基于颗粒流方法的黄土地震滑坡数值模拟

贾唯龙; 常晁瑜; 李佩茹; 张志伟; 徐久欢; 杨济源

doi:10.11939/jass.20210035

基于颗粒流方法的黄土地震滑坡数值模拟

贾唯龙^{1, 2,},
常晁瑜^{1, 2, 3, 4, ,},
李佩茹^{1, 2},
张志伟^{1, 2},
徐久欢^{1, 2},
杨济源^{1, 2}

1.
中国河北三河 065201 防灾科技学院
2.
中国河北三河 065201 中国地震局建筑物破坏机理与防御重点实验室
3.
中国哈尔滨 150080 中国地震局工程力学研究所
4.
中国哈尔滨 150080 中国地震局地震工程与工程振动重点研究室

基金项目: 中国地震局建筑物破坏机理与防御重点实验室开放基金（FZ201209）、国家自然科学基金（U1939209）、中国地震局地震应急青年重点任务（CEAEDEM202029）和河北省高等学校科学研究计划（QN2021309）共同资助

详细信息

作者简介:
贾唯龙，在读本科生，主要从事黄土地震滑坡机理的颗粒流方法研究，e-mail：isjwla@126.com

通讯作者:
常晁瑜，博士，讲师，主要从事地质工程、岩土工程等方面的研究，e-mail：changchaoyu@126.com

中图分类号: P315.9
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出版历程
- 收稿日期: 2021-03-04
- 修回日期: 2021-06-29
- 网络出版日期: 2022-06-28
- 发布日期: 2022-08-15

Numerical simulation of earthquake-induced loess landslides based on particle flow method

Jia Weilong^{1, 2,},
Chang Chaoyu^{1, 2, 3, 4, ,},
Li Peiru^{1, 2},
Zhang Zhiwei^{1, 2},
Xu Jiuhuan^{1, 2},
Yang Jiyuan^{1, 2}

1.
Institute of Disaster Prevention，Hebei Sanhe 065201，China
2.
Key Laboratory of Building Damage Mechanism and Defense，China Earthquake Administration，Hebei Sanhe 065201，China
3.
Institute of Engineering Mechanics，China Earthquake Administration，Harbin 150080，China
4.
Key Laboratory of Earthquake Engineering and Engineering Vibration，China Earthquake Administration，Harbin 150080，China

摘要

摘要: 基于颗粒流理论研究土质边坡动力稳定性及其滑动过程是近年来滑坡研究的一个新热点。在野外调查和室内试验的基础上，通过标定土体细观参数、模型建立、动力输入、动态监测等过程，利用PFC2D程序模拟了西吉县兴平乡堡湾村下马达子滑坡的失稳破坏运动过程，得到了该滑坡的破坏运动机理。得到如下结论：① 下马达子滑坡的失稳机制是在地震作用下斜坡前缘牵引、后缘推挤，使得坡肩受拉发生破坏，失稳后坡肩位置较大的速度和位移是地震滑坡破坏力强、致灾范围大的主要原因；② 黄土地震滑坡的滑坡后壁相对平缓，这是区别于重力滑坡的重要特征之一；③ 颗粒流模拟得到的滑坡前后相对高差和长度与实际情况较为吻合，因此，颗粒流方法可以用于地震滑坡滑距的预测。
- 黄土地震滑坡 /
- 颗粒流 /
- PFC2D /
- 滑坡机理 /
- 数值模拟
Abstract: Research on the dynamic stability and sliding process of soil slopes based on particle flow theory is a new hot spot in landslide research in recent years. On the basis of field investigation and indoor experiment, the PFC2D program was used to simulate the instability failure movement process of the Xiamadazi landslide in Baowan village, Xingping township, Xiji county through the process of calibrating soil parameters, model establishment, power input, dynamic monitoring, etc., and the failure movement mechanism of the landslide is obtained. The following conclusions are obtained: ① The instability mechanism of the Xiamadazi landslide is that under the action of the earthquake, the leading edge of the slope is pulled and the trailing edge is pushed, causing the shoulder to be pulled and damaged. The larger velocity and displacement at the shoulder position after the instability is the main reason for the strong destructive force and the large disaster range of the earthquake landslide; ② The back wall of the earthquake-induced loess landslides is relatively flat, which is one of the important characteristics different from gravity landslides; ③ The relative altitude difference and length before and after the landslide obtained by particle flow simulation is more consistent with the actual situation. Therefore, the particle flow method can be used to predict the slip distance of earthquake landslides.
- earthquake-induced loess landslides /
- particle flow /
- PFC2D /
- landslide mechanism /
- numerical simulation

HTML全文

图 1 直剪数值试验模型图

Figure 1. Model diagram of direct shear numerical test

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图 2 土体颗粒抗剪强度曲线

Figure 2. Shear strength curve of soil particles

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图 3 海原大地震诱发黄土滑坡分布图

Figure 3. Distribution map of loess landslide induced by Haiyuan landslide earthquake

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图 4 下马达子滑坡现场调查图

Figure 4. Field investigation photo of Xiamadazi landslide

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图 5 下马达子滑坡剖面图

Figure 5. Profile of Xiamadazi landslide

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图 6 滑坡发生前斜坡剖面图

Figure 6. Profile before landslide occurrence

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图 7 滑坡开始前模型

Figure 7. Model before the beginning of landslide

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图 8 测点分布示意图

Figure 8. Abridged general view of measuring points distribution

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图 9 不同时间-步长滑坡位移图（颗粒数22733）

Figure 9. Landslide displacement at different time steps （The number of particles is 22733）

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图 10 测点速度曲线

Figure 10. Velocity curve of measuring points

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图 11 滑坡前后对比（虚线部分为滑前模型）

Figure 11. Comparison before and after landslide （The dotted line represnets the pre-slip model）

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图 12 测点x方向（a）和y方向（b）的位移图

Figure 12. Displacement diagram of measuring points in x （a） and y （b） direction

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图 13 滑坡运动位移图

Figure 13. Displacement diagram of landslide movement

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表 1 土工试验参数

Table 1 Geotechnical test parameters

岩性	饱和密度/（g·cm⁻³）	孔隙比	含水率	饱和度	液限	塑限	压缩模量/MPa	黏聚力/kPa	内摩擦角/°
黄土	2.00	0.62	19.6%	86%	29.4%	18.5%	9.59	18.9	14

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表 2 细观试验参数

Table 2 Micro-scale test parameters

颗粒半径 /m	颗粒密度 /（g·cm⁻³）	阻尼比	摩擦系数	法向刚度 /MPa	切向刚度 /MPa	平行黏结参数
颗粒半径 /m	颗粒密度 /（g·cm⁻³）	阻尼比	摩擦系数	法向刚度 /MPa	切向刚度 /MPa	抗拉强度/Pa	黏聚力/Pa	摩擦角/°	摩擦系数
0.01—0.05	2 400	0.5	0.5	50	70	4×10⁵	2×10⁵	45	0.5

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