边坡力的分布特征和稳定性分析

卢应发; 黄学斌; 刘德富

doi:10.11779/CJGE201707019

边坡力的分布特征和稳定性分析 English Version

1.湖北工业大学土木学院, 湖北武汉430068;
2.三峡库区地质灾害防治工作指挥部, 湖北宜昌443200

基金项目: 国家自然科学基金面上项目（41372363,41641027,50879044）; 三峡后续工作地质灾害防治项目（0001212015CC60005））

详细信息

作者简介:
卢应发(1964- ),男,博士,教授,博士生导师,主要从事岩土力学及路基工程方面的教学和研究工作。E-mail: lyf77@126.com。

计量
- 文章访问数: 0356
- HTML全文浏览量: 0
- PDF下载量: 0436
出版历程
- 收稿日期: 2016-03-27
- 发布日期: 2017-07-24

Distribution characteristics of force and stability analysis of slope

1. School of Civil Engineering, Hubei University of Technology, Wuhan 430068, China;
2. Headquarters of Geological Hazard Prevention and Treatment in the Three Gorges Reservoir, Yichang 443200, China

摘要

摘要: 边坡在渐进破坏过程中,力的分布和稳定性分析是值得研究的。针对推移式和牵引式边坡,分别提出了5种破坏机理,根据边坡现状特征,提出了5种推移式边坡形式;
定义了破坏方向,边坡渐进破坏的特征是处于峰值应力状态的地质材料,遵循材料的破坏规律,且一步一步向前移动,一点一点发生破坏;
在破坏区,沿滑面的下滑力大于摩阻力,在临界状态,材料所承受的应力达到最大值,且矢量和等于零,在稳定区和欠稳定区下滑力等于摩阻力;
在整个滑面,其压力等于反力。对于条块分析,边坡渐进破坏过程中,发生剪破坏时,临界状态存在力平衡,发生拉破坏状态时,存在力矩平衡;
两种破坏形式在临界状态均是应力达到材料的极限值,且矢量和为零。提出了抗滑防护措施的刚性、柔性和刚柔性设计,并指明了相应的设置位置;
定义了破坏率、破坏比、破坏面积比、力学破坏和工程破坏,并以此评价边坡的破坏程度。分析了力在边坡渐进破坏过程中的规律,提出了传统基于摩阻力和下滑力之比的稳定性系数定义是值得商榷的。并以实例证明主推力法（或主拉力法）、综合位移法、富余位移法和拉破坏法是可用于工程实践的。
- 力的分布 /
- 临界状态 /
- 剪应力模型 /
- 稳定性分析 /
- 抗滑设计
Abstract: It is worthy of researching the force distribution and stability analysis during the progressive failure process of slope. The five sorts mechanical failure mechanisms are proposed for the thrust-type and tract-type landslide respectively, the another five sorts existence modes of the thrust-type slope status on site also suggested, the forward direction of slope failure is defined. The characteristics of progressive failure of slope can be described as: the failure mode of slope obeys the geo-material rule under the peak stress state, the critical stress state moves forward step by step under the condition that the slope failure occurs. The sliding force is greater than that of frictional resistance along the sliding face in the destruction zone. The bearing stress of geo-material reaches the maximum and its vector sum is equal to zero on the critical state. The frictional resistance is the same as the sliding force quantitatively in the stable and less-stable zones along sliding face, the pressure is equal to the reaction quantitatively in the entire sliding face. There exist force and moment balances under the critical state during the progressive failure process, when the shear and tensile failure occur by using the slice block method. The bearing stresses occur under the limit stress state, and the stress vector sum is equal to zero under the critical state for the tensile and shear failure. The rigid, flexible and rigid-flexible design methods are proposed for the protective measures of slope, and their location is also suggested. The failure ratio, failure percentage, failure area percentage, mechanical failure and engineering failure are defined respectively, and they can be used to evaluate the stability of slope. The force distribution rules of sliding face is analyzed during the progressive failure of slope. The conventional definition of stability factor which is equal to that of the frictional force is divided by sliding force along sliding face). The case studies indicate the main thrust method (or main traction method), comprehensive displacement method, surplus displacement method and tensile failure method are feasible to evaluate

HTML全文

参考文献(14)

[1]	GUO M W, GE X R, WANG S L. Slope stability analysis under seismic load by vector sum analysis method[J]. Journal of Rock Mechanics and Geotechnical Engineering, 2011, 3(3): 282-288.
[2]	LIU Yan-zhang, GE Xiu-run, LI Chun-guang, et al, Stability analysis of slope and dam foundation based on vector method safety factor[J]. Chinese Journal of Rock Mechanics and Engineering, 2007, 26(10): 2130-2140.
[3]	ZHU Da-yong, QIAN Qi-hu, Rigorous and quasi-rigorous limit equilibrium solutions of 3D slope stability and application to engineering[J]. Chinese Journal of Rock Mechanics and Engineering, 2007, 26(8): 1513-1528.
[4]	LI Ning, QIAN Qi-hu. Four criteria of stability analysis and assessment of high rock slope[J]. Chinese Journal of Rock Mechanics and Engineering, 2010, 29(9): 1754-1759.
[5]	ZHENG Hong. A rigorous three-dimensional limit equilibrium method[J]. Chinese Journal of Rock Mechanics and Engineering, 2007, 26(8): 1529-1538.
[6]	ZHENG H, YANG Z L, SN G H. Extreme solutions to the limit equilibrium method subjected to physical admissibility[J]. Natural Hazards, 2013, 65(1): 79-96.
[7]	卢应发, 路韬, 周建军, 等. 一种新的节理模型及其在基桩分析中的应用[J]. 岩土力学, 2013, 34(4): 967-973. (LU Ying-fa, LU Tao, ZHOU Jian-jun, et al, A new joint constitutive model and its application to pile foundation analyses[J]. Rock and Soil Mechanics, 2013, 34(4): 967-973. (in Chinese))
[8]	卢应发, 石峻峰, 刘德富. 一种边坡稳定性计算的滑面边界法: 中国, ZL2014100250810[P]. 2014. (LU Ying-fa, SHI Jun-feng, LIU De-fu, A sliding face boundary method of stability analysis of slope: China, ZL2014100250810[P]. 2014. (in Chinese))
[9]	卢应发, 刘德富, 石峻峰. 基于牵引式滑坡变形破坏机制的稳定性分析和预测预警方法: 中国, ZL201410025081.2[P]. 2014. (LU Ying-fa, LIU De-fu, SHI Jun-feng, Method of stability analysis and failure precast based on the deformation mechanism of traction-type landslide: China, ZL201410025081.2[P]. 2014. (in Chinese))
[10]	卢应发, 邓国栋, 杨丽平, 等. 滑坡的关键块力学行为及力传递特征和不同应力状态的稳定系数研究[J]. 岩石力学与工程学报, 2014, 33: 884-891. (LU Ying-fa, DENG Guo-dong, YANG Li-ping, et al. Study of mechanical behaviors of key block and characteristics of force transmit and stability coefficient of different state stress of landslides[J]. Chinese Journal of Rock Mechanics and Engineering, 2014, 33: 884-891. (in Chinese))
[11]	卢应发, 杨丽平, 华国辉. 一种新的节理本构模型及几种新的滑坡稳定系数计算方法[J]. 岩石力学与工程学报, 2013, 31(12): 433-454. (LU Ying-fa, YANG Li-ping, HUA Guo-hui. A new joint constitutive model and a few new methods of stability coefficient calculation of landslides[J]. Chinese Journal of Rock Mechanics and Engineering, 2013, 31(12): 433-454. (in Chinese))
[12]	卢应发, 石峻峰, 刘德富. 基于边坡变形破坏机制的临界位移预测预警方法: 中国, ZL 201410014057.7[P]. 2014. (LU Ying-fa, SHI Jun-feng, LIU De-fu. A precast method of critical deformation of slope failure based on the deformation mechanism: China, No. ZL 201410014057.7[P]. 2014. (in Chinese))
[13]	LU Ying-fa. Deformation and failure mechanism of slope in three dimensions[J]. Journal of Rock Mechanics and Geo-technical Engineering, 2015, 7(2): 109-119. (in Chinese))
[14]	卢应发, 黄学斌, 刘德富. 边坡稳定分析条块力-位移法及其应用[J]. 岩土力学, 2015, 36(10): 2780-2786. (LU Ying-fa, HUANG Xue-bin, LIU De-fu. Force-displacement method of slice block analysis of slope stability and its application[J]. Rock and Soil Mechanics, 2015, 36(10): 2780-2786. (in Chinese))

施引文献

资源附件(0)

计量

文章访问数:
HTML全文浏览量: 0
PDF下载量:
被引次数: 0

边坡力的分布特征和稳定性分析 English Version

作者简介: 卢应发(1964- ),男,博士,教授,博士生导师,主要从事岩土力学及路基工程方面的教学和研究工作。E-mail: lyf77@126.com。

计量

出版历程

Distribution characteristics of force and stability analysis of slope

计量

出版历程

目录

作者简介:
卢应发(1964- ),男,博士,教授,博士生导师,主要从事岩土力学及路基工程方面的教学和研究工作。E-mail: lyf77@126.com。