岩土力学 ›› 2025, Vol. 46 ›› Issue (S1): 519-530.doi: 10.16285/j.rsm.2024.1049CSTR: 32223.14.j.rsm.2024.1049

• 数值分析 • 上一篇    下一篇

高速铁路整体刚性面板加筋土挡墙地震作用下服役性能研究

潘申鑫1, 2，蒋关鲁1, 2，袁胜洋1, 2，刘先峰1, 2，何梓雷1, 2，曹丽君1, 2，周诗广3   

  1. 1. 西南交通大学 高速铁路线路工程教育部重点实验室，四川 成都 610031；2. 西南交通大学 土木工程学院，四川 成都 610031； 3. 中国铁道学会，北京 100844
  • 收稿日期:2024-08-26 接受日期:2024-10-22 出版日期:2025-08-08 发布日期:2025-09-01
  • 通讯作者: 蒋关鲁，男，1962年生，博士，教授，博士生导师，主要从事道路与铁道工程方面的研究和教学工作。E-mail: wgljiang@swjtu.edu.cn
  • 作者简介:潘申鑫，男，1997年生，博士研究生，主要从事道路与铁道、岩土工程等方面的研究。E-mail: panshenxin@my.swjtu.edu.cn
  • 基金资助:
    国家重点研发计划项目（No.2022YFE0104600）；国家自然科学基金（No.52378463，No.52478475）。

Service performance of reinforced soil retaining wall with integral rigid facing of high-speed railway under seismic action

PPAN Shen-xin1, 2, JIANG Guan-lu1, 2, YUAN Sheng-yang1, 2, LIU Xian-feng1, 2, HE Zi-lei1, 2, CAO Li-jun1, 2, ZHOU Shi-guang3   

  1. 1. Key Laboratory of High-Speed Railway Engineering of Ministry of Education, Southwest Jiaotong University, Chengdu, Sichuan 610031, China; 2. School of Civil Engineering, Southwest Jiaotong University, Chengdu, Sichuan 610031, China; 3. China Railway Society, Beijing 100844, China
  • Received:2024-08-26 Accepted:2024-10-22 Online:2025-08-08 Published:2025-09-01
  • Supported by:
    This work was supported by the National Key Research and Development Program (2022YFE0104600) and the National Natural Science Foundation of China (52378463, 52478475).

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摘要： 为探究高速铁路地震区域刚性面板加筋土挡墙的服役性能，结合振动台试验和数值仿真，研究了地震作用下面板水平位移和表层沉降的响应特征，揭示了该结构的变形特性。研究结果表明：不考虑地基变形的影响，地震作用下面板以转动变形为主，震后永久水平位移呈上大下小的趋势；挡墙表层沉降呈双峰分布形式，在连接件末端和筋材末端附近处出现差异沉降，破坏始于筋材末端附近；采用面板水平位移和挡墙表层沉降之间关系，将加筋土挡墙变形划分为4个阶段，综合判断结构的服役性能；采用高速铁路工后沉降限值作为控制指标提出了加筋土挡墙位移指数DI的确定方法；以数值模拟工况为例，确定了上部为无砟轨道结构时加筋土挡墙面板DI阈值为0.3%，上部为有砟轨道且设计速度V≥300 km/h时，面板DI阈值为1.5%。研究成果可为高速铁路加筋土挡墙设计提供参考和依据，同时还可丰富加筋土挡墙抗震防灾理论。

关键词: 服役性能, 加筋土挡墙, 刚性面板, 沉降, 位移指数, 高速铁路

Abstract: To investigate the service performance of reinforced soil retaining wall with rigid facing in high-speed railway seismic zones, the response characteristics of facing horizontal displacement and surface settlement under seismic action were studied through vibration table tests and numerical simulations, revealing the deformation characteristics of the structure. The findings suggest that regardless of the influence of foundation deformation, rotational deformation occurs in the most parts of the facing, the permanent horizontal displacement after the earthquake shows the trend of large upward and small downward. The surface settlement of the retaining wall exhibits a bimodal distribution pattern, where differential settlement is observed near the ends of connectors and reinforcement bars, and failure initiated near the end of the reinforcement bars. The deformation of the reinforced soil retaining wall is divided into four stages to comprehensively assess the service performance of the structure by using the relationship between the horizontal displacement of the panel and the settlement of the retaining wall surface. Taking the post-construction settlement limit of high-speed railways as a control indicator, a method for determining the displacement index DI of reinforced earth retaining wall is proposed. For the case study presented in this paper, the DI threshold is determined to be 0.3% when the upper part of the reinforced earth retaining wall is a ballastless track structure, and 1.5% when the superstructure is a ballasted track with a design speed of V≥300 km/h. The findings can not only provide references and basis for the design of reinforced soil retaining walls in high-speed railway applications, but also contribute to enriching the seismic disaster prevention theory of reinforced soil retaining walls.

Key words: service performance, reinforced soil retaining wall, rigid facing, settlement, displacement index, high speed railway

中图分类号: TU432
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