四川宝兴张家沟危岩体稳定性及运动学分析

陈锡锐; 刘虹强; 杨剑红; 艾其凯; 钟波; 蔡国军

doi:10.16031/j.cnki.issn.1003-8035.202209043

四川宝兴张家沟危岩体稳定性及运动学分析

doi: 10.16031/j.cnki.issn.1003-8035.202209043

陈锡锐^{1, 3,},
刘虹强^1, ,,
杨剑红¹,
艾其凯²,
钟波²,
蔡国军³

1.
四川省地质矿产勘查开发局区域地质调查队，四川成都　610213
2.
中国建筑材料工业地质勘查中心四川总队302分队，四川乐山　614299
3.
成都理工大学地质灾害防治与地质环境保护国家重点实验室，四川成都　610059

基金项目: 国家重点实验室自主课题（SKLGP2019Z017）、四川省科技计划（No.2019YJ0403）

详细信息

作者简介:
陈锡锐（1997-），男，助理工程师，硕士，主要从事地质工程与岩土工程方面研究工作。E-mail：719039252@qq.com

通讯作者:
刘虹强（1983-），男，高级工程师，硕士，主要从事水工环相关研究。E-mail：93053219@qq.com

中图分类号: P462.22
计量
- 文章访问数: 150
- HTML全文浏览量: 37
- PDF下载量: 4
- 被引次数: 0
出版历程
- 收稿日期: 2022-09-27
- 录用日期: 2023-04-21
- 修回日期: 2023-01-31
- 网络出版日期: 2023-04-26

Analysis of stability and kinematics of the dangerous rock mass in Zhangjiagou, Baoxing, Sichuan Province

1.
Regional geological survey team of Sichuan Bureau of Geology and Mineral Exploration and Development, Chengdu, Sichuan　610213
2.
Sichuan Brigade 302 Branch, China Construction Material Industry Geological Exploration Center, Leshan, Sichuan　614299
3.
State Key Laboratory of Geological Disaster Prevention and Geological Environment Protection, Chengdu University of Technology, Chengdu, Sichuan　610059

摘要

摘要: 张家沟危岩体于“6·1”芦山地震后被发现，稳定性差，严重威胁下方居民生命财产安全。基于稳定性计算及离散元数值分析方法对危岩体进行评价，选取稳定性最差的地震工况进行运动学分析，在上述研究基础上结合解析解与数值解成果设计相应防护措施。主要结论有：（1）张家沟危岩体结构破碎，发育顺坡向控制性结构面，破坏模式为滑移式；（2）稳定性计算与数值模拟结果皆表明张家沟危岩体在天然、暴雨、地震工况下均会失稳，其中地震工况下运动距离最长；（3）地震工况下危岩体的破坏模式为震裂—滑移式，运动过程中块石以滑移为主，跳高较小，同时坡面形态显著影响着落石运动特征；（4）落石间相互碰撞挤压会改变其运动特征及冲击动能大小，在一定程度上可增加其致灾范围。成果可为类似灾害防治提供参考。
- 滑移式崩塌 /
- 稳定性评价 /
- 离散元 /
- 运动特征 /
- 防治措施
Abstract: After the “6·1” Lushan earthquake, unstable rock mass was discovered in Zhangjiagou, posing a severe threat to the safety of the residents and their property below. The dangerous rock mass was evaluated using stability calculation and the discrete element numerical analysis method, and the seismic condition with the highest threat level was selected for kinematic analysis. Based on this research, a combination of analytical solution and numerical solution was used to design corresponding protective measures. The main conclusions are as follows : (1) The structure of the unstable rock mass in Zhangjiagou is broken, and a controlling structural plane is developed along the slope. (2) The stability calculations and numerical simulations show that the Zhangjiagou unstable rock mass will become unstable under natural, rainstorm and seismic conditions, with the longest movement distance occurring during an earthquake. (3) The failure mode of the dangerous rock mass under seismic conditions is a shatter-slip type, where the rock mainly slips during movement, and the jump height is small. Additionally, the slope shape significantly affects the characteristics of rockfall movement. (4) The collision and extrusion between rockfalls can change their motion characteristics and impact kinetic energy, potentially increasing the scope of the disaster. The research results can provide a reference for similar disaster prevention and control efforts.
- sliding collapse /
- stability evaluation /
- discrete element /
- movement characteristics /
- prevention method

HTML全文

图 1 张家沟危岩体全貌图

Figure 1. Overview map of the Zhangjiagou dangerous rock mass

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图 2 张家沟危岩体剖面图

Figure 2. Cross-sectional diagram of the Zhangjiagou dangerous rock mass

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图 3 斜坡前部东河

Figure 3. Aerial view of the East River area at the front of the slope

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图 4 危岩体赤平投影

Figure 4. Stereographic projection of the Zhangjiagou dangerous rock mass

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图 5 张家沟危岩体数值计算模型

Figure 5. Numerical calculation model of the Zhangjiagou dangerous rock mass

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图 6 三种工况下危岩体总位移云图

Figure 6. Total displacement nephogram of the dangerous rock mass under three working conditions

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图 7 地震工况下张家沟危岩体运动特征

Figure 7. Movement characteristics of the Zhangjiagou dangerous rock mass under seismic working condition

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图 8 监测点水平与竖直位移曲线

Figure 8. Horizontal and vertical displacement curves of the monitoring points

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图 9 监测点速度与水平位移曲线图

Figure 9. Monitoring point velocity and horizontal displacement curve

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图 10 落石冲击动能与水平位移关系曲线

Figure 10. Relationship curve between the kinetic energy of rockfall impact and horizontal displacement

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图 11 既有拦石墙被摧毁

Figure 11. Site photo of destroyed existing barricade wall

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图 12 拦石墙拦挡效果模拟

Figure 12. Simulation of the blocking effect of the rockfall protection retaining wall

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表 1 岩体力学基本参数取值（天然）

Table 1. Fundamental mechanical parameters of rock mass (natural)

岩性	密度/（kg/m³）	节理刚度/（MPa）	内摩擦角/（°）	粘聚力/（MPa）
花岗岩	2750		47.5	11.2
基岩	2960		58.2	15.7
L1		2.2	30.5	0.8
L2		2.2	24.9	0.6
L3		2.2	25.3	0.7

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表 2 稳定性计算参数选取

Table 2. Selection of calculation parameters for stability analysis

计算工况	重度（Kn/m³）	后缘陡倾裂隙深度h（m）	裂隙或滑面充水高度hw（m）	滑面长度 l（m）	裂隙水压力 V（Kn/m）	软弱结构面倾角$ \theta $ （ °）	地震水平系数ζe	结构面综合粘聚力$ c $ （Mpa）	结构面综合内摩擦角（°）
天然	26.95	6.68	1.96	25.32	19.2	45	0	0.65	31
暴雨	27.45	6.68	2.25	25.32	25.3	45	0	0.61	27
地震	26.95	6.68	1.96	25.32	19.2	45	0.16	0.65	31

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表 3 稳定性计算结果

Table 3. Stability analysis calculation results

计算工况	破坏模式	稳定性系数k	稳定状态
天然	滑移式	1.18	欠稳定
暴雨	滑移式	1.00	欠稳定
地震	滑移式	0.93	欠稳定

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