Vol. 21, No. 4, pp. 294-303 (2025)
INVESTIGATION ON THE SEISMIC BEHAVIOR OF END-PLATE
CONNECTION BETWEEN STEEL BEAM AND CIRCULAR
CONCRETE-FILLED STEEL TUBULAR COLUMN
Shao-Feng Nie 1, *, Zi-Teng Zhao 1, Si-Yuan Chen 1, Yong-Zhen Lin 1, Geng Qin 1 and Xiao-Hui Dong 2
1 School of Civil Engineering, Chang’an University, Shaanxi, China
2 China Railway 16th Bureau Group Corporation Limited, Beijing, China
*(Corresponding author: E-mail:This email address is being protected from spambots. You need JavaScript enabled to view it.)
Received: 12 November 2024; Revised: 7 January 2025; Accepted: 8 January 2025
DOI:10.18057/IJASC.2025.21.4.2
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ABSTRACT
The application and promotion of concrete-filled steel tube (CFST) columns and H-shaped steel beam joints have been extensive in structural engineering. To mitigate stress concentration on columns and protect the panel zone from damage, a fabricated assembly joint was proposed and investigated. This joint comprises a precast concrete-filled steel tube (CFST) column connected to an H-shaped steel beam via an end-plate connection. The joint is assembled conveniently using high-strength bolts, outer diaphragm, and end-plate. Numerical simulation was employed to investigate the seismic behavior of this novel CFST column and H-shaped steel beam joints. Detailed analysis was conducted on failure modes, moment-rotation hysteretic curves, and skeleton curves of specimens subjected to cyclic loading. The results demonstrated that the joint exhibited a full hysteretic curve with excellent seismic performance. Subsequently, a parametric study was conducted to explore a wide range of designs. The results revealed negligible pinch effects in the hysteretic curves and demonstrated excellent joint energy dissipation capacity. All specimens exhibited ductility greater than 3.5. Increasing the thickness of beam end-plate from 12mm to 22mm resulted in a 23.59% increase in initial stiffness but led to a decrease of 13.78% in ductility. Connector end-plates with less than 16mm thickness experienced high stress levels. The position of outer diaphragm significantly influenced the joint's failure mode. Increasing the axial compression ratio from 0.3 to 0.8 reduced the joint's ductility coefficient by 5.2%, suggesting that the axial compression ratio of column limit of 0.7 is recommended for design purposes. Furthermore, increasing the linear stiffness ratio of beam-to-column from 0.18 to 0.59 resulted in a substantial increase in the maximum moment (108.78%) and initial stiffness (90.3%) within specimens. Finally, the reasonable ranges for the thickness of end-plate, the position of outer diaphragm, the axial compression ratio of column, and the linear stiffness ratio of beam-to-column are proposed in this study.
KEYWORDS
End-plate connection, Concrete-filled steel tubular, Seismic behavior, Numerical analysis, Failure mode, Design method
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