| 熊猫苑后山不稳定斜坡变形破坏机理分析 |
| |
| 引用本文： | 罗勉,陈飞.熊猫苑后山不稳定斜坡变形破坏机理分析[J].勘察科学技术,2010(2). |
| |
| 作者姓名： | 罗勉 陈飞 |
| |
| 作者单位： | 三峡大学三峡库区地质灾害教育部重点实验室,湖北·宜昌,443002 |
| |
| 摘 要： | 熊猫苑后山斜坡的变形破坏特征主要表现为斜坡中发生局部的开裂以及崩塌掉块。文章运用自然历史分析法和工程地质条件类比法分析了斜坡的变形破坏机理;并运用传递系数法对该斜坡的稳定性进行了定量分析和评价,得出在最不利荷载组合条件下斜坡的稳定性系数为0.94;根据该斜坡的稳定性现状,提出了清危+裂缝充填+被动防护+绿化工程的综合防治建议。
|
| 关 键 词： | 岩质斜坡 稳定性系数 变形破坏机理 |
Deformation and Failure Mechanism Analysis of Unstable Slope in Panda Park Atoyama |
| |
| Luo Mian,Chen Fei.Deformation and Failure Mechanism Analysis of Unstable Slope in Panda Park Atoyama[J].Site Investigation Science and Technology,2010(2). |
| |
| Authors: | Luo Mian Chen Fei |
| |
| Affiliation: | Key Laboratory of Geological Hazards on Three Gorges Reservoir Area/a>;Ministry of Education/a>;Three Gorges University |
| |
| Abstract: | The deformation and failure characters of Panda Park atoyama slope are mainly the local cracks and collapse of block.The deformation and failure mechanism of slope are analyzed by natural historical analytical method and engineering geological analogy method;and the slope stability is quantitatively analyzed and evaluated with the transfer coefficient method,so the slope stability coefficient 0.94 is obtained under the most unfavorable load combination condition.According to the stability condition of the s... |
| |
| Keywords: | rock mass slope stability coefficient deformation and failure mechanism |
| 本文献已被 CNKI 万方数据 等数据库收录！ |
