Steel Buildings in Europe

Title APPENDIX D Worked Example: Design of portal frame using elastic analysis 17 of 44 4 - 98 N b,z,Rd = M1 z y   Af = 3 10 1, 0 355 11600 0,906     = 3731 kN N Ed = 168 kN < 3731 kN OK Lateral-torsional buckling resistance, M b,Rd As previously the factor C 1 needs to be calculated in order to determine the critical moment of the member. 616 kNm 444 kNm 1475 0, 721 616 444     1,16 1  C Appendix C of this document M cr = z 2 t 2 z w 2 z 2 1 EI L GI I I L EI C    = 2 4 2 1475 10 2142 210000 1,16      4 2 4 2 4 9 10 2142 210000 89,3 10 81000 1475 10 2142 10 1249            M cr = 5887  10 6 Nmm Appendix C of this document LT   cr y y M W f = 6 3 10 5887 355 10 2194    = 0,364 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   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