Abstract
Determining the plate or the local buckling resistance is highly important in designing steel buildings and bridges. The EN 1993-1-5Annex C provides a FEM-based design approach to calculate the buckling resistance based on numerical design calculations (geometrical and material nonlinear analysis - GMNIA). Within the GMNIA analysis-based stability design, the application of the imperfections has a special role. Thus, the applicability of the EN 1993-1-5 based buckling curve (Winter curve) has been questioned for pure compression, and previous investigations showed the buckling curve of EN 1993-1-5 Annex B is more appropriate for the design of slender box-section columns subjected to pure compression, the magnitude of the equivalent geometric imperfection to be applied in numerical models for local buckling is also questioned and investigated by the authors within the current paper. The aim of the current research program is to investigate the necessary equivalent geometric imperfections to be applied in FEM-based design calculations using GMNIA calculations. A numerical parametric study is executed to investigate the imperfection sensitivity of box-section columns having different local slenderness. The necessary imperfection magnitudes are determined to each analyzed geometry leading to the buckling resistance predicted by the standardized buckling curves. Based on the numerical parametric study, a proposal for the applicable equivalent geometric imperfection magnitude is developed, which conforms to the plate buckling curves of the EN 1993-1-5 and giving an improvement proposal to the local buckling imperfection magnitudes of the prEN 1993-1-14, which is currently under development.
Highlights
The subject of the paper is the investigation of the local plate buckling resistance of slender box-section columns subjected to pure compression
The applicability of the EN 1993-1-5 based buckling curve (Winter curve) has been questioned for pure compression, and previous investigations showed the buckling curve of EN 1993-1-5 Annex B is more appropriate for the design of slender box-section columns subjected to pure compression, the magnitude of the equivalent geometric imperfection to be applied in numerical models for local buckling is questioned and investigated by the authors within the current paper
6 Summary and conclusions In the current paper, the equivalent geometric imperfections to be used in Geometrical and material nonlinear analysis with imperfections (GMNIA) analysis to determine the plate buckling resistance are investigated
Summary
The subject of the paper is the investigation of the local plate buckling resistance of slender box-section columns subjected to pure compression. The current EN 1993-1-5 [1] standard provides a design method using analytical design equations checking the buckling resistance to pure compression, which design method uses the Winter curve as a plate buckling curve. The applicability of this buckling curve has been questioned by several researchers in the past. Schillo et al [3] proposed a new buckling curve or suggested using an increased partial safety factor for plate buckling resistance of plates subjected to pure compression and not supported by adjacent plates (for example, square box-section columns). It has been proposed to use the Annex B curve for these special cases
Sign-in/Register to view highlights & summary Sign-in/Register to access full text options 
Free) 
Talk to us
Join us for a 30 min session where you can share your feedback and ask us any queries you have
Schedule a call
