极端水力条件下三峡库区藕塘滑坡灾变过程物质点法模拟

朱浩楠; 朱鸿鹄; 谢天铖; 叶霄; 谭道远; 陈国庆

doi:10.19509/j.cnki.dzkq.tb20250204

极端水力条件下三峡库区藕塘滑坡灾变过程物质点法模拟

doi: 10.19509/j.cnki.dzkq.tb20250204

朱浩楠^1,,
朱鸿鹄^{1, 2, ,},
谢天铖¹,
叶霄¹,
谭道远^{1, 3},
陈国庆³

1.
南京大学地球科学与工程学院，南京 210032
2.
江苏省大地感知与控灾工程研究中心，南京 210023
3.
成都理工大学地质灾害防治与地质环境保护全国重点实验室，成都 610059

详细信息

作者简介:
朱浩楠：E-mail：zhuhaonan@smail.nju.edu.cn

通讯作者:
E-mail：zhh@nju.edu.cn

中图分类号: P642.22
计量
- 文章访问数: 121
- PDF下载量: 21
- 被引次数: 0
出版历程
- 收稿日期: 2025-05-07
- 录用日期: 2025-08-20
- 修回日期: 2025-08-19
- 网络出版日期: 2025-12-15

Simulation of disaster evolution process of Outang landslide in Three Gorges Reservoir area under extreme hydraulic conditions using material point method

ZHU Haonan^1
,,
ZHU Honghu^{1, 2
, ,},
XIE Tiancheng¹,
YE Xiao¹,
TAN Daoyuan^{1, 3},
CHEN Guoqing³

1.
School of Earth Sciences and Engineering, Nanjing University, Nanjing 210032, China
2.
Jiangsu Engineering Research Center of Earth Sensing and Disaster Control, Nanjing 210023, China
3.
State Key Laboratory of Geohazard Prevention and Geoenvironment Protection, Chengdu University of Technology, Chengdu 610059, China

More Information

Author Bio:
E-mail：zhuhaonan@smail.nju.edu.cn

Corresponding author: E-mail：zhh@nju.edu.cn

摘要

摘要:
库岸滑坡的诱发因素众多，其灾变演化过程和动态响应特征呈现出显著的非线性与时空分异性。为实现库岸滑坡的有效防治，须阐明极端条件下降雨入渗−库水位骤降联合作用对滑坡灾变演化机制和动态响应规律的影响。本研究基于物质点法（MPM），构建了三峡库区藕塘滑坡二维数值模型，模拟其在降雨与库水位波动联合作用下的启动与加速过程。通过分析滑坡不同部位在不同水力条件下的变形和稳定性，揭示了滑坡的演化特征及失稳机制。研究结果表明：（1）藕塘滑坡的稳定性受降雨和库水位波动的双重控制，水位下降主要影响坡脚一级滑体，而降雨对坡顶三级滑体稳定性的影响最为显著，该发现与监测数据高度吻合。（2）在降雨−水位波动联合作用下，藕塘滑坡出现坡脚局部崩塌与坡顶整体滑移的特征，中部未见明显失稳迹象。（3）在水位快速下降和强降雨的极端条件下，仅坡脚和坡顶处出现显著滑移，滑坡体沿基岩面整体滑移的概率较低。（4）在滑坡体失稳启动阶段，初始应变和初始位移沿主滑方向的分布存在显著差异，因此在布置测点时应予以考虑。本研究通过大变形数值模拟，分析了库岸巨型古滑坡长期稳定性的主控因素，为该类滑坡的预警与防治提供了理论支撑。
- 三峡库区 /
- 物质点法(MPM) /
- 极端气候 /
- 库区滑坡 /
- 大变形 /
- 藕塘滑坡
Abstract:
Objective
Reservoir bank landslides are triggered by multiple factors, and their disaster evolution process and dynamic response characteristics exhibit significant nonlinearity and spatiotemporal heterogeneity. To achieve effective prevention and control of reservoir bank landslides, it is essential to elucidate the influence of the coupled action of rainfall infiltration and rapid reservoir water level drawdown under extreme conditions on the landslide evolution mechanisms and dynamic response patterns of landslides.
Methods
This study employed the material point method (MPM) to construct a two-dimensional numerical model of the Outang landslide in the Three Gorges Reservoir area, and simulated its initiation and acceleration processes under the combined action of rainfall and reservoir water level fluctuations. By analyzing the deformation and stability of different parts of the Outang landslide under different hydraulic conditions, this study revealed the evolutionary characteristics and instability mechanisms of the landslide.
Results
The results showed that: (1) the stability of the Outang landslide was jointly controlled by rainfall and reservoir water level fluctuations. Reservoir water level drawdown mainly affected the primary sliding mass at the toe, while rainfall had the most significant impact on the stability of the tertiary sliding mass at the crest. This finding was highly consistent with monitoring data. (2) Under the combined action of rainfall and water level fluctuations, localized collapse occurred at the toe and overall sliding occurred at the crest of the Outang landslide, and no obvious signs of instability were observed in the middle part. (3) Under extreme conditions of rapid water level drawdown and intense rainfall, significant sliding occurred only at the toe and crest, and the probability of overall sliding of the landslide mass along the bedrock interface was low. (4) During the failure initiation stage of the landslide mass, significant differences were observed between the distributions of initial strain and initial displacement along the main sliding direction, and this should be considered when arranging monitoring points.
Conclusion
Based on large-deformation numerical simulation, this study analyzes the main controlling factors of the long-term stability of giant paleo-landslides along reservoir banks, providing a theoretical basis for the early warning and prevention of such landslides.
- Three Gorges Reservoir area /
- material point method (MPM) /
- extreme climate /
- reservoir landslide /
- large deformation /
- Outang landslide

HTML全文

图 1 藕塘滑坡位置示意图

Figure 1. Location map of Outang landslide

下载: 全尺寸图片幻灯片

图 2 藕塘滑坡地形平面图

Figure 2. Topographic plan of Outang landslide

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图 3 藕塘滑坡D-D'剖面与渗流场特征图

Figure 3. D-D' profile and seepage field characteristics of Outang landslide

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图 4 物质点法计算原理示意图

Figure 4. Schematic diagram of calculation principle of material point method

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图 5 土质堤坝破坏模拟示意图

Figure 5. Schematic diagram of failure simulation of earth dam

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图 6 初始有效应力(a)及位移场(b)数值计算结果

Figure 6. Numerical calculation results of initial effective stress (a) and displacement field (b)

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图 7 藕塘滑坡MPM计算模型二维平面图

Figure 7. Two-dimensional plan view of MPM calculation model for Outang landslide

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图 8 藕塘滑坡破坏形态及局部细节（第9秒）

Figure 8. Failure patterns and local details of Outang landslide (9th second)

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图 9 藕塘滑坡位移场演化图

Figure 9. Evolution of displacement field of Outang landslide

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图 10 2种本构模型测点速度特征对比

Figure 10. Comparison of velocity characteristics at monitoring points of two constitutive models

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图 11 应变软化型莫尔−库仑时间−应变曲线

Figure 11. Time-strain curves of strain-softening Mohr-Coulomb model

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图 12 藕塘滑坡启动−加速分界时刻位移云图（第1秒）

Figure 12. Displacement contour map of Outang landslide at initiation-acceleration transition moment (1st second)

下载: 全尺寸图片幻灯片

表 1 土质堤坝破坏模拟材料参数设置

Table 1. Material parameter settings of failure simulation of earth dam

参数/单位	取值
初始孔隙比	0.4
天然重度/(kN·m⁻³)	26.5
泊松比	0.3
杨氏模量/MPa	30.0
液体体积模量/MPa	60.0
固有渗透系数/(m·s⁻¹)	5.9×10⁻⁵
动态黏度/(kPa·s⁻¹)	1×10⁻⁶
内摩擦角/(°)	27.0
黏聚力/kPa	1.0
侧压力系数K₀值	0.5

下载: 导出CSV

表 2 藕塘滑坡模拟参数

Table 2. Parameter for simulation of Outang landslide

参数/单位	上覆堆积层	下伏残积层
初始孔隙比	0.1	0.2
天然重度/(kN·m⁻³)	20.1	22.0
泊松比	0.33	0.33
杨氏模量/MPa	155	325
液体体积模量/MPa	45	45
固有渗透系数/(m·s⁻¹)	1.23×10⁻⁵	1.23×10⁻⁵
动态黏度/(kPa·s⁻¹)	1×10⁻⁶	1×10⁻⁶
峰值内摩擦角/(°)	14.6	14.6
峰值黏聚力/kPa	45.9	45.9
残余内摩擦角/(°)	11.3	11.3
残余黏聚力/kPa	27.0	27.0
临界等效塑性应变	0.012	0.012

下载: 导出CSV

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