What type of study is this?

This is a In Vitro Study study.

August 19, 2025Open Access

Numerical Design Calculation According to EN 1993-1-14 of Innovative Thin-Walled Columns with Sectional Transverse Strengthening

SSSzymon SzewczykIndian Institute of Forest Management VSVolodymyr SemkoNational University "Yuri Kondratyuk Poltava Polytechnic"RSRobert StudzińskiPoznań University of Technology

Key Points

Reinforcing thin-walled columns with sectional transverse stiffeners enhances resistance against buckling and significantly improves structural performance.
Adding more than three stiffeners increased critical loads for various buckling modes by 58–90% for distortional, 52–119% for flexural, and 19–154% for torsional buckling.
The analysis involved a geometrically nonlinear approach alongside linear analysis to assess buckling susceptibility under imperfections.
Results between linear and nonlinear analyses varied minimally, indicating robust modeling with finite element methods.

Abstract

This paper presents a numerical analysis of cold-formed thin-walled columns reinforced with sectional transverse stiffeners (STSs) based on the recent part of EC3 concerning the finite element analysis. Columns that are 1 m tall with various arrangements of STSs were modeled in the AxisVM environment. Numerical design calculations were completed using an analysis requiring a subsequent design check. This included a geometrically nonlinear analysis considering imperfections (GNIA) along with linear analysis (LBA) to assess the columns’ susceptibility to second-order effects. Reinforcing columns with STSs did not show a significant effect on the local buckling behavior of the elements. However, the results indicated that increasing the number of STSs positively influenced the columns’ resistance. This modification reduced the magnitudes of distortional, global flexural, and torsional buckling. Additionally, adding more than three STSs increased the critical loads related to distortional, flexural, and torsional buckling by 58–90%, 52–119%, and 19–154%, respectively. For the GNIA, two combinations of imperfections were analyzed: global flexural imperfection paired with either local or distortional imperfection. LBA was used to apply the imperfect geometry of the columns with the appropriate magnitudes of imperfections. The results between LBA and GNIA for the single-branched columns varied by 8–24%, while for the double-branched columns, the differences were less than 3%.

AIに質問

Bookmark

View Full Paper