Steel Buildings in Europe

Title APPENDIX D Worked Example: Design of portal frame using elastic analysis 21 of 44 4 - 102 For z   0.4, the interaction factor, k zy is calculated as: k zy =                             b,Rd,z Ed mLT b,Rd,z Ed mLT 0, 25 0,1 ; 1 0, 25 0,1 max 1 N N C N N C z  C mLT =  0, 6 0, 4   = 444 0 = 0 C mLT =  0, 6 0, 4  = 0, 6 0, 4 0   = 0,6 > 0,4  C mLT = 0,6 EN 1993-1-1 Annex B Table B.3 k zy =                            2092 168 0, 6 0, 25 0,1 ; 1 2092 168 0, 6 0, 25 0,1 1,15 max 1 k zy = max (0,974; 0,977) = 0,977 EN 1993-1-1 Annex B Table B.2 b,Rd y,Ed zy b,z,Rd Ed M M k N N  = 640 0 ,977 444 2092 168  = 0,758 < 1,0 OK 7.6. In-plane buckling The in-plane buckling interaction is verified with expression (6.61) in EN 1993-1-1. 1, 0 b,Rd y,Ed yy b,y,Rd Ed   M M k N N M M Ed Ed Ed Ed Ed Ed V V N N = 0 kNm = 616 kNm = 117 kN = 162 kN = 117 kN = 168 kN The maximum design values of either column occur on the right hand column (considering EHF applied from left to right) and are as follows: M Ed  616 kNm N Ed  168 kN