柱中抬升自复位摇摆架-钢框架结构抗震性能有限元分析

连鸣; 吴伟豪; 周玉浩

doi:10.3724/j.gyjzG24022303

柱中抬升自复位摇摆架-钢框架结构抗震性能有限元分析

doi: 10.3724/j.gyjzG24022303

1. 西安建筑科技大学土木工程学院, 西安 710055;
2. 西安建筑科技大学结构工程与抗震教育部重点实验室, 西安 710055

基金项目:

国家自然科学基金项目（52078411）；陕西省创新能力支撑计划-青年科技新星项目（2022KJXX-47）；陕西省教育厅青年创新团队科研计划项目（22JP041）。

详细信息

作者简介:
连鸣，博士，教授，博士生导师，主要从事韧性钢结构体系抗震性能与设计方法的研究工作。lianming@xauat.edu.cn

计量
- 文章访问数: 26
- HTML全文浏览量: 7
- PDF下载量: 0
- 被引次数: 0
出版历程
- 收稿日期: 2024-02-23
- 网络出版日期: 2026-07-06

Finite Element Analysis of the Seismic Performance of Self-Centering Rocking Frame with Column Mid-Height Uplift System

1. School of Civil Engineering, Xi'an University of Architecture and Technology, Xi'an 710055, China;
2. Key Lab of Structural Engineering and Earthquake Resistance, Ministry of Education (XAUAT), Xi'an 710055, China

摘要

摘要: 柱脚抬升摇摆架结构在提高结构抗震性能的同时，也会增大由二阶效应产生的倾覆力矩，从而增大结构倾覆的风险，不利于结构抗震性能的充分发挥。针对以上不足，提出了柱中抬升自复位摇摆架结构。该结构将底层柱1/2高度处设计成放松约束的可抬升摇摆形式，使底层柱上、下段呈反向曲率受弯，在柱中位置形成反弯点，减小上部结构在地震作用下的摇摆，从而减小结构倾覆的风险。基于有限元软件OpenSEES建立了柱中抬升自复位摇摆架结构的有限元模型，在此基础上对钢框架结构、支撑-钢框架结构、柱底抬升自复位摇摆架-钢框架结构、柱中抬升自复位摇摆架-钢框架结构进行多遇地震、设防地震、罕遇地震、巨震（9度罕遇地震）作用下的时程分析，基于结构最大层间位移角、结构顶层位移响应、结构层间位移集中系数、结构残余层间位移角、结构塑性铰分布，对比了4种结构的抗震性能。结果表明：柱中抬升自复位摇摆架-钢框架结构控制最大层间位移角、结构顶层位移、结构残余层间位移角的能力均优于其他结构，并且优化了结构在地震中的塑性发展模式，具有较高的安全储备来抵御强震作用。
- 自复位摇摆结构 /
- 钢框架 /
- 时程分析 /
- 抗震性能 /
- 有限元分析
Abstract: The controlled rocking steel frame with column-base uplift system not only improves the seismic performance of the structure but also increases the overturning moment generated by second-order effects， thereby increasing the risk of structural overturning and limiting the full utilization of its structural seismic performance. To address these limitations， this paper proposes a controlled rocking steel frame with column mid-height uplift system. This system features a liftable rocking form with relaxed constraints at the mid-height of the ground-floor columns， causing the upper and lower segments of the columns to bend in opposite curvatures. This creates a reverse bending point at the column's mid-height， reducing the rocking of the upper structure under seismic actions， consequently mitigating the risk of structural overturning. Utilizing the finite element software OpenSEES， a finite element model for controlled rocking steel frames with column mid-height uplift system was developed. Based on this model， time-history analyses under minor， moderate， major， and extreme seismic events were performed for four structural configurations： the steel frame structure， the braced-steel frame structure， the self-centering rocking frame with column-base uplift system， and the self-centering rocking frame with column mid-height uplift system. The seismic performance of these structures was compared and analyzed based on the maximum inter-story drift ratio， top-story displacement response， inter-story drift concentration factor， residual inter-story drift ratio， and the distribution of plastic hinges. The analysis results indicated that the rocking frame with column mid-height uplift system demonstrated superior control over the maximum inter-story drift ratio， top-story displacement， and residual inter-story drift ratio compared to the other structures. Additionally， it optimized the plastic hinge development pattern of the ssystem during earthquakes， providing a higher safety margin against strong seismic actions.
- self-centering rocking structure /
- steel frame /
- time-history analysis /
- seismic performance /
- finite element analysis

HTML全文

参考文献(14)

[1]	中华人民共和国住房和城乡建设部.建筑抗震设计标准:GB/T 50011—2010[S].北京:中国建筑工业出版社，2024.
[2]	HOUSNER G W.The behavior of inverted pendulum structures during earthquakes[J].Bulletin of the Seismological Society of America，1963（2）:403-417.
[3]	MIDORIKAWA M，AZUHATA T，ISHIHARA T，et al.Shaking table tests on seismicresponse of steel braced frames with column uplift[J].Earthquake Engineering &Structural Dynamics，2010，35（14）:1767-1785.
[4]	SAUSE R，RICLES J M，ROKE D A，et al.Large-scale experimental studies of damage-free self-centering concentrically-braced frame under seismic loading[C]//Structures Congress.Orlando:2010.
[5]	POLLINO M，SABZEHZAR S，QU B，et al.Research needs for seismic rehabilitation of sub-standard buildings using stiff rocking cores[C]//Structures Congress 2013:Bridging Your Passion with Your Profession.Pittsburgh:2013.
[6]	武大洋.近场地震作用下轻型自复位消能摇摆刚架减震性能分析[D].兰州:兰州理工大学，2013.
[7]	张文津，李国强，孙飞飞，等.双段消能摇摆结构体系弹性地震反应的简化分析模型及参数分析[J].建筑钢结构进展，2020，22（5）:43-50.
[8]	张国伟，丁梦婷，赵旭洋，等.摇摆防屈曲支撑RC框架抗震性能研究[J].工程抗震与加固改造，2021，43（2）:30-37.
[9]	沈金生，刘利伟，贾少卓，等.外附耗能摇摆钢框架结构抗震性能试验研究[J].建筑结构，2022，52（14）:93-97.
[10]	王伟，代春雪，胡书领.考虑高阶振型的自复位双核摇摆模块钢框架的性能化设计方法[J/OL].工程力学，2025[ 2025-09-23].https://link.cnki.net/urlid/11.2595.O3.20240116.0953.004.
[11]	王枫智.柱脚抬升式摇摆中心支撑框架抗震性能研究[D].大连:大连理工大学，2021.
[12]	杨溥，李英民，赖明．结构时程分析法输入地震波的选择控制指标[J].土木工程学报，2000，33（6）:33-37.
[13]	Pacific Earthquake Engineering Research Center.PEER ground motion database[EB/OL].[ 2024-02-23].https://ngawest2.berkeley.edu/.
[14]	曲哲，和田章，叶列平.摇摆墙在框架结构抗震加固中的应用[J].建筑结构学报，2011，32（9）:11-19.