贵州地区浅变质岩公路边坡稳定性分析  

Stability analysis of shallow metamorphic rock slope in Guizhou area

作　　者：许湘华[1,2] 朱能文[1] 方理刚[1] 周苏华[1] 张剑锋[1] 

机构地区：[1]中南大学土木建筑学院,湖南长沙410075 [2]贵州省交通规划勘察设计研究院,贵州贵阳550001

出　　处：《铁道科学与工程学报》2010年第4期42-48,共7页Journal of Railway Science and Engineering

基　　金：贵州省科技厅重大专项计划项目(20086013);交通部西部交通建设科技项目(200631880237;200731822313)

摘　　要：针对厦蓉高速贵州境水口至都匀段浅变质岩公路高边坡,采用赤平极射投影法,研究了地质间断面与边坡开挖面之间的几何关系,实现了岩质边坡破坏模式的识别。在此基础上,利用极限平衡分析方法,对不同破坏模式边坡进行了稳定计算,得到了稳定安全系数和潜滑体剩余下滑力;以此编制的计算机可视化程序可自动识别岩质边坡的破坏模式并进行对应的稳定计算,实现了破坏模式识别与稳定计算的连接和统一。计算表明:3#节理切割成的平面滑坡体与1#、4#节理切割成的楔形滑体不满足稳定要求,稳定系数分别为0.811和1.054。因此,该计算方法和程序在岩石边坡稳定计算和预测岩体滑坡方面具有良好的应用前景。Through a research on geometric relationship between discontinuities and slope surface based on stereographic polar projection principle, the rock slope failure modes were recognized. The calculation of slope stability was conducted according to the theory of limit equilibrium. The safety factor and the remaining power sliding down the latent body were calculated as well. The prepared visual computer program can identify the failure mode of rock slope and analyze its stability automatically. According to the result of the actual case, the planar slide body caused by the cutting of 3# joint set and the wedge slide body caused by the cutting of 1# and 4# joint set dont satisfy the requirement of stability. The safety factor is 0.811 and 1. 054 respectively. As a result, the method and program illustrate a good prospect of application in stability analysis of rock slope and prediction of landslide.

关 键 词：破坏模式识别 极限平衡分析 可视化程序 岩质边坡稳定分析 

分 类 号：TU413.62[建筑科学—岩土工程]