Steel Buildings in Europe

Title APPENDIX D Worked Example: Design of portal frame using elastic analysis 42 of 44 4 - 123 8.3.2. Verification of flexural buckling about minor axis Maximum forces in the haunched member (at the face of the column) are: N Ed  129 kN M Ed  661 kNm EN 1993-1-1 does not cover the design of tapered sections (i.e. a haunch), and the verification in this worked example is carried out by checking the forces of an equivalent T-section subject to compression and bending. The equivalent T-section is taken from a section at mid-length of the haunched member. The equivalent T-section is made of the bottom flange and 1/3 of the compressed part of the web area, based on §6.3.2.4 of EN 1993-1-1. The buckling length is 2740 mm (length between the top of column and the first restraint). Properties of cross-section No.1: Section area A = 15045 mm 2 Elastic modulus to the compression flange W el,y = 4527  10 3 mm 3 Properties of cross-section No.3: Properties of the whole section y y  f f / /   M M 312 329 104 Elastic neutral axis (from bottom flange): z = 329 mm Section area A = 12686 mm 2 Properties of the equivalent T-section in compression: