Vol. 20, No. 4, pp. 319-329 (2024)
EXPERIMENTAL AND FINITE ELEMENT INVESTIGATIONS OF
CONCRETE-FILLED STEEL SLENDER COLUMNS WITH
HEXAGONAL CROSS-SECTION
O. F. Kharoob, M. H. EL-Boghdadi and AZA. M. Elagamey *
Department of Structural Engineering, Faculty of Engineering, Tanta University, Tanta, Egypt
*(Corresponding author: E-mail:This email address is being protected from spambots. You need JavaScript enabled to view it.)
Received: 21 August 2023; Revised: 11 February 2024; Accepted: 16 February 2024
DOI:10.18057/IJASC.2024.20.4.1
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ABSTRACT
This research presents experimental and finite element (FE) investigations of hexagonal concrete-filled steel tubular (HCFST) slender columns. Firstly, a uniform axial load is applied to eight HCFST columns, with four of them being short columns and the others remainder slender. The experiments aim to study the impact of both the cross-section and concrete strength on the strength and behavior of HCFST slender columns. Secondly, HCFST slender columns are analyzed using the FE program (ABAQUS). Validation of the FE analysis in terms of strength and behavior is conducted using the present experimental tests and previous research. The strength and behavior of HCFST slender columns are further explored using a series of parametric studies, including columns' height, concrete strength (fc), steel cross-section thickness (t), and steel strength (fy). The results show that increasing the values of t, fc, and fy increases the ultimate capacity load of HCFST slender columns. Additionally, the maximum value of λ is identified to be almost equal to 18, indicating the threshold distinguishing short HCFST columns, and after this threshold, the columns are classified as slender. Lastly, a comparison is drawn between the results obtained from the experimental and FE models and the standards obtained in the AISC and EN 1994-1-1 (EC4) codes. The analysis reveals that EN 1994-1-1 (EC4) yields non-conservative results for steel tubes with small thicknesses, whereas AISC tends to give more conservative results across all HCFST slender columns. It is therefore recommended to adhere to the AISC specification for steel tubes with small thicknesses up to 4mm and to use EC4 for other thicknesses exceeding this limit.
KEYWORDS
HCFST slender columns; Ultimate axial strength; Experimental study; Slenderness ratio; Finite element (FE)
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