Angle profiles belong to the most common structural steel shapes used in civil engineering constructions especially in lattice towers for telecommunication or transmission towers. They exhibit specific features that distinguish them from other types of common sections. Angle sections widely used for axially loaded member, but the most connection type used for angle profiles is adding gusset plate to the angle leg which produces an additional moment due to the eccentricity. The principal and geometrical axes of angle sections do not coincide and exhibit very low rigidity when it comes to uniform and non-uniform torsion. Thus, when applying design expressions included in EN1993-1-3 or EN 1993-3 for cross-sections or members composed of angle sections, we will get different results.

The purpose of this study is to check the validity of the numerical results with the analytical results coming from provisions of EN 1993-1-3, EN 1993-3 and AISC 360-16 LRFD. This study has focused on the impact of concentric and eccentric loaded member. Nine angle profiles with different lengths and steel grades (36 Samples) are subjected to 5 load cases: concentric loaded member, eccentric in minor axis ev, eccentric in major axis eu (Tip in compression), eccentric in major axis eu (Tip in tension) and eccentric in geometric axis ey (Tip in compression).

The numerical models were developed using a finite element program (ABAQUS) to predict the ultimate load of tested columns. Results of the numerical model were verified with the corresponding results of the experimental test which was carried out at the Institute of Steel Structures of the National Technical University of Athens (NTUA), and a good agreement was observed. Finally, the results of provision of EN 1993-1-3 are more conservative than EN 1993-3 or AISC 360-16 for all load cases.