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Wood Beam <br />Affinity Design GroupLic. # : KW-06011953 <br />DESCRIPTION:Hip Beam (Near Bed 2) <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combination Set : ASCE 7-10 <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 7-10 <br />. Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Load for Span Number 1 <br />Varying Uniform Load : D= 0.0->0.0120, Lr= 0.0->0.020 ksf, Extent = 0.0 -->> 7.670 ft, Trib Width = 7.0 ft, (Distributed Roof <br />Loads) <br />. DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.572: 1 <br />Load Combination +D+Lr+H <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 4.423 ft <br />61.53 psi= <br />= <br />1,350.00 psi <br />2x8Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+Lr+H <br />= <br />= <br />= <br />225.00 psi== <br />Section used for this span 2x8 <br />Maximum Shear Stress Ratio 0.273 : 1 <br />7.082 ft= <br />= <br />771.97 psi <br />Maximum Deflection <br />0 <240 <br />798 <br />Ratio =0 <120 <br />Max Downward Transient Deflection 0.072 in 1277 Ratio =>=240 <br />Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.115 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 = 7.670 ft 1 0.298 0.142 0.90 1.200 1.00 1.00 1.00 0.32 289.49 972.00 0.17 162.001.00 23.07 <br />1.00+D+L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 7.670 ft 1 0.268 0.128 1.00 1.200 1.00 1.00 1.00 0.32 289.49 1080.00 0.17 180.001.00 23.07 <br />1.00+D+Lr+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 7.670 ft 1 0.572 0.273 1.25 1.200 1.00 1.00 1.00 0.85 771.97 1350.00 0.45 225.001.00 61.53 <br />1.00+D+S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 7.670 ft 1 0.233 0.111 1.15 1.200 1.00 1.00 1.00 0.32 289.49 1242.00 0.17 207.001.00 23.07 <br />1.00+D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 7.670 ft 1 0.482 0.231 1.25 1.200 1.00 1.00 1.00 0.71 651.35 1350.00 0.38 225.001.00 51.91 <br />1.00+D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 7.670 ft 1 0.233 0.111 1.15 1.200 1.00 1.00 1.00 0.32 289.49 1242.00 0.17 207.001.00 23.07 <br />Raymar Street - Santa Ana Page 47 of 116 <br />1306 W Raymar St <br />11/14/22