220 kV盐津变电所填土边坡稳定性研究

›› 2008, Vol. 29 ›› Issue (12): 3459-3465.

220 kV盐津变电所填土边坡稳定性研究

李宏杰^1，2，戴福初¹，李维朝¹，许领¹，闵弘³，赵春宏⁴

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

收稿日期:2008-01-02 出版日期:2008-12-10 发布日期:2013-08-11
作者简介:李宏杰，男，1977年生，博士，主要从事工程地质和岩土工程方面的设计与研究工作

Stability study of a fill slope at 220 kV Yanjin substation

LI Hong-jie^{1, 2}, DAI Fu-chu¹, LI Wei-chao¹, XU Ling¹, MIN Hong³, ZHAO Chun-hong⁴

1. Institute of Geology and Geophysics, Chinese Academy of Sciences, Beijing 100029, China; 2. Institute of Safety Technology, China Coal Research Institute, Beijing 100013, China; 3. Institute of Rock and Soil Mechanics, Chinese Academy of Sciences, Wuhan 430071, China; 4. Yunnan Electric Power Design Institute, Kunming 410014, China

Received:2008-01-02 Online:2008-12-10 Published:2013-08-11

摘要/Abstract

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。

关键词: 填土边坡, 变形特征, 数值计算, 强度折减

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.

Key words: fill slope, deformation characteristics, numerical simulation, strength reduction technique

中图分类号:

TU 457

李宏杰，戴福初，李维朝，许领，闵弘，赵春宏 . 220 kV盐津变电所填土边坡稳定性研究[J]. , 2008, 29(12): 3459-3465.

LI Hong-jie , DAI Fu-chu , LI Wei-chao , XU Ling , MIN Hong , ZHAO Chun-hong . Stability study of a fill slope at 220 kV Yanjin substation[J]. , 2008, 29(12): 3459-3465.

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