Page 61 - 《振动工程学报》2025年第11期

第 38 卷第 11 期 振 动 工 程 学 报 Vol. 38 No. 11
2025 年 11 月 Journal of Vibration Engineering Nov. 2025

不 同 返 包 型 式 加 筋 黄 土 边 坡 振 动 台 模 型 试 验 研 究

赵志成 ， 蔡晓光 ， 李思汉 1,3,4,5 ， 徐洪路 ， 于永堂 ， 袁 超 1,3
1,3
6
2
2,3
（1. 防灾科技学院防灾减灾工程学院，河北 三河 065201； 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. 河北省地震灾害防御与风险评价重点实验室，河北 三河 065201；
5. 北京防灾科技有限公司，北京 100024； 6. 中联西北工程设计研究院有限公司，陕西 西安 710077）

摘要：针对返包面板型式对加筋黄土边坡地震影响程度研究的不足，开展三组返包式加筋土边坡振动台模型试验，探究了不
同返包工艺（C 型返包、次筋型返包和自返包型）对加筋黄土边坡动力响应特性的影响。结果表明：C 型返包加筋黄土边坡整
体稳定性最好。三组模型的加速度放大系数沿坡高呈非线性增长，并在边坡顶部达到峰值，C 型返包对加速度放大效应的抑
制效果最优，坡顶放大系数较其余型式低约 3%~8%；边坡破坏模式均表现为坡面外倾与坡顶沉降复合特征，C 型返包破坏区
域显著小于其余两类，表现出更优的整体抗震性能；边坡坡顶沉降呈现“两端大、中间小”的非线性分布，其中自返包型加筋
黄土边坡的顶层返包段约束相对薄弱，在强震作用下其顶层筋材易呈拔出趋势，致使破坏现象最为显著，坡顶处总永久位移
与最大累计沉降均为三组模型最大，分别为 25.9 mm（2.59%H）和 39.9 mm（3.99%H）；筋材应变响应方面，峰值应变随输入
PGA 增大而递增，底层格栅应变显著小于上层，C 型返包整体应变水平最低，最大峰值应变为 0.10%，为次筋型与自返包型的
83.3%；次筋型返包在抑制坡体内部填土沉降方面表现最优，但在近坡面处存在应力释放现象。研究结论可为加筋黄土边坡
的设计选型提供参考。
关键词： 加筋边坡；返包型式；地震响应；振动台模型试验
中图分类号：TU476.4 文献标志码：A DOI：10.16385/j.cnki.issn.1004-4523.202508050

Shaking table test study on loess slopes reinforced
with different wrap-around facing types

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2
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ZHAO Zhicheng ，CAI Xiaoguang ，LI Sihan 1,3,4,5 ，XU Honglu ，YU Yongtang ，YUAN Chao 1,3
（1.College of Disaster Prevention and Reduction Engineering，Institute of Disaster Prevention，Sanhe 065201，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.Hebei Key Laboratory of Earthquake Disaster Prevention and Risk Assessment，
Sanhe 065201，China；5.Beijing Disaster Prevention Science and Technology Company Limited，Beijing 100024，China；
6.China United Northwest Institute for Engineering Design & Research Co.，Ltd.，Xi’an 710077，China）

Abstract：In view of the lack of research on the seismic influence degree of the back-wrapped panel type on the reinforced loess slope，three
sets of shaking table model tests of the back-wrapped reinforced soil slope were carried out. The response differences of different backpacking
processes (C-shaped wrap-around facing，Secondary reinforcement wrap-around facing，and Self-wrap-facing) to reinforced loess slopes were
explored. The experimental results demonstrate that the slope reinforced with C-shaped wrap-around facing exhibited the highest integral
seismic resistance. The acceleration amplification factors along the slope height increased nonlinearly and peaked at the crest across all models.
The C-shaped wrap-around facing provided the most effective mitigation of acceleration amplification，reducing the crest amplification factor
by approximately 3%~8% compared to the other two types. The failure patterns consistently combined outward deformation of the slope face
and crest settlement. The C-shaped configuration displayed a notably smaller failure zone and superior overall seismic performance. Crest
settlements followed a nonlinear distribution with greater values at both ends and minimal deformation in the central region. The self-wrap-
facing system，due to relatively weak restraint in the top wrap-around section，showed a pronounced tendency for reinforcement pull-out
under intense shaking， leading to the most severe damage. This model recorded the largest total permanent displacement (25.9 mm，
representing 2.59% of the slope height H) and maximum cumulative settlement (39.9 mm， or 3.99% of H) at the crest. Regarding
reinforcement strain，peak tensile strain increased with rising PGA，with lower strains measured in the bottom geogrid layers. The C-shaped

收稿日期：2025-08-14；修订日期：2025-09-20
基金项目：河北省教育厅在读研究生创新能力培养资助项目（CXZZSS2025145）；中国地震局工程力学研究所基本科研业
务费专项（2025D05）