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Wood Beam <br />LIC# : KW-06014612, Build:20.24.08.01 MYERS, HOUGHTON PARTNERS (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:B12 - Deck Beam <br />Project File: 23-0221-00 - Revised Stairway.ec6 <br />Project Title:Illumination Foundation <br />Engineer: <br />Project ID:23-0221-00 <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, 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 />1,000.0 <br />1,000.0 <br />1,500.0 <br />625.0 <br />1,700.0 <br />620.0 <br />180.0 <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 />Beam self weight calculated and added to loading <br />Uniform Load : D = 0.010, L = 0.060 ksf, Tributary Width = 2.750 ft, (Landing) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.941: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 6.335 ft <br />42.00 psi= <br />= <br />1,000.00 psi <br />6x8Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+L <br />= <br />= <br />= <br />180.00 psi== <br />Section used for this span 6x8 <br />Maximum Shear Stress Ratio 0.233 : 1 <br />12.069 ft= <br />= <br />940.71 psi <br />Maximum Deflection <br />519 <br /><360 <br />425 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.293 in <br />0 <br />Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.357 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 : 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 = 12.670 ft 1 0.189 0.047 0.90 1.000 1.001.00 1.00 0.73 170.2 900.0 0.21 162.01.00 7.61.00 <br />1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 12.670 ft 1 0.941 0.233 1.00 1.000 1.001.00 1.00 4.04 940.7 1,000.0 1.16 180.01.00 42.01.00 <br />1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 12.670 ft 1 0.598 0.148 1.25 1.000 1.001.00 1.00 3.21 748.1 1,250.0 0.92 225.01.00 33.41.00 <br />1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 12.670 ft 1 0.064 0.016 1.60 1.000 1.001.00 1.00 0.44 102.1 1,600.0 0.13 288.01.00 4.61.00 <br />. <br />8 <br />914-918 N Bewley <br />St5/8/2025