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Wood Beam <br />LIC# : KW-06014612, Build:20.25.05.07 MYERS, HOUGHTON PARTNERS (c) ENERCALC, LLC 1982-2025 <br />DESCRIPTION:FJ1 - Floor Joist <br />Project File: 23-0221-00 - Revised ADU.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 <br />Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf) <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 7-22 / IBC 2024 (L<=100psf) <br />2x12 <br />Span = 11.50 ft <br />1 2 <br />D(0.4) <br />D(0.01866) L(0.05332) <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight calculated and added to loading <br />Loads on all spans... <br />Uniform Load on ALL spans : D = 0.0140, L = 0.040 ksf, Tributary Width = 1.333 ft <br />Point Load : D = 0.40 k @ 9.750 ft, (Refrigerator) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.685: 1 <br />Load Combination <br />+D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 6.547 ft <br />62.60 psi= <br />= <br />900.00 psi <br />2x12Section 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 2x12 <br />Maximum Shear Stress Ratio 0.348 : 1 <br />10.577 ft= <br />= <br />616.26 psi <br />Maximum Deflection <br />1861 <br /><360 <br />989 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.074 in <br />0 <br />Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.140 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 = 11.50 ft 1 0.375 0.245 0.90 1.000 1.001.00 1.00 0.80 304.2 810.0 0.45 162.01.00 39.71.00 <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 = 11.50 ft 1 0.685 0.348 1.00 1.000 1.001.00 1.00 1.62 616.3 900.0 0.70 180.01.00 62.61.00 <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 = 11.50 ft 1 0.475 0.253 1.25 1.000 1.001.00 1.00 1.41 534.7 1,125.0 0.64 225.01.00 56.91.00 <br />1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />2.3.1