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Wood Beam <br />LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:Long Ceiling Joists <br />Project File: Victoria Calcs.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 2019, 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 <br />900 <br />1350 <br />625 <br />1600 <br />580 <br />180 <br />575 31.21 <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 />Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 1.330 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.572: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 6.500 ft <br />22.03 psi= <br />= <br />1,170.00 psi <br />2x6Section 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 2x6 <br />Maximum Shear Stress Ratio 0.122 : 1 <br />12.573 ft= <br />= <br />668.74 psi <br />Maximum Deflection <br />0 <360 <br />402 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.258 in 603Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.388 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 = 13.0 ft 1 0.212 0.045 0.90 1.300 1.001.00 1.00 0.14 222.9 1,053.0 0.04 162.01.00 7.31.00 <br />1.00+D+L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 13.0 ft 1 0.572 0.122 1.00 1.300 1.001.00 1.00 0.42 668.7 1,170.0 0.12 180.01.00 22.01.00 <br />1.00+D+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 13.0 ft 1 0.381 0.082 1.25 1.300 1.001.00 1.00 0.35 557.3 1,462.5 0.10 225.01.00 18.41.00 <br />1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 13.0 ft 1 0.071 0.015 1.60 1.300 1.001.00 1.00 0.08 133.7 1,872.0 0.02 288.01.00 4.41.00 <br />. <br />28 of 35 <br />2039 N Victoria Dr <br />8/26/2024