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Wood Beam <br />LIC# : KW-06019339, Build:20.24.10.30 SPS Engineering (c) ENERCALC, LLC 1982-2024 <br />DESCRIPTION:CJ1 <br />SPS Engineering <br />15445 Ventura Blvd #63 <br />Sherman Oaks CA, 91403 <br />818 747 7269 <br />Project File: ARAPAHO DR 1132.ec6 <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, SDPWS 2021 <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-South <br />No.2 <br />850.0 <br />850.0 <br />1,350.0 <br />520.0 <br />1,200.0 <br />440.0 <br />180.0 <br />525.0 28.720 <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 />Loads on all spans... <br />Uniform Load on ALL spans : D = 0.0130, L = 0.020 k/ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.681: 1 <br />Load Combination <br />+D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 5.750 ft <br />31.98 psi= <br />= <br />1,270.75 psi <br />2x6Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination <br />+D+L <br />= <br />= <br />= <br />180.00 psi== <br />Section used for this span 2x6 <br />Maximum Shear Stress Ratio 0.178 : 1 <br />0.000 ft= <br />= <br />865.64 psi <br />Maximum Deflection <br />435 <br /><360 <br />263 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.317 in <br />0 <br />Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.523 in Ratio =>=240 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : L Only <br />n/a <br />Span: 1 : +D+L <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 = 11.50 ft 1 0.298 0.078 0.90 1.300 1.151.00 1.00 0.21 341.0 1,143.7 0.07 162.01.00 12.61.00 <br />1.00+D+L 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 11.50 ft 1 0.681 0.178 1.00 1.300 1.151.00 1.00 0.55 865.6 1,270.8 0.18 180.01.00 32.01.00 <br />1.00+D+0.750L 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 11.50 ft 1 0.462 0.121 1.25 1.300 1.151.00 1.00 0.46 734.5 1,588.4 0.15 225.01.00 27.11.00 <br />1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 11.50 ft 1 0.101 0.026 1.60 1.300 1.151.00 1.00 0.13 204.6 2,033.2 0.04 288.01.00 7.61.00 <br />.