Q690薄壁高强圆钢管混凝土柱抗震性能研究

张璇; 王建涛; 武艳如; 李军心

doi:10.13204/j.gyjzG21022509

Q690薄壁高强圆钢管混凝土柱抗震性能研究

doi: 10.13204/j.gyjzG21022509

1. 交通运输部管理干部学院, 北京 101601;
2. 西安建筑科技大学土木工程学院, 西安 710055;
3. 西安交通大学土木工程系, 西安 710054

基金项目:

国家自然科学基金项目（52008228，51978570）；中国博士后科学基金项目（2020M670341）。

详细信息

作者简介:
张璇,女,1991年出生,硕士,研究实习员,zhangxuanbjut@163.com。

通讯作者:
王建涛,男,1991年出生,博士,副教授,sdwfttw@163.com。

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出版历程
- 收稿日期: 2021-02-25

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

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

摘要

摘要: 为研究薄壁高强钢管混凝土柱抗震性能，开展了超限径厚比下Q690薄壁高强圆钢管混凝土柱低周往复加载试验，分析了该类柱破坏形态、荷载-位移曲线、滞回耗能、刚度和荷载退化规律。基于钢材应力三轴度损伤效应建立了薄壁高强钢管混凝土柱有限元损伤模型，揭示了Q690薄壁高强钢管混凝土柱的损伤演化发展规律。研究结果表明：薄壁高强圆钢管混凝土柱破坏时钢管局部屈曲并断裂，核心混凝土被挤密压碎；侧移率1%~6%时荷载比维持在0.9以上，7%~8%侧移率时荷载退化率达17.4%~23.0%，滞回环较饱满，延性系数位于2.88~3.61区间，总体上该类柱具有良好的承载力和塑性变形能力；柱脚混凝土损伤破坏呈V形分布，高强钢管发生深度屈服行为，加大轴压比和径厚比增强了薄壁高强钢管混凝土柱断裂损伤发展趋势。
- 薄壁高强圆钢管混凝土柱 /
- 超限径厚比 /
- 低周往复加载 /
- 抗震性能 /
- 断裂损伤
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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