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Wood Beam <br />LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:02-C J <br />Project File: Victoria Calcs.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.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 />Beam self weight NOT internally calculated and added <br />Uniform Load : D = 0.020, Lr = 0.0270 , Tributary Width = 1.0 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.581: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.500 ft <br />43.23 psi= <br />= <br />1,940.63 psi <br />2x4Section 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 2x4 <br />Maximum Shear Stress Ratio 0.192 : 1 <br />6.719 ft= <br />= <br />1,128.00 psi <br />Maximum Deflection <br />0 <360 <br />282 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.171 in 490Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.298 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 />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C iCLx CCCMCF rt <br />Shear ValuesMax Stress Ratios <br />M CDV fbM fvF'b V F'vSegment Length Cfu <br />D Only 0.0 0.00 0.00.0 <br />1.00Length = 7.0 ft 1 0.344 0.114 0.90 1.500 1.151.00 1.00 0.12 480.0 1,397.3 0.06 162.01.00 18.41.00 <br />1.00+D+Lr 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 7.0 ft 1 0.581 0.192 1.25 1.500 1.151.00 1.00 0.29 1,128.0 1,940.6 0.15 225.01.00 43.21.00 <br />1.00+D+0.750Lr 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 7.0 ft 1 0.498 0.165 1.25 1.500 1.151.00 1.00 0.25 966.0 1,940.6 0.13 225.01.00 37.01.00 <br />1.00+0.60D 1.500 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 7.0 ft 1 0.116 0.038 1.60 1.500 1.151.00 1.00 0.07 288.0 2,484.0 0.04 288.01.00 11.01.00 <br />. <br />17 of 35 <br />2039 N Victoria Dr <br />8/26/2024