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Wood Beam <br />ARCHITEC DESIGN GROUPLic. # : KW-06008037 <br />DESCRIPTION:FJ L=7.5' <br />Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 <br />File: 411 E 20TH ST SANTA ANA.ec6 <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 />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 :Wood Grade : <br />Fb +psipsi <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 />Uniform Load : D = 0.0160, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.710: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1Location of maximum on span 3.750 ft <br />44.85 psi= <br />= <br />1,170.00 psi <br />2x6Section used for this span <br />Span # where maximum occursLocation of maximum on span Span # 1= <br />Load Combination +D+L= <br />= <br />= <br />180.00 psi== <br />Section used for this span 2x6 <br />Maximum Shear Stress Ratio 0.249 : 1 <br />7.062 ft== <br />830.98 psi <br />Maximum Deflection <br />0 <360 <br />561 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.114 in 786Ratio =>=360 <br />Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.160 in Ratio =>=240 <br />Max Upward Total Deflection 0.000 in <br />fb: Actual <br />Fb: Allowable <br />fv: Actual <br />Fv: Allowable <br />.Maximum Forces & Stresses for Load Combinations <br />Span #C i C LCCCCF/V mr td <br />Shear ValuesMax Stress Ratios <br />M CV fbM fvF'b V F'vSegment Length <br />D Only 0.00 0.00 0.000.00 <br />1 0.225 162.0012.81 <br />0.000.00 <br />1 0.710 180.0044.85 <br />0.000.00 <br />1 0.467 225.0036.84 <br />0.000.00 <br />1 0.076 288.007.69 . <br />Load Combination Support 1 Support 2 <br />Vertical Reactions Support notation : Far left is #1 Values in KIPS <br />Overall MAXimum 0.279 0.279 <br />Overall MINimum 0.200 0.200 <br />D Only 0.080 0.080