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Wood Beam <br />Affinity Design GroupLic. # : KW-06011953 <br />DESCRIPTION:Upper Hip Beams <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 />Beam self weight calculated and added to loads <br />. DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.457: 1 <br />Load Combination +D+Lr+H <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 2.346 ft <br />79.77 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 0.355 : 1 <br />5.397 ft= <br />= <br />616.63 psi <br />Maximum Deflection <br />13797 >=240 <br />1460 <br />Ratio =8801 >=120 <br />Max Downward Transient Deflection 0.031 in 2354 Ratio =>=240 <br />Max Upward Transient Deflection -0.005 in Ratio = <br />Max Downward Total Deflection 0.049 in Ratio =>=120 <br />Max Upward Total Deflection -0.008 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 = 6.0 ft 1 0.241 0.189 0.90 1.200 1.00 1.00 1.00 0.26 234.58 972.00 0.22 162.001.00 30.55 <br />1.00Length = 6.0 ft 2 0.230 0.189 0.90 1.200 1.00 1.00 1.00 0.24 223.37 972.00 0.12 162.001.00 30.55 <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 = 6.0 ft 1 0.217 0.170 1.00 1.200 1.00 1.00 1.00 0.26 234.58 1080.00 0.22 180.001.00 30.55 <br />1.00Length = 6.0 ft 2 0.207 0.170 1.00 1.200 1.00 1.00 1.00 0.24 223.37 1080.00 0.12 180.001.00 30.55 <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 = 6.0 ft 1 0.457 0.355 1.25 1.200 1.00 1.00 1.00 0.68 616.63 1350.00 0.58 225.001.00 79.77 <br />1.00Length = 6.0 ft 2 0.429 0.355 1.25 1.200 1.00 1.00 1.00 0.63 579.66 1350.00 0.31 225.001.00 79.77 <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 = 6.0 ft 1 0.189 0.148 1.15 1.200 1.00 1.00 1.00 0.26 234.58 1242.00 0.22 207.001.00 30.55 <br />1.00Length = 6.0 ft 2 0.180 0.148 1.15 1.200 1.00 1.00 1.00 0.24 223.37 1242.00 0.12 207.001.00 30.55 <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 = 6.0 ft 1 0.386 0.300 1.25 1.200 1.00 1.00 1.00 0.57 521.12 1350.00 0.49 225.001.00 67.47 <br />Raymar Street - Santa Ana Page 33 of 116 <br />1306 W Raymar St <br />11/14/22