Steel Buildings in Europe

Title APPENDIX D Worked Example: Design of portal frame using elastic analysis 20 of 44 4 - 101 M cr = z 2 t 2 z w 2 z 2 1 EI L GI I I L EI C    = 2 4 2 3800 10 2142 210000 1, 77      4 2 4 2 4 9 10 2142 210000 89,3 10 81000 3800 10 2142 10 1249            M cr = 1556  106 Nmm Appendix C of this document LT   cr y y M W f = 6 3 10 1556 355 10 2194    = 0,708 EN 1993-1-1 §6.3.2.2 For hot rolled sections  LT =     2 LT LT,0 LT LT 0,51         LT,0   0,4 and   0,75 EN 1993-1-1 §6.3.2.3 As previously:  Curve c for hot rolled I sections   LT  0,49 EN 1993-1-1 Table 6.3 Table 6.5  LT =     2 0,51 0,49 0,708 0,4 0,75 0,708     = 0,763  LT = 2 LT 2 LT LT 1        LT = 2 2 0, 75 0, 708 0, 763 0, 763 1    = 0,822 EN 1993-1-1 §6.3.2.3 2 LT 1  = 2 0, 708 1 = 1,99   LT = 0,822 M b,Rd = M1 pl,y y LT   f W = 6 3 10 1, 0 355 10 2194 0,822      = 640 kNm M Ed = 616 kNm < 640 kNm OK Interaction of axial force and bending moment – out-of-plane buckling Out-of-plane buckling due to the interaction of axial force and bending moment is verified by satisfying the following expression: 1, 0 b,Rd y,Ed zy b,z,Rd Ed   M M k N N EN 1993-1-1 §6.3.3(4)