The flexural buckling behavior of columns with open sections such as angles is complex due to their inherent coupled torsional-flexural buckling effects that are typically found for intermediate member slenderness. Research on stainless steel angle section columns is scarce and recent, so design provisions given for these members in the European Standard for stainless steel EN1993-1-4 tend to be overly conservative and they need to be revised. As a result, this paper presents the analysis of the behavior of stainless steel angle columns, where the influence of the interaction of flexural buckling with other buckling modes, such as torsional buckling, is addressed. The study is based on numerical analyses comprising several stainless steel grades (austenitic, ferritic and duplex), cross-section sizes and member slenderness. Buckling curves currently provided for stainless steel open sections have been evaluated for flexural buckling and torsional-flexural buckling, showing that the buckling curve adopted in EN1993-1-4 for the flexural buckling resistance is rather conservative, while the curve given for torsional-flexural buckling seems to provide sound results. Based on accuracy and reliability considerations, it is proposed that the buckling curve c is used for the minor axis flexural buckling resistance of stainless steel columns with angle sections