边坡失稳可分为整体滑动和局部失稳两种情况，传统分析计算方法多通过单一的安全系数来衡量边坡失稳的风险，难以充分考虑不同边坡的破坏风险。针对边坡问题的复杂性，提出非均质边坡和岩质边坡的失稳风险应通过由整体安全系数和局部安全系数组成的区间来衡量，并采用强度折减的方法和数值程序进行具体的安全系数计算。通过边坡实例研究表明，所提出的方法能充分反映边坡发生不同程度破坏的可能性，得到的安全系数区间更加可靠。
Abstract
Slope failure can be divided into entire slide and local buckling. The collapse risk of slope was judged by investigate safety factor in traditional method, but it was hard to consider the failure risk of slope in different grades. For the complexity of the slope problem, safety factor interval with entire safety factor and local safety factor was applied to research the failure risk of rock slope and heterogeneous slope. The strength reduction method and numerical code were used to compute the maximal and minimum safety factor. The case study indicated that this method could sufficiently reflect the failure possibility of slope, and the obtained safety factor was more credible.
{{custom_sec.title}}
{{custom_sec.title}}
{{custom_sec.content}}
参考文献
[1]Christopher R J Kilburn, David N Petley. Forecasting giant, catastrophic slope collapse: lessons from Vajont, Northern Italy[J]. Geomorphology, 2003, 54:21-32.
[2]崔政权,李宁. 边坡工程——理论与实践最新发展[M]. 北京:中国水利水电出版社,1999.
[3]贾娟,汪益敏,林叔忠. 不良地质路堑高边坡的施工模拟与监测分析[J]. 岩石力学与工程学报, 2005, 24(22):4106-4110.
[4]Duncan J M. State of the art:Limit equilibrium and finite element analysis of slopes[J]. Journal of Geotechnical Engineering,ASCE,1996, 122(7):577-596.
[5]郑颖人,赵尚毅,张鲁渝. 用有限元强度折减法进行边坡稳定分析[J]. 中国工程科学,2002,4(10):57-61.
[6]郑颖人,赵尚毅. 边(滑)坡工程设计中安全系数的讨论[J]. 岩石力学与工程学报,2006,25(9):1937-1940.
[7]迟世春,关立军. 基于强度折减的拉格朗日差分方法分析土坡稳定性[J]. 岩土工程学报,2004,26(1):42-46.
[8]Griffths D V, Lane P A. Slope stability analysis by finite elements[J]. Geotechnique, 1999, 49(3): 387-403.
[9]徐卫亚,肖武. 基于强度折减和重度增加的边坡破坏判据研究[J]. 岩土力学,2007,28(3):505-511.
基金
收稿日期：2008-05-19修回日期：2008-11-17作者简介：赵志峰(1978—)，讲师，博士，研究方向为岩土力学与工程。Email：zzf0911@163.com引文格式：赵志峰,陈育民. 边坡整体和局部失稳的风险研究[J]. 南京林业大学学报:自然科学版,2009,33(2):121-124.
PDF(1083005 KB)
