Dynamic behavior of concrete filled steel tubular columns

Abstract

Purpose The purpose of this paper is to investigate the static and dynamic inelastic response of rigid and semi-rigid connections of steel structures with concrete-filled steel tube (CFST) columns built in high seismic areas, and to compare it with those with open section columns. Design/methodology/approach CFST columns are frequently used in moment resistant steel frames located in seismic areas due to their inherent advantages, including their ductility, energy absorption capacity as well as their high bearing capacity. The smart combination of steel and concrete makes it possible to benefit from the advantages of both components to the maximum. This research work presents the nonlinear dynamic response of moment resistant steel frames with CFST columns, with rigid or semi-rigid connections, built in high seismic areas, according to the Algerian seismic code RPA 99/2003, European EC8 and American FEMA 356 to show the nonlinear characteristics of this type of structures, and their advantages over steel frames with open section columns. Findings The paper presents the advantages of using CFST columns with rigid and semi-rigid connections on the seismic response of portal steel frames. A high performance level in terms of ductility, plastic hinges distribution and their order of appearance has been obtained. It also shows the low effect of seismic loading on the structural elements with CFST columns compared to structures with open section columns. Originality/value The investigation of the numerical results has shown the possibility of their use in the seismic areas for their adequate performance, and also with respect to the design limits specified in the seismic guidelines. In addition, this study represents a first step to develop seismic performance factors for steel structures with CFST columns in Algeria, where the Algerian code do not include a comprehensive specification for the composite steel structures.

Parametric Analysis of the Performance of Steel-Concrete Composite Structures Designed with TBDY 2018

“…Intensive experimental and analytical studies are carried out for the production and design of such structural systems, especially in countries such as Japan, Italy, and America. Among the current studies conducted for this purpose, there are composite construction systems consisting of combining the superior properties of concrete and steel [3][4][5][6][7][8][9][10]. In this context, the production of loadbearing elements produced by working together of composite structures, namely concrete and steel, gains more importance in earthquake zones countries such as Turkey.…”

Numerical modelling of CFST column to I beam end plate joints

“…Tubular structures present excellent properties which make them favourable for several applications mainly in industrial buildings and offshore structures, due to their larger durability and high compressive strength compared to those of open sections steel structures [1][2][3][4]. Due to their symmetrical shape, RHS joints sections are particularly advantageous, being more resistant to axial forces [5,6]. Despite this fact, on site, the attached I-beam with a tubular column connection presents a particular difficulty [5].…”

“…Due to their symmetrical shape, RHS joints sections are particularly advantageous, being more resistant to axial forces [5,6]. Despite this fact, on site, the attached I-beam with a tubular column connection presents a particular difficulty [5].…”

Performance assessment of steel structures with semi-rigid joints in seismic areas

“…An extensive study on the joints behaviour, characterisation and modelling as well a survey of joint modelling possibilities was presented by Jaspart (2000). Part 1-8 of Eurocode 3 ( 2010) contains guidelines for these steps, while their application in current design practice for an economical design of steel and composite structures was presented by and Boukhalkhal et al (2019). Other aspects of joint modelling in structures were studied by Diaz et al (2011) and Faella et al (2000).…”