Steel Buildings in Europe

Title APPENDIX D Worked Example: Design of portal frame using elastic analysis 31 of 44 4 - 112 M cr = z 2 t 2 z w 2 z 2 1 EI L GI I I L EI C    = 2 4 2 2930 10 1676 210000 1, 77      4 2 4 2 4 9 10 1676 210000 66,9 10 81000 2930 10 1676 791 10            M cr = 1763  10 6 Nmm Appendix C of this document LT   cr pl, y y M f W = 6 3 10 1763 355 10 1702    = 0,585 EN 1993-1-1 §6.3.2.2 For hot rolled sections  LT =     2 LT LT,0 LT LT 0,51         EN 1993-1-1 §6.3.2.3 LT,0   0,4 and   0,75 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 0,585 0,4 0,75 0,585     = 0,674  LT = 2 LT 2 LT LT 1        LT = 2 2 0, 75 0,585 0, 674 0, 674 1    = 0,894 EN 1993-1-1 §6.3.2.3 2 LT 1  = 2 0,585 1 = 2,92   LT = 0,894 M b,Rd = M1 pl, y y LT   f W = 6 3 10 1, 0 355 10 1702 0,894      = 540 kNm EN 1993-1-1 §6.2.5(2) 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)