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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:B11 - Landing Joist <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.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 calculated and added to loading <br />Uniform Load : D = 0.010, L = 0.060 ksf, Tributary Width = 1.333 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.306: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 2.750 ft <br />28.34 psi= <br />= <br />1,080.00 psi <br />2x8Section 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 2x8 <br />Maximum Shear Stress Ratio 0.157 : 1 <br />4.898 ft= <br />= <br />330.34 psi <br />Maximum Deflection <br />3037 <br /><360 <br />2539 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.022 in <br />0 <br />Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.026 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 = 5.50 ft 1 0.056 0.029 0.90 1.200 1.001.00 1.00 0.06 54.2 972.0 0.03 162.01.00 4.61.00 <br />1.00+D+L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 5.50 ft 1 0.306 0.157 1.00 1.200 1.001.00 1.00 0.36 330.3 1,080.0 0.21 180.01.00 28.31.00 <br />1.00+D+0.750L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 5.50 ft 1 0.194 0.100 1.25 1.200 1.001.00 1.00 0.29 261.3 1,350.0 0.16 225.01.00 22.41.00 <br />1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 5.50 ft 1 0.019 0.010 1.60 1.200 1.001.00 1.00 0.04 32.5 1,728.0 0.02 288.01.00 2.81.00 <br />. <br />6 <br />914-918 N Bewley <br />St5/8/2025