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Wood Beam <br />LIC# : KW-06018875, Build:20.23.08.30 FA STRUCTURAL (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:Header3 (EXISTING) R2 <br />Fa Structural Engineering <br />Email : atefg@fastructural.com <br />Address : 15041 Genoa Cir <br />Huntington Beach <br />CA 92647 <br />Phone :+1 714.519.5027 <br />Project File: R1.ec6 <br />Project Title: <br />Engineer: <br />CODE REFERENCES <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 />875.0 <br />875.0 <br />600.0 <br />625.0 <br />1,300.0 <br />470.0 <br />170.0 <br />425.0 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 />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight NOT internally calculated and added <br />Point Load : D = 1.260, Lr = 0.580 k @ 3.0 ft, (PSL) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.631: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.007 ft <br />53.28 psi= <br />= <br />1,312.50 psi <br />4x10Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+Lr <br />= <br />= <br />= <br />212.50 psi== <br />Section used for this span 4x10 <br />Maximum Shear Stress Ratio 0.251 : 1 <br />0.000 ft= <br />= <br />828.26 psi <br />Maximum Deflection <br />0 <360 <br />917 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.033 in 2911Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.105 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 : Lr Only <br />n/a <br />Span: 1 : +D+Lr <br />n/a <br />.Maximum Forces & Stresses for Load Combinations <br />Span #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 0.600 0.238 0.90 1.200 1.001.00 1.00 2.36 567.2 945.0 0.79 153.036.5 <br />0.00.0 <br />1 0.631 0.251 1.25 1.200 1.001.00 1.00 3.44 828.3 1,312.5 1.15 212.553.3 <br />0.00.0 <br />1 0.581 0.231 1.25 1.200 1.001.00 1.00 3.17 763.0 1,312.5 1.06 212.549.1 <br />0.00.0 <br />1 0.203 0.080 1.60 1.200 1.001.00 1.00 1.42 340.3 1,680.0 0.47 272.021.9 <br />. <br />Page 21 <br />800 N Tustin Ave Unit <br />#H5/1/2025