近似圆形矿坑边坡稳定性轴对称简化计算方法

王杰; 吕加贺; 谭飞; 刘礼领

doi:10.19509/j.cnki.dzkq.tb20220284

近似圆形矿坑边坡稳定性轴对称简化计算方法

doi: 10.19509/j.cnki.dzkq.tb20220284

王杰^1,,
吕加贺^1, ,,
谭飞¹,
刘礼领²

1.
中国地质大学(武汉)工程学院, 武汉 430074
2.
中国电力工程顾问集团中南电力设计院有限公司, 武汉 430000

基金项目:

国家自然科学基金项目 51979253

详细信息

作者简介:
王杰(1997—), 男, 现正攻读土木工程专业硕士学位, 主要从事岩土工程中的数值模拟方法研究。E-mail：jiewang@cug.edu.cn

通讯作者:
吕加贺(1989—), 男, 教授, 主要从事土木工程中的数值计算方法研究。E-mail：lvjiahe@cug.edu.cn

中图分类号: P642.22
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- 文章访问数: 542
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- 被引次数: 0
出版历程
- 收稿日期: 2022-06-20

Axisymmetric simplified method for stability analysis of an circular-like mine slope

Wang Jie^1
,,
Lü Jiahe^{1
, ,},
Tan Fei¹,
Liu Liling²

1.
Faculty of Engineering, China University of Geosciences(Wuhan), Wuhan 430074, China
2.
Central Southern China Electric Power Design Institute Co., Ltd., China Power Engineering Consulting Group, Wuhan 430000, China

摘要

摘要:
为响应国家“绿水青山就是金山银山”的发展理念, 对废弃矿坑的开发再利用成为热点, 而采用合理的稳定性评价方法对废弃矿坑边坡加固设计是后续工作的关键。但这类矿坑边坡通常形状近似圆形或椭圆形, 三维空间效应不容忽略, 基于传统平面应变假设的简化方法对其进行稳定性分析似乎不太合理。在FLAC3D强度折减法的基础上, 提出了一种针对近似圆形矿坑边坡稳定性分析的轴对称模型简化计算方法。基于计算结果的对比分析表明：①对于这种类似圆形凹坡, 轴对称模型计算的安全系数比传统平面应变模型更准确, 减少了计算时间, 并且轴对称模型对于各种复杂程度不同的边坡类型同样适用；②轴对称模型计算的安全系数与三维模型计算的安全系数非常接近, 而传统平面应变模型计算的安全系数偏于保守；③将轴对称模型计算结果与现有研究对比, 表明两者结果相符, 并将其进一步应用于长沙冰雪世界项目矿坑边坡加固工程的稳定性分析中, 证明其可为类似工程的边坡稳定性评价提供参考。
- 矿坑边坡 /
- FLAC3D /
- 轴对称模型 /
- 平面应变模型
Abstract:
To follow the national development concept of "Lucid waters and lush mountains are invaluable assets", the reuse of abandoned mines has become a hotspot. A reasonable stability analysis method to reinforce the slope must be proposed. However, the shape of common mine slope is close to a circle or an ellipse, and thus the three-dimensional space effect of stability cannot be ignored. Based on the strength reduction method of FLAC3D, an axisymmetric numerical analysis method was proposed. Through comparative calculation and analysis, some conclusions can be obtained as follows: (1)For concave slopes with circular-likeshape, the safety factor calculated by the axisymmetric model is more accurate than that of the traditional plane strain model, the calculation time of the proposed model is less, and the proposed model is also applicable to various types of slopes. (2)The safety factor obtained from the axisymmetric model is close to the results obtained from the 3-D model, while the safety factor obtained from the traditional plane strain model is conservative.(3)The calculation results of the axisymmetric model are also consistent with the results from the literature. The proposed model is further applied to the stability analysis of a mine slope reinforcement in Changsha Ice World, which can also be applied in the slope stability evaluation of similar projects.
- mine slope /
- FLAC3D /
- axisymmetric model /
- plane strain model

HTML全文

图 1 模型尺寸示意图

Figure 1. Dimensions of the model

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图 2 3种计算模型及其边界条件

Figure 2. Three numerical models and their boundary conditions

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图 3 归一化速度云图

Figure 3. Normalized velocity contour

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图 4 不同坡角的安全系数

Figure 4. Safety factor under different slope angles

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图 5 不同土体参数计算结果

Figure 5. Calculation results under different soil parameters

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图 6 边坡模型示意图

Figure 6. Schematic of the slope model

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图 7 矿坑地区平面图

A-A、B-B、C-C、D-D均为地质剖面编号

Figure 7. Topographic plan of the mine

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图 8 矿坑地质剖面图

Figure 8. Geological profiles of the mine

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图 9 削坡前矿坑模型

Figure 9. Numerical model of the slope before cutting

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图 10 削坡前矿坑边坡各剖面安全系数曲线

Figure 10. FOS curve of each section of slope before cutting

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图 11 不同剖面削坡处理示意图(1∶1等为坡率)

Figure 11. Schematic diagram of slope cutting of different sections

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图 12 削坡后矿坑模型

Figure 12. Numerical model of the slope after cutting

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图 13 坡后矿坑边坡各剖面安全系数曲线

Figure 13. FOS curve of each section of slope after cutting

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图 14 典型剖面归一化速度云图

Figure 14. Normalized velocity contours of typical sections

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表 1 土体力学参数表

Table 1. Mechanical parameters of soil

密度ρ/ (kg∙m^-3)	弹性模量E/GPa	泊松比μ	黏聚力c/kPa	内摩擦角φ/(°)
2 400	4.3	0.2	28	27

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表 2 边坡土体力学参数

Table 2. Mechanical parameters of slope

土体类型	ρ/(kg·m^-3)	E/MPa	μ	c/kPa	φ/(°)
软弱夹层	1 850	20	0.4	10	10
土层	1 800/2 000	80	0.3	28.5/26.0	20.0/18.0
注：“/”前后分别为土层的天然参数和饱和参数

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表 3 不同方法的安全系数计算结果

Table 3. Safety factor obtained from different methods

三维模型	轴对称模型	平面应变模型	极限平衡法^[10]
0.988	0.939	0.69	0.739

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表 4 安全系数计算结果对比

Table 4. Comparison of safety factor

λ	坡角β/ (°)	文献[21] 结果	三维模型	轴对称模型	平面应变模型
0.2	30	1.91	1.97	1.87	1.60
	45	1.58	1.57	1.50	1.25
	75	1.08	1.14	1.04	0.81
1.0	30	2.38	2.37	2.26	1.60
	45	2.06	2.02	1.95	1.55
	75	1.51	1.61	1.56	1.21

下载: 导出CSV

表 5 长沙冰雪世界项目边坡岩土体力学参数

Table 5. Mechanical parameters of the slope in Changsha Ice World

土体类型	ρ/(kg∙m^-3)	E/GPa	μ	c/kPa	φ/(°)
粉质黏土	1 800	1.0	0.22	50	19
微风化灰岩	2 400	6	0.32	280	27

下载: 导出CSV

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近似圆形矿坑边坡稳定性轴对称简化计算方法

doi: 10.19509/j.cnki.dzkq.tb20220284

作者简介:
王杰(1997—), 男, 现正攻读土木工程专业硕士学位, 主要从事岩土工程中的数值模拟方法研究。E-mail：jiewang@cug.edu.cn

通讯作者:
吕加贺(1989—), 男, 教授, 主要从事土木工程中的数值计算方法研究。E-mail：lvjiahe@cug.edu.cn

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Axisymmetric simplified method for stability analysis of an circular-like mine slope

计量

目录

留言板

近似圆形矿坑边坡稳定性轴对称简化计算方法

doi: 10.19509/j.cnki.dzkq.tb20220284

作者简介: 王杰(1997—), 男, 现正攻读土木工程专业硕士学位, 主要从事岩土工程中的数值模拟方法研究。E-mail：jiewang@cug.edu.cn

通讯作者: 吕加贺(1989—), 男, 教授, 主要从事土木工程中的数值计算方法研究。E-mail：lvjiahe@cug.edu.cn

计量

出版历程

Axisymmetric simplified method for stability analysis of an circular-like mine slope

计量

出版历程

目录

作者简介:
王杰(1997—), 男, 现正攻读土木工程专业硕士学位, 主要从事岩土工程中的数值模拟方法研究。E-mail：jiewang@cug.edu.cn

通讯作者:
吕加贺(1989—), 男, 教授, 主要从事土木工程中的数值计算方法研究。E-mail：lvjiahe@cug.edu.cn