高轴压比方钢管混凝土柱-组合梁加强环节点抗震性能有限元分析

丁发兴; 佘露雨; 段林利; 雷建雄

doi:10.13206/j.gjgS23072801

高轴压比方钢管混凝土柱-组合梁加强环节点抗震性能有限元分析

doi: 10.13206/j.gjgS23072801

1. 中南大学土木工程学院, 长沙 410075;
2. 湖南省装配式建筑工程技术研究中心, 长沙 410075

基金项目:

国家自然科学基金项目(51978664)。

详细信息

作者简介:
丁发兴，博士，教授，主要从事钢管混凝土结构研究。

通讯作者:
段林利，博士，讲师，主要从事钢管混凝土结构研究，linliduan@csu.edu.cn。

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出版历程
- 收稿日期: 2023-07-28
- 网络出版日期: 2024-03-29
- 刊出日期: 2024-01-25

Finite Element Analysis of Seismic Performance of Concrete-Filled Square Steel Tubular Column to Composite Beam Joint with Stiffening Ring Under High Axial Pressure

1. School of Civil Engineering, Central South University, Changsha 410075, China;
2. Engineering Technology Research Center for Prefabricated Construction Industrialization of Hunan Province, Changsha 410075, China

摘要

摘要: 钢管混凝土柱-组合梁加强环节点因性能优异被超高层建筑广泛采用，针对高轴压比方钢管混凝土柱-组合梁加强环节点的抗震性能，开展了有限元研究。在混凝土三轴塑性损伤和钢材混合强化模型基础上，进一步引入钢材的韧性损伤模型，建立了基于试验构件的实体精细有限元模型，通过和试验结果对比，证明了有限元模型能够准确模拟节点的抗震性能和破坏模式，并能较准确模拟加载后期承载力下降段，极限承载力误差均在8%以内；开展了有限元参数分析，考虑了增加钢梁高度“强梁”构造和采用柱端拉筋“强柱”构造，分析了不同参数对节点滞回曲线、骨架曲线、破坏模式和塑性耗能分配与失效机制的影响。分析结果表明：高轴压比下，增加钢梁高度和采用柱端拉筋大幅度提升了节点抗弯承载力和耗能能力，使得组合节点在高轴压比时仍维持梁端失效破坏模式；加强环节点在梁-柱抗弯承载力比介于1.39~2.11时，发生梁耗能向柱耗能的转变； GB 50011—2010《建筑抗震设计规范》中规定梁柱抗弯承载力比取值小于1时为“强柱弱梁”，对于加强环节点该规定较为保守，建议加强环节点的梁柱抗弯承载力比可放大至小于1.3时为“强柱弱梁”。
- 钢管混凝土柱 /
- 高轴压比 /
- 加强环组合节点 /
- 抗震性能 /
- 有限元分析
Abstract: Concrete-filled steel tubular column to composite beam joint with stiffening ring is widely used in super high-rise buildings due to its excellent performance. This paper conducted finite element research on the seismic performance of concrete-filled square steel tubular column to composite beam joint with stiffening ring under high axial pressure. On the basis of the triaxial plastic damage model of concrete and the mixed strengthening model of steel, a ductile damage model of steel was further applied, and solid fine finite element models based on test specimens were established. By comparing with experimental results, it is proven that the finite element model can accurately simulate the seismic performance and failure modes of joints, as well as the decline of ultimate capacity in the later stage of loading, with ultimate capacity errors within 8%. Finite element parametric analysis was conducted, considering the construction of “strong beams” with increased steel beam height and “strong columns” with column stirrup. The effects of different parameters on hysteresis curves, skeleton curves, failure modes, and plastic energy distribution and failure mechanisms of joints were analyzed. The analysis results indicate that under high axial compression ratio, after increasing the steel beam height and using the construction of stirrup at the column end, the bending capacity and energy dissipation capacity of the joints are significantly improved, and the composite joints still maintain the beam end failure mode at high axial compression ratio. When the ratio of bending capacity of beam to column is between 1.39 and 2.11, the joint with stiffening ring takes a transition from beam energy consumption to column energy consumption; According to the Code for Seismic Design of Buildings (GB 50011—2010), it is considered as a strong -column weak-beam when the value of the ratio of bending capacity of beam to column is less than 1. This is relatively conservative for the definition of strong-column weak-beam for joints with stiffening ring. It is recommended that the ratio of bending capacity of beam to column for joints with stiffening ring corresponding to strong-column weak-beam can be enlarged to less than 1.3.
- concrete-filled steel tubular column (CFST) /
- high axial compression ratio /
- composite joint with stiffening ring /
- seismic performance /
- finite element analysis

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参考文献(29)

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