软硬互层岩质反倾边坡弯曲倾倒离心模型试验与数值模拟研究

黄达; 马昊; 孟秋杰; 宋宜祥

doi:10.11779/CJGE202007012

软硬互层岩质反倾边坡弯曲倾倒离心模型试验与数值模拟研究 English Version

黄达^{1, 2, 3,},
马昊^2, ,,
孟秋杰³,
宋宜祥³

1.
长安大学地质工程与测绘学院,陕西　西安　710054
2.
重庆大学土木工程学院,重庆　400044
3.
河北工业大学土木与交通学院,天津　300401

基金项目:

国家自然科学基金面上项目 41672300

国家自然科学基金面上项目 41972297

详细信息

作者简介:
黄达(1976—),男,教授,博士生导师,主要从事边坡工程与地质灾害方向的研究工作。E-mail：hdcqy@126.com

通讯作者:
马昊, E-mail：mahgeo@126.com

中图分类号: TU43
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出版历程
- 收稿日期: 2019-07-22
- 网络出版日期: 2022-12-05
- 刊出日期: 2020-06-30

Centrifugal model test and numerical simulation for anaclinal rock slopes with soft-hard interbedded structures

HUANG Da^{1, 2, 3,},
MA Hao^2, ,,
MENG Qiu-jie³,
SONG Yi-xiang³

1.
College of Geological Engineering and Geomatics, Chang'an University, Xi'an 710054, China
2.
School of Civil Engineering, Chongqing University, Chongqing 400044, China
3.
School of Civil Engineering and Transportation, Hebei University of Technology, Tianjin 300401, China

摘要

摘要: 西部山区工程建设揭露了众多大型弯曲倾倒变形体,多具有软硬互层结构,水平深度可达300 m。为进一步探明软硬互层反倾边坡的倾倒变形机制,融合离心模型试验与UDEC模拟,研究了此类边坡的破坏模式与影响因素,并通过点对分析,讨论了变形的力学机制。数值模拟时,在岩层内预置随机裂隙,获得了破裂面的演化规律。结果表明：数值模拟与试验的位移曲线及破裂面形态吻合较好,边坡变形可分为起始蠕变阶段、稳态变形阶段和失稳破坏阶段；坡体前部为压剪复合变形,后部则以拉张为主；边坡主破裂面呈弧形,由坡脚快速贯通至坡顶,整体为拉–剪性破裂面；坡体内发育3条破裂面,可作为分界线将变形体分为极强倾倒区、强倾倒区和弱倾倒区；坡脚岩体变形后期压致拉裂,逐渐折断脱离母岩,最终导致变形岩体沿不同的破裂面形成渐进后退式破坏；边坡在倾角与坡角之和大于等于120°时才较易破坏,坡角主要影响破坏难易,倾角则控制变形规模。
- 反倾边坡 /
- 软硬互层 /
- 倾倒变形 /
- 离心模型试验 /
- 离散元数值模拟
Abstract: Most of the toppling deformations exposed in western China have soft-hard interlayer structures. The maximum depth even reaches 300 m. In order to further explore the toppling mechanism of soft-hard interbedded anaclinal slope, centrifugal model tests and UDEC simulation are combined. The mechanical mechanism of toppling is analyzed through point-to-point relative displacement. Random fissures are preset in rock plates of numerical slopes, and the evolution laws of failure surface are obtained. The results show that the displacement and fracture morphology of numerical model agree well with physical tests. The toppling process of slope can be divided into initial creep stage, steady deformation stage and failure stage. The front part of the slope is compression-shear composite deformation, while the rear part is tension-dominated. The main fracture surface runs through the whole slope rapidly from the slope toe with a curved shape, and is a tension-shear fracture surface. There are three fracture surfaces in the slope, which can be used as borders to divide the toppling slope into extremely strong toppling zone, strong toppling zone and weak toppling zone. At the anaphase of the deformation, the failure mode of slope toe turns into compression cracking, and the toe rocks gradually separate from parent rocks, leading to the progressive retrogressive failure of slope along different fracture surfaces. The slope is more likely to be damaged when the sum of the dip and slope angle is greater than or equal to 120°. The slope angle mainly affects the damage degree, and the dip controls the deformation scale.
- anaclinal slope /
- soft-hard interbedded structure /
- toppling deformation /
- centrifugal model test /
- DEM

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图 1 倾倒变形体岩体结构统计

Figure 1. Statistics of rock mass structures of toppling slope

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图 2 试验设备与边坡物理模型

Figure 2. Geotechnical centrifuge and physical model for slope

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图 3 边坡数值模型

Figure 3. Numerical slope model of centrifugal tests

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图 4 位移曲线对比

Figure 4. Comparison of displacement curves

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图 5 典型时刻物理模型变形图

Figure 5. Deformations of physical model at typical time

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图 6 物理模型位移矢量图

Figure 6. Displacement vectors of physical model

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图 7 数值模型变形破坏图

Figure 7. Deformation and failure of numerical model

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图 8 边坡位移–速率–加速度时程曲线

Figure 8. Time-history curves of slope displacement-rate-acceleration

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图 9 点对相对位移曲线

Figure 9. Relative displacement curves of point couples

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图 10 不同倾角、坡角时的边坡破坏模式

Figure 10. Failure modes of slope at different dip and slope angles

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图 11 坡角、倾角及层面c、φ值对边坡稳定的影响

Figure 11. Effects of slope angle, dipangle, c and φ on slope stability

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表 1 相似材料最终配比

Table 1 Final ratios of similar materials

相似材料	石英砂	石膏	水泥	水	重晶石
硬岩	1	0.600	0.050	0.400	0
软岩	1	0.350	0.025	0.613	1

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表 2 数值模型材料参数

Table 2 Material parameters of numerical model

材料	密度ρ/(kg·m^-3)	法相刚度 $\frac{k_{in}}{k_{n}} / 10^{9}$	剪切刚度 $\frac{k_{is}}{k_{s}} / 10^{9}$	黏聚力 $\frac{c_{ij}}{k_{j}} / (10^{4} Pa)$	抗拉强度 $\frac{σ_{it}}{σ_{t}} / (10^{6} Pa)$	内摩擦角 $\frac{φ_{ij}}{φ_{j}}$ /(°)	残余摩擦角φ_ijres/(°)
硬岩	2850	28	25	3.4×10²	2.5	23	18
软岩	2250	14	12	1.4×10²	1.1	15	10
层面	—	8	7.5	1.5	0	12	—

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