Page 32 - 《振动工程学报》2026年第5期

第 39 卷第 5 期 振 动 工 程 学 报 Vol. 39 No. 5
2026 年 5 月 Journal of Vibration Engineering May 2026

地 震 作 用 下 不 同 面 板 型 式 加 筋 土 挡 墙 筋 材 受 力

及 潜 在 破 裂 面 分 析

徐洪路 ， 蔡晓光 ， 王海云 ， 李思汉 ， 朱 晨 5
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（1. 中国地震局工程力学研究所地震工程与工程振动重点实验室，黑龙江 哈尔滨 150080； 2. 中国地震灾害防御中心，
北京 100029； 3. 廊坊市加筋土结构研发与应用重点实验室，河北 三河 065201； 4. 应急管理大学防灾减灾工程学院，
河北 三河 065201； 5. 河北工业大学土木与交通学院，天津 300401）

摘要：为探究地震作用下面板型式对加筋土挡墙潜在破裂面的影响，开展了返包式、模块式和整体式三种加筋土挡墙振动台
模型试验，探究了筋材拉力增量、潜在破裂面、筋土界面动摩擦系数发挥值和筋材与连接件荷载分担占比等关键力学行为特
征。研究结果表明：筋材拉力增量非线性分布，随着峰值加速度的增大，筋材拉力增量非线性增长，且最大值位置逐渐向土体
内部扩展；面板型式对筋材拉力增量分布规律的影响显著，返包式挡墙顶层筋材拉力增量最大，而模块式和整体式挡墙在中
部加筋层中筋材拉力增量最大；模块式加筋土挡墙面板连接处筋材拉力增量较大，此处为结构的关键部位；三种加筋土挡墙
筋土界面动摩擦系数均小于规范经验值和静态实测值，结构不会产生筋材拔出破坏；三种面板型式挡墙中，整体式面板加筋
土挡墙抗震性能最佳，连接件承担了约 70% 的水平拉力。本文提出了不同面板型式加筋土挡墙潜在破裂面的确定方法，研究
成果可为加筋土挡墙地震稳定性分析提供参考。
关键词： 加筋土挡墙；不同面板型式；振动台试验；潜在破裂面；筋材拉力；筋土界面动摩擦系数
+
中图分类号：U417.1 1 文献标志码：A DOI：10.16385/j.cnki.issn.1004-4523.202404026

Reinforcement tension and potential failure surface of reinforced soil retaining walls
with different panels under seismic loading

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XU Honglu ，CAI Xiaoguang ，WANG Haiyun ，LI Sihan ，ZHU Chen 5
（1.Key Laboratory of Earthquake Engineering and Engineering Vibration，Institute of Engineering Mechanics，
China Earthquake Administration，Harbin 150080，China；2.China Earthquake Disaster Prevention Center，Beijing 100029，China；
3.Langfang City Key Laboratory of Research and Application of Geosynthetic Reinforced Soil Structure，Sanhe 065201，China；
4.School of Disaster Prevention and Mitigation Engineering，University of Emergency Management，Sanhe 065201，China；
5.School of Civil and Transportation Engineering，Hebei University of Technology，Tianjin 300401，China）
Abstract： In order to investigate the effect of panel form on the potential failure surface of reinforced soil retaining walls under seismic
loading， shaking table model tests of reinforced soil retaining walls with three different panel forms， modular-block facing， wrapped
facing，full-height rigid facing were conducted，and key mechanical behavior characteristics，such as incremental dynamic tensile forces，
potential failure surface，dynamic friction coefficient of reinforcement-soil interface，and bearing ratios in the connector and reinforcements
were investigated. The results show that： the increment in reinforcement tension is distributed nonlinearly， with increasing peak
acceleration，the increment of reinforcement tension grows nonlinearly，and the location of the maximum value gradually extends into the
interior of the soil；the panel form has a significant effect on the distribution law of reinforcement tension increment，the top layer of the
reinforced soil retaining wall with wrapped facing has the largest increment of reinforcement tension，and the reinforced soil retaining wall
with full-height rigid facing and modular-block reinforced soil retaining wall has the largest increment of reinforcement tension in the middle
reinforced layer；The increment of reinforcement tension at the panel connection of the modular-block reinforced soil retaining wall is larger，
which is the critical part of the structure； the dynamic friction coefficient of the reinforcement-soil interface of the three reinforced soil
retaining walls is smaller than the normative value and the static measured value，and the structure will not be damaged by the pull-out of
reinforcement；the reinforcement in the reinforced soil retaining wall with full-height rigid facing can bear 30% of the horizontal seismic load.
Based on the experimental results and a large number of existing research results，a method is proposed to determine the potential failure

收稿日期：2024-04-10；修订日期：2024-05-29
基金项目：国家自然科学基金联合基金资助项目（U2139207）；地震科技星火项目（XH23067YA）