Vol. 22, No. 3, pp. 344-356 (2026)
DAMAGE CONTROL AND OPTIMAL DESIGN OF EMBEDDED CFRP CIRCULAR TUBE CFSST COLUMN-H-BEAM JOINT WITH ENERGY-DISSIPATION ANGLE STEEL
Guo-Chang Li, Yong Ma *, Xiao Li, Wei-Qi Cui, Zhi-Bin Han and Zhuang-Wen Qin
School of Civil Engineering, Shenyang Jianzhu University, Shenyang 110168, China
*(Corresponding author: E-mail:This email address is being protected from spambots. You need JavaScript enabled to view it.)
Received: 11 September 2025; Revised: 3 January 2026; Accepted: 4 January 2026
DOI:10.18057/IJASC.2026.22.3.10
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ABSTRACT
Maintaining the integrity of the main structure during seismic events and enabling rapid restoration of its normal functionality afterwards are key design objectives in modern earthquake engineering. Based on the design concept of controllable damage and replaceable components after an earthquake, this study investigates a novel beam-column joint, consisting of an embedded carbon fiber-reinforced polymer (CFRP) circular tube concrete-filled square steel tube (CFSST) column and an H-beam equipped with energy-dissipation angle steel components (EDASCs). A numerical model was established using ABAQUS finite element software, and its accuracy was validated against typical experimental data. Joint models with varying material strengths of EDASCs, design bearing capacity coefficients, and free deformation lengths of spliced energy-dissipating beam sections (SEDBSs) were developed. The influence of various parameters on the seismic performance of beam-column joint and the functionality of “structural fuse” was investigated, leading to optimized design recommendations. The results show that during the plastic stage, the EDASCs accounted for 91% of the total energy dissipation of the joints, effectively protecting the main structure and achieving the design objectives of recoverability and replaceability. The material strength and thickness of the EDASCs significantly affect the seismic performance of the joint. In consideration of the bearing capacity, ductility, and energy dissipation ratio of the joint, Q235 steel is recommended as the material for the EDASCs. The design bearing capacity coefficient of the beam-column joint should range from 0.75-0.98 to achieve optimal seismic performance and fulfill the “structural fuse” function. The free deformation length of the SEDBSs should be set at 1-1.5 times the width of the beam flange.
KEYWORDS
CFRP circular tube, Concrete-filled square steel tube, Energy-dissipation angle steel component, Outer diaphragm, Design bearing capacity coefficient
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