Research on Seismic Performances of Concrete-Filled Thin-Walled High-Strength Q690 Steel Tubular Columns

ZHANG Xuan; WANG Jiantao; WU Yanru; LI Junxin

doi:10.13204/j.gyjzG21022509

Volume 53 Issue 7

Jul. 2023

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ZHANG Xuan, WANG Jiantao, WU Yanru, LI Junxin. Research on Seismic Performances of Concrete-Filled Thin-Walled High-Strength Q690 Steel Tubular Columns[J]. INDUSTRIAL CONSTRUCTION, 2023, 53(7): 93-101. doi: 10.13204/j.gyjzG21022509

Citation:

ZHANG Xuan, WANG Jiantao, WU Yanru, LI Junxin. Research on Seismic Performances of Concrete-Filled Thin-Walled High-Strength Q690 Steel Tubular Columns[J]. INDUSTRIAL CONSTRUCTION, 2023, 53(7): 93-101. doi: 10.13204/j.gyjzG21022509

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Research on Seismic Performances of Concrete-Filled Thin-Walled High-Strength Q690 Steel Tubular Columns

doi: 10.13204/j.gyjzG21022509

1. Transport Management Institute Ministry of Transport of the P. R. China, Beijing 101601, China;
2. School of Civil Engineering, Xi'an University of Architecture and Technology, Xi'an 710055, China;
3. Department of Civil Engineering, Xi'an Jiaotong University, Xi'an 710054, China

Received Date: 2021-02-25

Abstract

Abstract

To research the seismic perfomance of concrete-filled thin-walled high-strength steel tubular (CFTHST) columns, a quasi-static test was conducted on concrete-filled thin-walled high-strength Q690 steel tubular columns with diameter-to-thickness (D/t) ratios exceeding regulation limitations. The detailed analysis was performed to examine the failure mode, load-displacement curves, hysteretic energy dissipation, and the degradation laws of stiffness and bearing capacity; subsequently, a finite element damage model of CFTHST column was established based on the dependent fracture criterion of steel stress triaxiality to reveal the damage evolution. The results indicated that:the tested HCFTST columns failed in a way of concrete crushing combined with the local buckling and fracture of high-strength (HS) steel tube; in the drift ratios of 1% to 6%, the load ratios maintained above 0.9 while the load degradation reached up 17.4% to 23.0% in the drift ratios of 7% to 8%; moreover, the tested columns behaved the plump hysteresis curves with the ductility coefficients in the range of 2.88 to 3.61, reflecting that those columns demonstrated a reasonable bearing capacity and plastic deformation; the concrete damage area appeared in V-shaped distribution and the HS steel tube experienced a deep yielding behavior; increasing the axial compression ratio and D/t ratio augmented the fracture damage of the CFTHST columns.
- CFTHST column,
- diameter to thickness ratio exceeding regulation limitation,
- quasi-static loading,
- seismic performance,
- fracture damage

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References(23)

References

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