Abstract: As a semi-analytical method, the finite strip method is widely used in the buckling analysis of thin-walled structures. Most finite strip methods are based on the plate theories of Kirchhoff and of Mindlin. When analyzing the buckling of thin-walled structures with curved corners, the finite strip method based on the single curved shallow shell theory converges much better and can obtain more accurate results. The current finite strip methods based on the shallow shell theory are applicable to the elastic buckling analysis of thin-walled structures and it cannot consider the nonlinear stress-strain relationship of cold-formed steel. In this study, a finite strip method for inelastic buckling of cold-formed steel members is proposed upon the shallow shell theory of Marguerre and upon the plastic deformation theory. The classical Ramberg-Osgood stress-strain relationship is employed to simulate the material nonlinear behavior. Based on the principle of minimum potential energy, the eigenvalue equation is established to determine the critical buckling stress and this equation is solved by the iterative method. The results obtained from the proposed model are compared with existing results for several typical cases, and the feasibility and effectiveness of the proposed model are validated. The model proposed is then utilized to analyze the inelastic buckling of single curved shallow shells and cold-formed thin-walled and thick-walled angle sections, channel sections, and square hollow sections with curved corners. The results show that the variation relationship between the inelastic buckling stress and the half-wavelength is similar to that of elastic buckling, and the inelastic buckling stress is significantly smaller than the elastic buckling stress when the buckling stress approaches or exceeds the yield stress. For cold-formed thin-walled members, the influence of corner radius on inelastic buckling stress is negligible. For cold-formed thick-walled members, the inelastic local buckling stress and local-overall interaction buckling stress increase with the increase of the corner radius.