.00 psi== <br />Section used for this span 2x6 <br />Maximum Shear Stress Ratio 0.151 : 1 <br />0.000 ft= <br />= <br />548.86 psi <br />Maximum Deflection <br />0 <240 <br />772 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.084 in 1178Ratio =>=240 <br />Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.128 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 LCCCCF/V mr td <br />Shear ValuesMax Stress Ratios <br />M CV fbM fvF'b V F'vSegment Length <br />+D+H 0.00 0.00 0.000.00 <br />1.00Length = 8.250 ft 1 0.156 0.058 0.90 1.300 1.15 1.00 1.00 0.12 188.95 1210.95 0.05 162.001.00 9.35 <br />1.00+D+L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 8.250 ft 1 0.408 0.151 1.00 1.300 1.15 1.00 1.00 0.35 548.86 1345.50 0.15 180.001.00 27.15 <br />1.00+D+Lr+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 8.250 ft 1 0.112 0.042 1.25 1.300 1.15 1.00 1.00 0.12 188.95 1681.88 0.05 225.001.00 9.35 <br />1.00+D+S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 8.250 ft 1 0.122 0.045 1.15 1.300 1.15 1.00 1.00 0.12 188.95 1547.33 0.05 207.001.00 9.35 <br />1.00+D+0.750Lr+0.750L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 8.250 ft 1 0.273 0.101 1.25 1.300 1.15 1.00 1.00 0.29 458.89 1681.88 0.12 225.001.00 22.70 <br />1.00+D+0.750L+0.750S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 8.250 ft 1 0.297 0.110 1.15 1.300 1.15 1.00 1.00 0.29 458.89 1547.33 0.12 207.001.00 22.70 <br />1.00+D+0.60W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 8.250 ft 1 0.088 0.032 1.60 1.300 1.15 1.00 1.00 0.12 188.95 2152.80 0.05 288.001.00 9.35