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Wood Beam <br />Affinity Design GroupLic. # : KW-06011953 <br />DESCRIPTION:Ceiling Joists <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 Repetitive Member Stress Increase <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 7-16 <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Uniform Load : D = 0.0080, L = 0.010 ksf, Tributary Width = 1.330 ft, (Distributed Ceiling Loads) <br />. DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.481: 1 <br />Load Combination +D+L+H <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 5.835 ft <br />23.54 psi= <br />= <br />1,345.50 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+H <br />= <br />= <br />= <br />180.00 psi== <br />Section used for this span 2x6 <br />Maximum Shear Stress Ratio 0.131 : 1 <br />0.000 ft= <br />= <br />646.68 psi <br />Maximum Deflection <br />0 <240 <br />463 <br />Ratio =0 <120 <br />Max Downward Transient Deflection 0.168 in 834 Ratio =>=240 <br />Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.302 in Ratio =>=120 <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 # <br />Moment ValuesLoad Combination <br />C i C L C C C C F/V m r t d <br />Shear ValuesMax Stress Ratios <br />M CV fb M fv F'b V F'vSegment Length <br />+D+H 0.00 0.00 0.000.00 <br />1.00Length = 11.670 ft 1 0.237 0.065 0.90 1.300 1.15 1.00 1.00 0.18 287.41 1210.95 0.06 162.001.00 10.46 <br />1.00+D+L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.670 ft 1 0.481 0.131 1.00 1.300 1.15 1.00 1.00 0.41 646.68 1345.50 0.13 180.001.00 23.54 <br />1.00+D+Lr+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.670 ft 1 0.171 0.047 1.25 1.300 1.15 1.00 1.00 0.18 287.41 1681.88 0.06 225.001.00 10.46 <br />1.00+D+S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.670 ft 1 0.186 0.051 1.15 1.300 1.15 1.00 1.00 0.18 287.41 1547.33 0.06 207.001.00 10.46 <br />1.00+D+0.750Lr+0.750L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.670 ft 1 0.331 0.090 1.25 1.300 1.15 1.00 1.00 0.35 556.87 1681.88 0.11 225.001.00 20.27 <br />1.00+D+0.750L+0.750S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.670 ft 1 0.360 0.098 1.15 1.300 1.15 1.00 1.00 0.35 556.87 1547.33 0.11 207.001.00 20.27 <br />1.00+D+0.60W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.670 ft 1 0.134 0.036 1.60 1.300 1.15 1.00 1.00 0.18 287.41 2152.80 0.06 288.001.00 10.46 <br />Raymar Street - Santa Ana Page 8 of 116 <br />1306 W Raymar St <br />11/14/22