Steel Buildings in Europe

Title APPENDIX D Worked Example: Design of portal frame using elastic analysis 19 of 44 4 - 100 Flexural buckling resistance about the minor axis, N b,z,Rd As previously:  Curve b for hot rolled I sections   z  0,34 EN 1993-1-1 Table 6.1 Table 6.2  1 = y f E  = 355 210000  = 76,4 EN 1993-1-1 §6.3.1.3 z  = z 1 cr 1  i L = 76, 4 1 43,1 3800  = 1,15  z =     2 z z z 0,2 0,51        z =     2 0,51 0,34 1,15 0,2 1,15    = 1,32 EN 1993-1-1 §6.3.1.2  z = 2 z 2 z z 1      = 2 2 1,32 1,32 1,15 1   = 0,508 N b,z,Rd = M1 z y   Af = 3 10 1, 0 355 0,508 11600     = 2092 kN N Ed = 168 kN < 2092 kN OK Lateral-torsional buckling resistance, M b,Rd As previously the C 1 factor needs to be calculated in order to determine the critical moment of the member. 444 kNm 3800 0 444 0     1, 77 1  C Appendix C of this document