基于MatDEM的黄泥扁滑坡支护效果分析

王飞; 徐楚; 黎伟

doi:10.19509/j.cnki.dzkq.tb20220015

基于MatDEM的黄泥扁滑坡支护效果分析

doi: 10.19509/j.cnki.dzkq.tb20220015

中国地质大学(武汉)工程学院, 武汉 430074

基金项目:

国家自然科学基金项目 42102327

详细信息

作者简介:
王飞(1999—)，男，现正攻读地质工程专业硕士学位, 主要从事岩土工程数值模拟的研究工作。E-mail: 764731655@qq.com

通讯作者:
黎伟(1989—)，男，副教授，主要从事特殊土工程力学特性及其加固改良技术工作。E-mail: liwei890508@126.com

中图分类号: P642.22
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- 文章访问数: 710
- PDF下载量: 139
- 被引次数: 0
出版历程
- 收稿日期: 2022-01-11
- 录用日期: 2022-04-18
- 修回日期: 2022-03-24

Supporting effect analysis of the Huangnibian landslide based on MatDEM

Faculty of Engineering, China University of Geosciences(Wuhan), Wuhan 430074, China

摘要

摘要:
黄泥扁滑坡是一个小型中层土质滑坡，已出现滑移的迹象，急需对其进行支护治理，分析该滑坡的破坏机理、验证现有的支护结构是否满足滑坡的稳定性要求以及探索合理且有效的支护部位和支护形式具有十分重要的意义。基于MatDEM建立了黄泥扁滑坡在20年一遇洪水位下的三维模型，模拟了滑坡在无支护、挡土墙支护、挡土墙和抗滑桩共同支护3种情况下的变形，并根据位移场分析了不同支护方案的支护效果。模拟结果显示：①该滑坡在无支护的情况下处于不稳定状态；②在无支护的情况下，滑体从滨河路的坡脚处剪出，在有挡土墙支护的情况下，滑体从快速通道的坡脚处剪出，表明现有的挡土墙支护结构并不满足滑坡的稳定性需求，需要对快速通道的坡脚进行重点支护；③采用抗滑桩对快速通道的坡脚进行支护，并在抗滑桩之间加设挡土板，此方案不仅在很大程度上提高了滑坡的整体稳定性，而且有效地解决了部分土体从桩间滑落的问题。研究成果可以为后续的工程设计、施工等提供一定的参考，同时也验证了MatDEM在滑坡分析中的适用性。
- MatDEM /
- 离散元模拟 /
- 挡土墙 /
- 抗滑桩 /
- 支护效果 /
- 黄泥扁滑坡
Abstract: Objective
The Huangnibian landslide is a small- to medium-sized cohesive soil landslide that has shown signs of movement. It is urgent to implement support and remediation measures for this landslide. This study aims at analysing the failure mechanism of the landslide, verifying the stability requirements of existing support structures, and exploring reasonable and effective support locations and forms.
Methods
This paper establishes a three-dimensional model of the Huangnibian landslide under the condition of a once-in-20-year flood level based on MatDEM. The deformation of the landslide under three conditions of no support, retaining wall support, and the combination of retaining wall and anti-slide pile support were simulated, and then the supporting effect of different supporting schemes according to the displacement field was analysed.
Results
The simulation results show that: ① The landslide is unstable under the once-in-20-year flood level; ② The sliding body is cut from the slope foot of Binhe Road in the case of no support and from the slope foot of the Expressway in the case of retaining wall support, indicating that the existing retaining wall support structure does not meet the stability requirements of the landslide, and therefore the slope foot of the Expressway needs to be mainly supported; and ③ The scheme that arranges the anti-slide piles at the slope foot of the Expressway and adds a retaining plate between the anti-slide piles is effective to support the landslide and prevent soil between piles from slipping.
Conclusion
The analysis results can provide references for subsequent engineering design and construction and verify the applicability of MatDEM in landslide analysis.
- MatDEM /
- discrete element simulation /
- retaining wall /
- anti-slide pile /
- landslide support effect /
- Huangnibian landslide
注释:

(所有作者声明不存在利益冲突)

HTML全文

图 1 黄泥扁滑坡工程地质平面图(a)和剖面图(b)

Figure 1. Engineering geological plane (a) and profile (b) of the Huangnibian landslide

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图 2 建筑物墙体开裂

Figure 2. Building wall cracks

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图 3 滑坡的基本模型

①为人工填土；②为粉质黏土；③为强风化砂质泥岩；④为中风化砂质泥岩

Figure 3. Basic model of the landslide

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图 4 无支护时的滑坡位移云图

Figure 4. Landslide displacement diagram of the case without support

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图 5 无支护时的Geostudio计算结果

Figure 5. Geostudio calculation results of the case without support

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图 6 挡土墙结构示意图

a. 挡土墙截面尺寸(单位：m)；b. 挡土墙模型(单位：m)；c. 挡土墙支护的滑坡模型

Figure 6. Structure diagram of the retaining wall

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图 7 挡土墙支护时的滑坡位移云图

Figure 7. Landslide displacement diagram of the case with retaining wall support

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图 8 无支护和挡土墙支护下的模拟结果对比图

a. 无支护时的剪出口位置；b. 挡土墙支护时的剪出口位置；c. 滑体平均速度和平均位移曲线

Figure 8. Comparison of simulation results between the case under no support and that with retaining wall support

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图 9 挡土墙支护时的Geostudio计算结果

Figure 9. Geostudio calculation results of the case with retaining wall support

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图 10 抗滑桩位置示意图

Figure 10. Distribution map of the anti-slide pile

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图 11 抗滑桩支护时的滑坡位移云图

Figure 11. Landslide displacement diagram of the case with anti-slide piles support

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图 12 抗滑桩-挡土板支护时的滑坡位移云图

Figure 12. Landslide displacement diagram of the case with anti-slide piles and retaining plate support

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图 13 抗滑桩支护时的Geostudio计算结果

Figure 13. Geostudio calculation results of the case with the anti-slide pile support

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表 1 各材料的宏观力学参数取值

Table 1. Macroscopic mechanical parameters of the materials

状态	岩性	杨氏模量E/MPa	泊松比ν	抗拉强度T_u/MPa	抗压强度C_u/MPa	内摩擦系数μ_i	密度ρ/(kg·m^-3)
天然	①人工填土	5	0.17	0.002	0.2	0.46	2 110
	②粉质黏土	10	0.18	0.004	0.4	0.22	2 060
	③₁强风化砂质泥岩	200	0.10	2.500	6.2	0.50	2 490
	③₂中风化砂质泥岩	400	0.15	5.000	15.4	0.60	2 590
	挡土墙和抗滑桩	20 000	0.15	10.000	50.0	0.60	2 850
饱和	①人工填土	3	0.18	0.001	0.1	0.36	2 130
	②粉质黏土	8	0.19	0.002	0.2	0.17	2 090
	③₁强风化砂质泥岩	100	0.12	1.200	3.1	0.30	2 510
	③₂中风化砂质泥岩	300	0.16	2.500	7.4	0.48	2 600

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表 2 各材料的微观力学参数取值

Table 2. Microscopic mechanical parameters of the materials

状态	岩性	法向刚度K_n/(MN·m^-1)	切向刚度K_s/(MN·m^-1)	断裂位移X_b/mm	初始抗剪力F_s0/MN	摩擦系数μ_p
天然	①人工填土	1.9	0.2	0.30	0.2	0.46
	②粉质黏土	3.5	0.3	0.40	0.6	0.22
	③₁强风化砂质泥岩	75.0	37.3	0.50	3.1	0.50
	③₂中风化砂质泥岩	147.5	59.6	0.80	5.0	0.60
	挡土墙和抗滑桩	4 630.0	195.0	0.08	2.8	0.60
饱和	①人工填土	1.3	0.2	0.30	0.1	0.36
	②粉质黏土	3.1	0.3	0.40	0.4	0.17
	③₁强风化砂质泥岩	56.3	15.5	0.40	2.4	0.30
	③₂中风化砂质泥岩	134.1	23.2	0.70	4.5	0.48

下载: 导出CSV

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