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Wood Beam <br />LIC# : KW-06015581, Build:20.23.08.30 HSA & ASSOCIATES INC.(c) ENERCALC INC 1983-2023 <br />DESCRIPTION:ROOF <br />Project File: OLIVE CREST - SHEAR ALL REMOVAL.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 : IBC 2021 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <br />Allowable Stress Design <br />DF/DF <br />24F-V4 <br />2,400.0 <br />1,850.0 <br />1,650.0 <br />650.0 <br />1,800.0 <br />950.0 <br />265.0 <br />1,100.0 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 />1,600.0 ksi <br />850.0 ksi <br />Ebend- yy <br />Eminbend - yy <br />Ebend- xx ksi <br />Density pcf <br />Load Combination :IBC 2021 <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 = 0.0180, L = 0.020 ksf, Tributary Width = 14.50 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.743: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 11.000 ft <br />94.17 psi= <br />= <br />2,313.99 psi <br />5.125x16.5Section 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 />265.00 psi== <br />Section used for this span 5.125x16.5 <br />Maximum Shear Stress Ratio 0.355 : 1 <br />20.635 ft= <br />= <br />1,720.20 psi <br />Maximum Deflection <br />0 <360 <br />312 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.445 in 592Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.846 in Ratio =>=240 <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 CCCMCV 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 = 22.0 ft 1 0.391 0.187 0.90 0.964 1.001.00 1.00 15.79 814.8 2,082.6 2.51 238.51.00 44.61.00 <br />1.00+D+L 0.964 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 22.0 ft 1 0.743 0.355 1.00 0.964 1.001.00 1.00 33.34 1,720.2 2,314.0 5.31 265.01.00 94.21.00 <br />1.00+D+0.750L 0.964 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 22.0 ft 1 0.516 0.247 1.25 0.964 1.001.00 1.00 28.95 1,493.9 2,892.5 4.61 331.31.00 81.81.00 <br />1.00+0.60D 0.964 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 22.0 ft 1 0.132 0.063 1.60 0.964 1.001.00 1.00 9.47 488.9 3,702.4 1.51 424.01.00 26.81.00 <br />. <br />HSA & ASSOCIATES 02/27/2025 Page 9 <br />2130 E 4th St - REV <br />13/10/2025