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Wood Beam <br />LIC# : KW-06019339, Build:20.24.10.30 SPS Engineering (c) ENERCALC, LLC 1982-2024 <br />DESCRIPTION:HBM1-4 <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 <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 />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.817: 1 <br />Load Combination <br />+D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 7.313 ft <br />47.32 psi= <br />= <br />838.95 psi <br />6x14Section 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 6x14 <br />Maximum Shear Stress Ratio 0.263 : 1 <br />0.000 ft= <br />= <br />685.79 psi <br />Maximum Deflection <br />1121 <br />>=360 <br />560 <br />Ratio =374 >=240 <br />Max Downward Transient Deflection 0.182 in <br />750 <br />Ratio =>=360 <br />Max Upward Transient Deflection -0.048 in Ratio = <br />Max Downward Total Deflection 0.364 in Ratio =>=240 <br />Max Upward Total Deflection -0.096 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : L Only <br />Span: 2 : L Only <br />Span: 1 : +D+L <br />Span: 2 : +D+L <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 = 17.0 ft 1 0.454 0.146 0.90 0.987 1.001.00 1.00 4.77 342.9 755.1 1.17 162.01.00 23.71.00 <br />1.00Length = 1.50 ft 2 0.001 0.146 0.90 0.987 1.001.00 1.00 0.01 0.5 755.1 0.00 162.01.00 23.71.00 <br />1.00+D+L 0.987 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 17.0 ft 1 0.817 0.263 1.00 0.987 1.001.00 1.00 9.55 685.8 838.9 2.34 180.01.00 47.31.00 <br />1.00Length = 1.50 ft 2 0.001 0.263 1.00 0.987 1.001.00 1.00 0.01 1.0 838.9 0.00 180.01.00 47.31.00 <br />1.00+D+0.750L 0.987 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 17.0 ft 1 0.572 0.184 1.25 0.987 1.001.00 1.00 8.35 600.1 1,048.7 2.05 225.01.00 41.41.00 <br />1.00Length = 1.50 ft 2 0.001 0.184 1.25 0.987 1.001.00 1.00 0.01 0.9 1,048.7 0.00 225.01.00 41.41.00 <br />1.00+0.60D 0.987 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00