考虑埋深的黏性回填挡墙抗震转动稳定性上限分析

李东阳; 马志宏; 刘杰; 尹吉丽; 孙勃岩

doi:10.11779/CJGE20230990

考虑埋深的黏性回填挡墙抗震转动稳定性上限分析 English Version

1.
中国矿业大学(北京)力学与土木工程学院, 北京 100083
2.
河北工程大学土木工程学院, 河北邯郸 056009
3.
国信司南地理信息技术有限公司, 北京 100097

基金项目:

国家自然科学基金项目 41771083

详细信息

作者简介:
李东阳(1980—)，男，博士，副教授，主要从事城市地下空间和岩土工程方面的研究工作。E-mail: 201113@cumtb.edu.cn

通讯作者:
刘杰, E-mail: jieliucqu@cqu.edu.cn

中图分类号: TU432
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出版历程
- 收稿日期: 2023-10-10
- 网络出版日期: 2024-09-28
- 刊出日期: 2025-05-31

Upper-bound limit analysis of seismic rotational stability of retaining walls with cohesive backfill considering embedment depth

1.
College of Mechanics and Civil Engineering, China University of Mining Technology- Beijing, Beijing 100083, China
2.
College of Civil Engineering, Hebei University of Engineering, Handan 056009, China
3.
Guoxin Sinan Geo-Information Technology Co., Beijing 100097, China

摘要

摘要: 在挡土墙抗震稳定性的研究中，往往假定墙体的埋深为零，导致墙前回填土的作用被忽略。基于极限上限分析理论，考虑了埋深因素对黏性回填挡土墙抗震稳定性的影响。采用斜条分法，将墙前与墙后的回填土微分成平行于破裂面的刚性土条。建立了挡土墙绕墙趾转动，墙前与墙后填土分块滑动的墙-土系统。根据功-能平衡方程，推导了挡墙抗震加速度系数的表达式，讨论了地震作用下的填土高度、内摩擦角、填土黏聚力、墙-土摩擦角对挡土墙抗震转动稳定性的影响。结果表明：当墙前回填土高度与墙后回填土高度比值（H₂/H₁）大于0.15时，地震屈服加速度系数将急剧增大，此时若忽略墙前回填土的作用则会低估挡土墙的抗震稳定性。最后，通过与极限平衡理论的方法进行对比，证实了该方法计算的准确性。
- 挡土墙 /
- 极限上限理论 /
- 埋置深度 /
- 地震屈服加速度 /
- 转动稳定性
Abstract: For most researches on the seismic stability of retaining walls, the embedment depth of the wall is often assumed to be zero, resulting in the role of backfill in front of the wall being neglected. Based on the theory of the upper bound limit analysis, the impact of embedment depth on the seismic stability of retaining walls with cohesive backfill is investigated. The diagonal slice method is employed to differentiate the backfill in front of and behind the wall into rigid soil slices parallel to the rupture surface. A wall-soil system in which the retaining wall rotates around the toe of the wall and the fill in front of and behind the wall slides in pieces is established. According to the work-energy balance equation, the expression for the seismic acceleration coefficient of the retaining wall is derived, and the effects of filling height, internal friction angle, filling cohesion and wall-soil friction angle on the seismic rotational stability of the retaining wall under seismic action are discussed. The results show that when the ratio of the height of backfill in front of the wall to the height of backfill behind the wall (H₂/H₁) is greater than 0.15, the coefficient of seismic yield acceleration will increase dramatically, and the seismic stability of the retaining wall will be underestimated if the effects of backfill in front of the wall are neglected at this time. Finally, the accuracy of the proposed method is confirmed by comparing with the method of the limit equilibrium theory.
- retaining wall /
- upper-bound limit analysis /
- embedment depth /
- seismic yield acceleration /
- rotational stability

HTML全文

图 1 考虑埋深的黏性回填挡土墙纯转动破坏模型

Figure 1. Pure rotation failure model for retaining wall with cohesive backfill considering embedment depth

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图 2 挡土墙前后刚性土条的划分

Figure 2. Division of rigid soil slices before and behind retaining wall

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图 3 墙后的不同运动区域

Figure 3. Division of different motion areas behind wall

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图 4 墙后破坏区土楔体中任一刚性土条

Figure 4. Any rigid soil slice in soil wedge of failure zone behind wall

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图 5 θ > δ时速度矢量关系

Figure 5. Relation of velocity vectors for case θ > δ

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图 6 θ < δ时速度矢量关系

Figure 6. Relation of velocity vectors for case θ < δ

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图 7 墙前破坏区土楔体中任一刚性土条

Figure 7. Any rigid soil slice in soil wedge of failure zone in front of wall

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图 8 墙前破坏区土楔体速度矢量关系

Figure 8. Relation of velocity vectors of wedge in failure zone in front of wall

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图 9 k_cr随H₂/H₁的变化

Figure 9. Variation of k_cr with H₂/H₁

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图 10 k_cr随c₂的变化

Figure 10. Variation of k_cr with cohesive force c₂

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图 11 k_cr随内摩擦角φ₂的变化

Figure 11. Variation of k_cr with friction angle φ₂

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图 12 k_cr随墙-土摩擦角δ的变化

Figure 12. Variation of k_cr with wall-soil friction angle δ

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图 13 极限平衡理论下挡墙破坏模型

Figure 13. Model for rotational failure of retaining wall in limit equilibrium method

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图 14 与极限平衡理论所得结果的对比

Figure 14. Comparison of results by proposed method and limit equilibrium method

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