For Cb 1.37, bMn = 376 x 1.37 = 515.12 k-ft., but must be bMp = 473 k-ft. ≤ Therefore, for Cb = 1.37, = 473 k-ft, which is > Mu (421.44 k-ft). (OK!) bMn Step V. Check for local buckling. = bf / 2tf = 7.87; Corresponding = 0.38 (E/Fy)0.5 = 9.152  p Therefore,  < p - compact flange  = h/tw = 49.0; Corresponding p = 3.76 (E/Fy)0.5 = 90.55 Therefore,  < p - compact web Compact section. - OK! This example demonstrates the calculation of Cb and the iterative design method.
For Cb 1.37, bMn = 376 x 1.37 = 515.12 k-ft., but must be ≤ bMp = 473 k-ft. Therefore, for Cb = 1.37, bMn = 473 k-ft, which is > Mu (421.44 k-ft). (OK!) Step V. Check for local buckling.  = bf / 2tf = 7.87; Corresponding p = 0.38 (E/Fy)0.5 = 9.152 Therefore,  < p - compact flange  = h/tw = 49.0; Corresponding p = 3.76 (E/Fy)0.5 = 90.55 Therefore,  < p - compact web Compact section. - OK! This example demonstrates the calculation of Cb and the iterative design method.
CE470-Ch-5-Beam-Design.docx