Laserfiche WebLink
Wood Beam <br />Affinity Design GroupLic. # : KW-06011953 <br />DESCRIPTION:Lower Hip Beam <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 <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 />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.711: 1 <br />Load Combination +D+Lr+H <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 2.737 ft <br />108.81 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 0.484 : 1 <br />6.413 ft= <br />= <br />959.66 psi <br />Maximum Deflection <br />7533 >=240 <br />803 <br />Ratio =4708 >=120 <br />Max Downward Transient Deflection 0.065 in 1285 Ratio =>=240 <br />Max Upward Transient Deflection -0.011 in Ratio = <br />Max Downward Total Deflection 0.105 in Ratio =>=120 <br />Max Upward Total Deflection -0.018 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 = 7.0 ft 1 0.370 0.252 0.90 1.200 1.00 1.00 1.00 0.39 359.87 972.00 0.30 162.001.00 40.80 <br />1.00Length = 7.0 ft 2 0.345 0.252 0.90 1.200 1.00 1.00 1.00 0.37 335.60 972.00 0.16 162.001.00 40.80 <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 = 7.0 ft 1 0.333 0.227 1.00 1.200 1.00 1.00 1.00 0.39 359.87 1080.00 0.30 180.001.00 40.80 <br />1.00Length = 7.0 ft 2 0.311 0.227 1.00 1.200 1.00 1.00 1.00 0.37 335.60 1080.00 0.16 180.001.00 40.80 <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 = 7.0 ft 1 0.711 0.484 1.25 1.200 1.00 1.00 1.00 1.05 959.66 1350.00 0.79 225.001.00 108.81 <br />1.00Length = 7.0 ft 2 0.663 0.484 1.25 1.200 1.00 1.00 1.00 0.98 894.93 1350.00 0.42 225.001.00 108.81 <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 = 7.0 ft 1 0.290 0.197 1.15 1.200 1.00 1.00 1.00 0.39 359.87 1242.00 0.30 207.001.00 40.80 <br />1.00Length = 7.0 ft 2 0.270 0.197 1.15 1.200 1.00 1.00 1.00 0.37 335.60 1242.00 0.16 207.001.00 40.80 <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 = 7.0 ft 1 0.600 0.408 1.25 1.200 1.00 1.00 1.00 0.89 809.71 1350.00 0.67 225.001.00 91.81 <br />1.00Length = 7.0 ft 2 0.559 0.408 1.25 1.200 1.00 1.00 1.00 0.83 755.10 1350.00 0.36 225.001.00 91.81 <br />Raymar Street - Santa Ana Page 35 of 116 <br />1306 W Raymar St <br />11/14/22