基于非接触测量楔形危岩体稳定性快速评价

张航; 胡海瑞; 朱杰清; 胡彬; 葛云峰; 陈钱

doi:10.19509/j.cnki.dzkq.tb20240496

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基于非接触测量楔形危岩体稳定性快速评价

更新时间：2026-11-05

- 基于非接触测量楔形危岩体稳定性快速评价
- Bulletin of Geological Science and Technology Vol. 44, Issue 2, Pages: 67-77(2025)
- 作者机构：
  
  1. 福建中核汇能能源有限公司
  2. 中国电建集团福建省电力勘测设计院有限公司
  3. 中国地质大学,武汉
- 作者简介：
- 基金信息：
- DOI：10.19509/j.cnki.dzkq.tb20240496
  CLC： TV223.1
- Online First：23 October 2024，
  
  Published：2025
- 稿件说明：
移动端阅览
张航, 胡海瑞, 朱杰清, et al. 基于非接触测量楔形危岩体稳定性快速评价[J]. Bulletin of Geological Science and Technology, 2025, 44(2): 67-77.
DOI：

张航, 胡海瑞, 朱杰清, et al. 基于非接触测量楔形危岩体稳定性快速评价[J]. Bulletin of Geological Science and Technology, 2025, 44(2): 67-77. DOI： 10.19509/j.cnki.dzkq.tb20240496.

摘要

基于传统接触式测量无法满足楔形危岩体施工快速高效安全需求的现状，本研究采用非接触测量的方法获取与分析楔形危岩体参数，通过得到的参数分析楔形危岩体在不同工况下的稳定性。以某抽水蓄能电站上水库楔形危岩体为例，在工程地质野外精细调查的基础上，开展了三维激光扫描野外测量，获取了楔形危岩体高精度点云数据。采用最小二乘法拟合得到临空面所在的平面，确定楔形体所在边坡的坡角和坡高。运用局部点云拟合的办法确定法向量，将得到的法向量通过计算求出结构面产状。结合Alpha Shapes方法计算得出危岩体体积，利用刚体极限平衡法对楔形危岩体进行稳定性评价。结果表明：在天然、暴雨和地震工况下，楔形危岩体的稳定性系数分别为：1.131（基本稳定）、0.896（不稳定）和0.917（不稳定）。本研究将非接触测量与智能识别运用到楔形危岩体的稳定性评价中，整体用时102 min，大大提高了稳定性评价效率并降低了工程施工的风险，为今后危岩体稳定性的快速评价提供了新方法。

Abstract

ObjectiveWith the frequent occurrence of landslide disasters in China

it is crucial to enhance research on unstable rock masses and slopes. Traditional analysis methods have limitations in quantifying certain factors

necessitating improvements. This paper adopts a non-contact measurement method to obtain and analyze parameters of wedge-shaped unstable rock masses and assess their stability under different working conditions. MethodsTaking the wedge-shaped unstable rock mass in the upper reservoir of a pumped storage power station as an example

this study reveals the basic features and stability-influencing factors of the unstable rock mass based on detailed engineering geological field investigations. A long-distance 3D laser scanning system was used to collect high-precision point cloud data of the slope. Through preprocessing

spatial parameters of the wedge-shaped unstable rock mass were obtained. The critical surface plane was determined using least-squares fitting to calculate the slope angle and height of the wedge-shaped body. Local point cloud data were fitted to determine the normal vector

which was then used to calculate discontinuity orientations. The Alpha shape method was employed to calculate the volume of the unstable rock mass

with the most suitable radius parameter determined by comparing it with the actual unstable rock mass. The stability of the unstable rock mass was evaluated using the limit equilibrium method. ResultsThe results show that under natural conditions

the stability coefficient of the wedge-shaped unstable rock mass is 1.131

indicating an essentially stable state; under rainstorm conditions

the stability coefficient drops to 0.896

indicating instability; and under seismic conditions

the stability coefficient is 0.917

also indicating instability. ConclusionThis paper applies non-contact measurement and intelligent recognition techniques to the stability analysis of wedge-shaped unstable rock masses. The total analysis time was 102 minutes

significantly improving the efficiency of stability analysis and reducing risks associated with engineering construction. The proposed method provides a reliable alternative for assessing the stability of complex geological structures

enhancing safety and reliability in geotechnical engineering projects.

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