软硬互层顺层岩质边坡破坏试验

谭明健; 周春梅; 孙东; 周紫朝

doi:10.19509/j.cnki.dzkq.2021.0096

软硬互层顺层岩质边坡破坏试验

doi: 10.19509/j.cnki.dzkq.2021.0096

基金项目:

国家自然科学基金青年基金项目 41002112

武汉工程大学研究生教育创新基金项目 2020124

详细信息

作者简介:
谭明健(1997-), 男, 现正攻读建筑与土木工程专业硕士学位, 主要从事边坡数值分析与试验研究。E-mail: 1719918710@qq.com

通讯作者:
周春梅(1979-), 女, 副教授, 主要从事滑坡稳定性评价与防治技术研究。E-mail: zhouchunmei@163.com

中图分类号: TU458⁺.4
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出版历程
- 收稿日期: 2021-09-01

Failure experiment of soft-hard interlayer bedding rock slope

摘要

摘要: 软硬互层结构的顺层岩质边坡破坏类型复杂、难于防治, 针对此类边坡地质灾害易发、多发的问题, 从坡面角度、岩层倾向及组合形式、节理分布等方面进行了研究。边坡物理模型试验是揭示边坡变形破坏机理的重要手段, 基于相似理论, 以重庆市万州区孙家滑坡为工程依托, 根据滑坡区地质勘探报告设计了室内边坡物理模型试验; 试验通过顶升模型箱模拟重力加载来探究顺层岩质边坡发生破坏时, 前缘坡角和软弱夹层倾角之间的关系; 结合有限元分析软件Plaxis 2D对物理模型进行了多组数值模拟试验, 以验证软硬互层顺层岩质边坡破坏机制。试验结果表明: 对于顺层岩质边坡, 当软弱夹层的倾角在22°左右, 前缘开挖坡角58°左右时, 顺层岩质边坡容易发生滑动, 滑动面为后缘节理面和软弱夹层的贯通面。因此, 顺层岩质边坡稳定性受层面和节理面密度的控制, 当边坡含多层软弱层面时, 易沿层面和后缘节理贯通面发生破坏, 随着软弱面层数增加, 边坡稳定系数逐渐降低。研究成果可以为公路开挖切坡导致的顺层岩质边坡失稳机理研究及其稳定性评价提供理论依据, 为顺层岩质边坡失稳的预测预报提供支撑。
- 软硬互层 /
- 顺层岩质边坡 /
- 物理模拟试验 /
- 数值模拟 /
- 破坏机制
Abstract: Bedding rock slopes with soft-hard interlayers have complicated failure types and are difficult to prevent. In view of the prone and frequent occurrence of such slope geological disasters, research is carried out from the aspects of slope angle, rock formation tendency and combination form, and joint distribution.Slope physical model testing is an important means to reveal the mechanism of slope deformation and failure.Based on similarity theory, this paper takes the Sunjia landslide in Wanzhou District, Chongqing City, as the engineering support and designs the indoor slope physical model test according to the geological exploration report of the landslide area.The test simulates gravity loading through a jack-up model box and explores the relationship between the front slope angle and the weak interlayer inclination when the bedding rock slope slope is damaged.Combined with the finite element analysis software Plaxis 2D, multiple sets of numerical simulation tests were performed on the physical model to verify the failure mechanism of bedding rock slopes with soft-hard interlayers. The results show that for a bedding rock slope, when the inclination angle of the weak interlayer is approximately 22°, the leading edge excavation slope angle is about 58°, the bedding rock slope is prone to sliding, and the sliding surface is the joint surface of the trailing edge and the weak interlayer. Through the surface.Therefore, the stability of a bedding rock slope is controlled by the density of the layer and the joint surface. When the slope contains multiple weak layers, it is easy to break along the layer and the back edge of the joint. As the number of weak surfaces increases, the slope stability coefficient gradually decreases.The research results can provide a theoretical basis for the instability mechanism and stability evaluation of bedding rock slopes caused by road excavation and slope cutting, and provide support for the prediction of the bedding rock slope instability.
- soft-hard interlayer /
- bedding rock slope /
- slope physical model test /
- numerical simulation /
- failure mechanism

HTML全文

图 1 孙家滑坡地质平面图

Figure 1. Geological plan of the Sunjia landslide

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图 2 孙家滑坡地质剖面图

Figure 2. Geological profile of the Sunjia landslide

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图 3 试验装置

Figure 3. Experimental device

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图 4 模型规格(单位：mm)

Figure 4. Specifications of model

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图 5 砌体砖模块及尺寸

Figure 5. Module and size

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图 6 软弱夹层配置相似材料

Figure 6. Similar materials of soft interlayer configuration

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图 7 顺层岩质坡体顶升模型

Figure 7. A jack-up model of bedding rock slope

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图 8 边坡模型试验流程

Figure 8. Experimental process of the slope model

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图 9 顶升过程监测点位置

a.顶升前; b.顶升中; c.顶升后。1~14为监测点编号

Figure 9. Measuring point location during jack-up process

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图 10 模型顶升过程

a.顶升角度0°; b.顶升角度10°; c.顶升角度15°; d.顶升角度20°; e.顶升角度22°(产生开裂); f.顶升角度23°(开裂逐渐增加); g.岩体产生滑移; h.开裂岩体滑移下来

Figure 10. Jack-up process of the model

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图 11 监测点总位移变化折线

Figure 11. Variation curve of total displacement of monitoring points

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图 12 边坡模型各工况总位移云图

a.边坡开挖后总位移云图(含1层软弱层面)；b.边坡开挖后总位移云图(含2层软弱层面)；c.边坡开挖后总位移云图(含3层软弱层面)

Figure 12. Total displacement nephogram of the slope model under different working conditions

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图 13 边坡开挖后塑性区分布

Figure 13. Distribution of the plastic zone after slope excavation

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表 1 开挖前后边坡稳定系数变化

Table 1. Variation in the slope stability coefficient before and after excavation

	工况	稳定系数F_s
	开挖前	4.04
开挖后	含1层软弱层面	1.024
	含2层软弱层面	1.020
	含3层软弱层面	1.007

下载: 导出CSV

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