不同降雨工况下的矿山修复工程边坡稳定性评价

涂美义; 袁世宇; 陈江军; 葛云峰

doi:10.19509/j.cnki.dzkq.tb20230527

不同降雨工况下的矿山修复工程边坡稳定性评价

doi: 10.19509/j.cnki.dzkq.tb20230527

1.
湖北省空间规划研究院, 武汉 430071
2.
中国地质大学(武汉)工程学院, 武汉 430074
3.
湖北省水文地质工程地质勘察院有限公司, 武汉 430050

基金项目:

湖北省自然资源厅科研计划项目 ZRZY2023KJ06

详细信息

作者简介:
涂美义, E-mail: 64915891@qq.com

通讯作者:
葛云峰, E-mail: geyunfeng@cug.edu.cn

中图分类号: P642.22
计量
- 文章访问数: 61
- PDF下载量: 26
- 被引次数: 0
出版历程
- 收稿日期: 2023-09-15
- 录用日期: 2024-08-20
- 修回日期: 2023-11-27

Slope stability evaluation of mine rehabilitation project under different rainfall conditions

1.
Hubei Provincial Institute of Spatial Planning and Research, Wuhan 430071, China
2.
Faculty of Engineering, China University of Geosciences (Wuhan), Wuhan 430074, China
3.
Hubei Provincial Institute of Hydrogeology and Engineering Geology Survey Co., Ltd., Wuhan 430050, China

More Information

Author Bio:
TU Meiyi, E-mail: 64915891@qq.com

Corresponding author: GE Yunfeng, E-mail: geyunfeng@cug.edu.cn

摘要

摘要:
山体修复是目前环境工程的主要项目, 回填形成的人工边坡填土较为松散, 极易受到降雨强度的影响, 导致边坡失稳。联合采用数值模拟技术以及现场监测技术对顶冠峰山体修复形成的人工边坡进行稳定性分析, 通过建立准确的地质模型, 定义材料参数、设定边界条件, 得出边坡在设置的4种不同降雨工况条件下的稳定性系数, 模拟边坡在不同条件下渗流场的变化特征, 分析边坡在不同条件下的变形分布特征。在现场建立了实时监测云平台, 对现场填土边坡的地表水平位移与深层水平位移进行监测, 最后与数值模拟分析得到的结果进行对比, 定量评价不同工况下的边坡稳定性。研究结果表明, 填土边坡在不同降雨工况下的稳定性系数均大于临界面滑动的安全系数, 在不同工况下, 边坡坡角处部分与靠近坡面部分孔隙水压力上升较大, 坡体前缘和坡面陡峭处多发育渗水通道, 降雨对此处的稳定性影响也相对较大, 随着降雨强度的加剧, 边坡中下部的最大水平位移逐渐增加, 相同时间内渗透到边坡的降水量增多, 导致抗剪强度显著下降, 从而使得产生较大水平位移的区域范围扩展, 并逐渐向坡体前后缘延伸, 通过将数值模拟结果与现场监测得到的数据进行对比, 发现两者具有较好的一致性, 边坡基本处于稳定状态。因此, 今后对于数值模拟分析产生的数据, 应与现场监测数据相结合, 对工程稳定性进行更加全面的评价。
- 边坡稳定性 /
- 数值模拟 /
- 地表位移监测 /
- 深部位移监测 /
- 渗流分析 /
- 降雨工况 /
- 矿山修复
Abstract: Objective
Mountain restoration is currently one of the major projects in environmental engineering. The backfill formed in artificial slopes is relatively loose and highly susceptible to the impact of rainfall intensity, leading to slope instability.
Methods
In this study, a combination of numerical simulation method and onsite monitoring technology was used to analyze the stability of artificial slopes formed during the restoration of Dingguanfeng Mountain. By establishing precise geological models, defining material parameters, and setting boundary conditions, the stability coefficients of the slope under the four different rainfall working conditions set were obtained, and the distribution characteristics of the seepage field and deformation field of the slope under different conditions were simulated. A real-time monitoring cloud platform was established on the site to monitor the surface horizontal displacement and deep horizontal displacement of the fill slope on site. The monitoring results were compared with those obtained from numerical simulation to quantitatively assess the slope stability under different working conditions.
Results
The results indicate that the stability coefficients of the fill slope under different rainfall conditions are greater than the critical factor for interface sliding. Under various working conditions, the pore water pressure at the slope toe and the portion close to the slope surface increases considerably. Seepage channels are mostly developed at the front edge of the slope body and the steep areas of the slope surface, and the stability of these areas is relatively more affected by rainfall. With the increase in rainfall intensity, the maximum horizontal displacement in the middle and lower parts of the slope gradually enlarges. The greater the amount of rainfall infiltrating into the slope within the same time, the more significant the reduction in shear strength, the larger the area with large horizontal displacement, and it gradually extends towards the front and rear edges of the slope. By comparing the numerical simulation results with the data obtained from on-site monitoring, it is discovered that there is a good consistency between them, and the slope is basically in a stable state.
Conclusion
Henceforth, for the data generated from numerical simulation analyses, they should be combined with on-site monitoring data to conduct a more comprehensive assessment of the engineering stability.
- slope stability /
- numerical simulation /
- surface displacement monitoring /
- deep displacement monitoring /
- seepage analysis /
- rainfall condition /
- mine rehabilitation
注释:

所有作者声明不存在利益冲突。

HTML全文

图 1 顶冠峰工程研究区域(a)及现场地层剖面露头图(b, c)

Q^ml.第四系人工填土; Q^el+dl.第四系残坡积层

Figure 1. Outcropping diagram of the study area(a) and site stratigraphic profile of the summit peak project(b, c)

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图 2 研究区监测点布置平面图

Figure 2. Layout plan of monitoring points in the study area

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图 3 工程地质剖面图(a)与模型剖面图(b)

Figure 3. Engineering geological section(a) and model section(b)

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图 4 岩土体的体积含水量函数曲线和渗透系数函数曲线

a, b.人工填土；c, d.中风化石英砂岩

Figure 4. Volume water content function curve and permeability coefficient function curve of rock and soil mass

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图 5 特征剖面二维模型边界条件设置示意图

a.SEEP/W边界条件设置; b.SIGMA/W边界条件设置

Figure 5. Schematic diagram of setting boundary conditions of a 2D model of feature section

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图 6 重现期转换系数c_P拟合曲线图

Figure 6. Conversion coefficient c_P fitting curve during the reproduction period

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图 7 监测云系统界面示意图

Figure 7. Schematic diagram of the interface of the monitoring cloud system

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图 8 不同工况下11-11′剖面边坡的滑移面图

Figure 8. Slip surface diagram of 11-11′ section slope under different working conditions

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图 9 不同工况下5处边坡稳定性系数变化图

Figure 9. Change of stability coefficient of five slopes under different working conditions

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图 10 不同工况下11-11′剖面的孔隙水压力情况

Figure 10. Pore water pressure of 11-11′ slope under different working conditions

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图 11 极端暴雨工况下11-11′剖面的压力水头图

Figure 11. Pressure head diagram of 11-11′ slope under extreme rainstorm conditions

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图 12 强暴雨工况下11-11′剖面的单位流量图

Figure 12. Unit flow chart of 11-11′ slope under heavy rainstorm conditions

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图 13 暴雨工况下11-11′剖面的水通量图

Figure 13. Water flux diagram of 11-11′ slope under heavy rainfall conditions

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图 14 极端暴雨工况下11-11′剖面的水梯度图

Figure 14. Water gradient diagram of 11-11′ slope under extreme rainstorm conditions

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图 15 不同工况下11-11′剖面沿x方向的位移云图

Figure 15. Displacement cloud of 11-11′ slope in x direction under different rainfall conditions

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图 16 不同剖面在强暴雨工况下沿x方向的位移云图

Figure 16. Displacement cloud of different slopes in the x-direction under heavy rainstorm conditions

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图 17 不同测斜孔随时间变化位移图

Figure 17. Displacement diagram of different inclinometric holes over time

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图 18 不同GNSS监测站随时间变化位移图

Figure 18. Displacement diagram of different GNSS monitoring stations over time

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表 1 岩土体物理力学参数

Table 1. Physical and mechanical parameters of rock and soil

材料介质	重度γ/ (kN·m^-3)	黏聚力c/ kPa	内摩擦角φ/(°)	压缩模量E/Pa	泊松比μ	饱和体积含水率/%	残余体积含水率/%	饱和渗透系数k/(cm·s^-1)
粉质黏土	18.5	39	19	7.0×10⁶	0.30	60	10	5.0×10^-6
石英砂岩	25.8	150	32	5.0×10¹⁰	0.12	50	2	1.0×10^-8

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表 2 土体天然与饱和黏聚力c、内摩擦角φ建议值

Table 2. Recommended values of natural and saturated soil cohesion and internal friction angle

分区	天然		饱和
分区	c/kPa	φ/(°)	c/kPa	φ/(°)
A和E区	15	17	12	14
B区	12	14	12	14
C区	12	14	12	14
D区	12	14	12	14

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表 3 重现期转换系数c_P (地质灾害排水治理工程设计规范T/CAGHP 035-2018)

Table 3. Return period conversion coefficient c_P

地区类别	地区		重现期P/a
地区类别	地区		3	5	10	15	20	50
一类	海南、广东、广西、云南、贵州、重庆、湖南、湖北、福建、江西、安徽、江苏、浙江、上海、台湾		0.86	1.00	1.17	1.27	1.35	1.58
二类	黑龙江、吉林、辽宁、北京、天津、河北、山东、山西、河南、四川、西藏		0.83	1.00	1.22	1.36	1.45	1.75
三类	内蒙古、陕西、甘肃、宁夏、青海、新疆	非干旱区	0.76	1.00	1.34	1.54	1.83	2.10
四类	内蒙古、陕西、甘肃、宁夏、青海、新疆	干旱区	0.71	1.00	1.44	1.72	2.09	2.43

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表 4 4种工况下5处填土边坡稳定性系数

Table 4. Stability coefficients of five fill slopes under four working conditions

工况	11-11′剖面(A区)	15-15′剖面(B区)	20-20′剖面(C区)	22-22′剖面(D区)	26-26′剖面(E区)	临界面
天然工况	2.334	2.269	2.010	2.206	1.864	1.30
暴雨工况	1.544	1.582	1.431	1.418	1.549	1.20
强暴雨工况	1.439	1.376	1.296	1.266	1.395	1.15
极端暴雨工况	1.399	1.285	1.113	1.083	1.135	1.05

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