顺层陡倾岩质边坡倾倒模式试验

王林康; 郑子涵; 章广成; 曾鑫; 丁柄栋; 崩兴涛

doi:10.19509/j.cnki.dzkq.tb20230550

顺层陡倾岩质边坡倾倒模式试验

doi: 10.19509/j.cnki.dzkq.tb20230550

1.
中国地质大学（武汉）工程学院，武汉 430074
2.
武汉市汉阳市政建设集团有限公司，武汉 430050
3.
中国能源建设集团湖南省电力设计院有限公司，长沙 410007

基金项目: 国家自然科学基金项目（41877263）

详细信息

作者简介:
王林康：E-mail：jayce_wlk2000@163.com

通讯作者:
E-mail：zhangguangc@cug.edu.cn

中图分类号: TV223.3
计量
- 文章访问数: 31
- PDF下载量: 1
- 被引次数: 0
出版历程
- 收稿日期: 2023-09-28
- 录用日期: 2023-11-17
- 修回日期: 2023-11-16
- 网络出版日期: 2025-03-21

Test study on the toppling mode of steep bedding rock slope

1.
Faculty of Engineering, China University of Geosciences(Wuhan), Wuhan 430074, China
2.
Wuhan Hanyang Municipal Construction Group Co., Ltd., Wuhan 430050, China
3.
China Energy Engineering Group Hunan Electric Power Design Institute Co., Ltd., Changsha 410007, China

More Information

Author Bio:
E-mail：jayce_wlk2000@163.com

Corresponding author: E-mail：zhangguangc@cug.edu.cn

摘要

摘要:
在澜沧江中上游大华桥水电站的左岸分布着大量顺层陡倾岩质边坡，库区独特的工程地质条件为其提供了良好的变形孕育环境，因倾倒变形体失稳崩落形成的滑坡堆积物在库区分布广泛，这对水电工程的运行和维护造成了极大困难。为了研究顺层陡倾岩质边坡的演化过程、倾倒模式以及倾倒变形破坏机理，以库区左岸微风化板岩为参照原型配置相似材料，采用室内底摩擦模型试验方法，分析不同坡角、层面倾角、结构面产状条件下边坡的变形破坏特征。结果表明：①顺层陡倾岩质边坡主要倾倒破坏模式为拉裂−倾倒式，在演化初期坡脚处岩体由于应力集中最先发生弯曲变形，并由坡体前缘逐渐向中后部发展，坡表中部的岩体也逐渐由顺倾转变为直立至反倾状态，并在重力作用下加速向临空面方向弯曲倾倒，当变形到达一定程度时将沿着最大弯曲部位或结构面发生拉裂折断，最终岩块将会沿着拉裂面产生滑移甚至崩落。②通过对比试验模型的坡体参数及变形特征，将7组模型边坡大致分为3类：近直立顺层岩质缓坡、陡倾角顺层岩质陡坡、近直立顺层岩质陡坡。相较于坡角，岩层倾角对顺层陡倾岩质边坡倾倒变形破坏的影响更大；非垂直于层面的缓倾结构面比垂直于层面的结构面更容易引起顺层陡倾边坡的倾倒变形破坏，且相较于外倾结构面，当坡体发育内倾结构面时发生倾倒变形破坏的规模更大。③从变形阶段的角度将斜坡的变形演化过程划分为初始变形阶段、倾倒变形阶段、倾倒破坏阶段。④从机理上将顺层陡倾岩质边坡发生倾倒变形破坏的过程划分为应力调整阶段、弯曲−蠕变阶段、弯曲−拉裂阶段、倾倒−崩滑阶段；根据倾倒区的变形程度将变形破坏后的斜坡划分为强倾倒区、弱倾倒区和稳定区。研究成果可为顺层陡倾岩质边坡的演化过程、倾倒模式以及倾倒变形破坏机理的研究提供参考。
- 顺层陡倾岩质边坡 /
- 相似材料 /
- 底摩擦模型试验 /
- 倾倒模式 /
- 倾倒变形破坏
Abstract: <p>There are a large number of steep bedding rock slopes along the left bank of Dahuaqiao Hydropower Station in the middle and upper reaches of Lancang River. The unique engineering geological conditions in the reservoir area provide a good breeding environment for deformation. The landslide deposits formed by the collapse of the toppling deformed body are widely distributed in the reservoir area, which causes great difficulties for the operation and maintenance of the hydropower project. </p></sec><sec><title>Objective
In this paper, in order to study the evolution process, toppling mode, toppling deformation and failure mechanism of steep bedding rock slope,
Methods
we used the slightly weathered slate on the left bank of the reservoir as a reference prototype for the similar material material, then we choose to use the bottom friction test method to analyze the deformation and failure characteristics of slope under different condition of slope angles, plane inclination angles and structural plane occurrences.
Results
The results show that: ①The main toppling failure mode of the steep bedding rock slope is the tensile-toppling type. In the early stage of evolution, the rock mass at the foot of the slope is the first to topple due to stress concentration, and gradually develops from the front edge of the slope body to the middle and back. The rock mass in the middle of the slope surface also gradually changes from the forward dip to the upright to the reverse dip state, and accelerates to bend and topple towards the free surface under the action of gravity. When the deformation of rock mass reaches a certain extent, it will fracture along the maximum bending part or structural plane, and eventually slip along the tensile fracture plane or even collapse directly. ②By comparing the slope parameters and deformation characteristics of the test models, the 7 groups of model slopes are roughly divided into 3 categories: near-vertical bedding rock gentle slope, steep dip bedding rock steep slope, near-vertical bedding rock steep slope. Compared with slope Angle, the rock layer dip Angle has more influence on the toppling deformation and failure of the steep bedding rock slope. The gently inclined structural plane that is not perpendicular to the plane is more likely to cause the toppling deformation and failure of the steep bedding slope than the one perpendicular to the plane, and the scale of toppling deformation and failure is larger when the slope body develops the inward structural plane compared with the outward inclined structural plane. ③From the perspective of deformation stage, the deformation evolution process of slope is divided into initial deformation stage, toppling deformation stage and toppling failure stage. ④The toppling deformation and failure process of steep bedding rock slope is divided into stress adjustment stage, flexural-creep stage, flexural-sliding stage and toppling-sliding-collapse fracture stage from the mechanism. According to the deformation degree of the toppling area, the deformed slope can be divided into three zones: a strong toppled zone, a weak toppled zone, and a stable zone.
Conclusion
The research results can provide reference for the research of the evolution process, toppling mode, toppling deformation and failure mechanism of steep bedding rock slope.
- steep bedding rock slope /
- similar material /
- bottom friction physical model test /
- toppling mode /
- toppling deformation and failure

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图 1 底摩擦试验原理图^[30]

Figure 1. Principle of bottom friction test

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图 2 底摩擦试验现场装置

Figure 2. Field device for bottom friction testing

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图 3 地面厂房后边坡全貌图

Figure 3. Panorama of the slope behind the factory floor

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图 4 工程地质剖面图a−a'

Figure 4. Engineering geological profile of a−a'

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图 5 试验工况设计

Figure 5. Experimental condition design

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图 6 物理模型试验现象图

Figure 6. Phenomena of the physical model test

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图 7 模型2试验现象图

Figure 7. Test phenomena of Model 2

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图 8 模型2监测点布设图

Figure 8. Layout of monitoring points for Model 2

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图 9 模型2位移−时间曲线

Ⅰ₁. 边坡初始变形阶段；Ⅰ₂. 低俗弯曲蠕变阶段；Ⅱ. 倾倒变形阶段；Ⅲ. 倾倒破坏阶段；下同

Figure 9. Displacement-time curves of Model 2

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图 10 模型2各阶段速度矢量及速度云图

Figure 10. Velocity vectors and velocity cloud images of Model 2 at each stage

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图 11 模型4试验现象

Figure 11. Test phenomena of Model 4

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图 12 模型4监测点布设

Figure 12. Layout of monitoring points for Model 4

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图 13 模型4位移−时间曲线

Figure 13. Displacement-time curves of Model 4

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图 14 模型4各阶段速度矢量及速度云图

Figure 14. Velocity vectors and velocity cloud images of Model 4 at each stage

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图 15 模型5试验现象

Figure 15. Test phenomena of Model 5

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图 16 模型5监测点布设

Figure 16. Layout of monitoring points for Model 5

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图 17 模型5位移−时间曲线

Figure 17. Displacement-time curves of Model 5

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图 18 模型5各阶段速度矢量及速度云图

Figure 18. Velocity vectors and velocity cloud images of Model 5 at each stage

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图 19 典型顺层陡倾岩质边坡倾倒变形破坏机理

Figure 19. Toppling deformation and failure mechanism of the typical steep bedding rock slope

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表 1 相似材料配比试验设计

Table 1. Experimental design of proportioning ratio of similar materials

试验组号	黏土∶石英砂质量比	黏土∶石膏质量比
1	1∶2	2∶1
2	1∶2	3∶1
3	1∶2	4∶1
4	1∶1	2∶1
5	1∶1	3∶1
6	1∶1	4∶1
7	2∶1	2∶1
8	2∶1	3∶1
9	2∶1	4∶1

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表 2 模型材料与原型材料相似关系

Table 2. Similarity relationship between model materials and prototype materials

物理量	相似系数	比例因子
几何尺寸	C_L（控制量）	500
密度	C_γ（控制量）	1.2
黏聚力	C_c = C_LC_γ	600
内摩擦角	C_φ（无次因量）	1
抗拉强度	$ C_{\sigma_{\mathrm{t}}} $ = C_LC_γ	600
弹性模量	C_E = C_LC_γ	600
泊松比	C_μ（无次因量）	1

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表 3 相似材料目标值与实际值

Table 3. Target values and actual values of similar materials

参数	密度 r/(g·cm⁻³)	黏聚力 c/MPa	内摩擦角 φ/(°)	抗拉强度 σ_t/MPa	弹性模量 E/GPa	泊松比 μ
板岩	2.60	1.55	30.1	3.4	8.08	0.27
目标值	2.17	0.0026	30.1	0.0057	0.0135	0.27
最佳相似材料	2.15	0.0029	29.1	0.0053	0.0107	0.30
理论相似比	1.20	600	1	600	600	1
实际相似比	1.21	534.5	1.03	641.5	755.1	0.9

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表 4 研究区顺层倾倒变形体发育基本特征

Table 4. Basic characteristics of the development of toppling bedding deformation bodies in the study area

编号	灾害点或边坡	地质体状态	岩性组合	坡度α/(°)	岩层倾角β/(°)	坡高/m	倾倒深度/m
1	沧江桥滑坡体	滑坡	K₁j板岩夹砂岩	30～40	70～85	>300	40～50
2	下坝址左岸堆积体	倾倒变形	K₁j紫红色板岩、灰绿色板岩	40～50	75～80	300	60～80
3	上坝线左岸边坡	倾倒变形	K₁j板岩、石英砂岩	50～60	80～85	400	50-80
4	中坝线左岸边坡	倾倒变形	K₁j板岩、石英砂岩	48～56	80～85	>300	40～60
5	地面厂房后边坡	倾倒变形	K₁j紫红色、灰绿色绢云母板岩	38～45	80～85	460	40～80
6	尾水隧洞出口边坡	倾倒变形	K₁j板岩、石英砂岩	35～45	75～85	250～300	60～80
注：K₁j为下白垩统景星组

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表 5 研究区主要结构面分组及特征

Table 5. Groups and characteristics of the main rock discontinuities in the study area

类型	产状	宽度/cm	充填物、胶结情况及分布特征
层面	NW350°～NE10°SE（NW）∠75°～85°	多闭合	延伸长，广泛分布于坝址区
陡倾角裂隙	NW280°～290°NE(SW)∠75°～80°	0.1～0.3	多数充填岩屑，少量为泥质充填，面平直，延伸较长
缓倾角裂隙	NE5°～20°NW(SE)∠5°～25°	0.2～0.3	数量多，充填岩屑，少量泥质，泥钙质胶结，面平直，延伸短
缓倾角裂隙	NW275°～300°SW(NE)∠5°～25°	0.1～0.3	充填岩屑，少量泥质，泥钙质胶结，面平直，延伸短

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