Stability study of a fill slope at 220 kV Yanjin substation

LI Hong-jie; DAI Fu-chu; LI Wei-chao; XU Ling; MIN Hong; ZHAO Chun-hong

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Stability study of a fill slope at 220 kV Yanjin substation

更新时间：2026-06-25

- Stability study of a fill slope at 220 kV Yanjin substation
- Vol. 29, Issue 12, (2008)
- 作者机构：
  
  1. 中国科学院地质与地球物理研究所,北京,100029
  2. 煤炭科学研究总院北京安全技术研究所,北京,100013
  3. 中国科学院武汉岩土力学研究所,武汉,430071
  4. 云南省电力设计院,昆明,650011
- 作者简介：
- 基金信息：
- DOI：
  CLC： TU457
- Online First：11 August 2013，
  
  Published：2008
- 稿件说明：
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LI Hong-jie, DAI Fu-chu, LI Wei-chao, et al. Stability study of a fill slope at 220 kV Yanjin substation[J]. 2008, 29(12).
DOI：

LI Hong-jie, DAI Fu-chu, LI Wei-chao, et al. Stability study of a fill slope at 220 kV Yanjin substation[J]. 2008, 29(12). DOI：

摘要

针对该填土边坡，介绍了边坡的地质环境背景，描述了该边坡的变形特征，并从地形地貌、地层岩性、地质构造、水文地质条件等场地条件和人类活动等方面对边坡的变形机制进行了分析。结果表明：边坡变形模式是一种推移式蠕滑变形，场地平整填方加载是造成边坡变形的诱发因素，不良的地形地貌、地质结构和地下水条件是导致边坡蠕滑变形的内在因素。基于饱和三轴固结不排水剪（CU）和排水剪（CD）试验、直剪与反复直剪试验以及岩块单轴抗压强度试验，通过反分析合理地确定了计算参数，通过有限差分软件FLAC3D对填土边坡进行了变形破坏分析和加固后的稳定性评价。研究结果表明：天然状态下安全系数为1.10；填方堆载后其安全系数为1.03，坡体接近临界状态；抗滑加固后边坡的安全系数为1.27。因此，加固后边坡处于稳定状态。

Abstract

The geological environmental background of the north slope at 220 kV Yanjin substation is described; and a detailed analysis of deformation mechanism is made from topographic

lithology

geological and hydrogeological conditions

and external loading. The field investigation shows that the deformation of the slope is caused by a combined effect of internal factors

including unfavorable topographical

geological and hydro geological conditions inherent in the slope

and external factor

i.e.

man-made filling. In order to define the calculating parameters

a set of consolidated drained (CD) tests

consolidated undrained (CU) tests

direct shear repeated direct shear tests and uniaxial compressive strength (UCS) tests are carried out. The stability of the slope is assessed using fast Lagrangian analysis of continua in 3 dimensions. The numerical modeling results show that the factor of safety (FOS) of the slope is 1.10 in the natural state

and reduces to 1.03 after filling

which is close to the critical state. After the site is reinforced with piles

the FOS is 1.27. Therefore

the slope is stable after reinforcement measures are taken.

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