长沙至昆明客运专线玉屏至昆明段柳树湾顺层滑坡分析与治理

发布时间：2018-01-03 05:09

  本文关键词：长沙至昆明客运专线玉屏至昆明段柳树湾顺层滑坡分析与治理　出处：《西南交通大学》2017年硕士论文　论文类型：学位论文

  更多相关文章： 顺层滑坡 变形特征 稳定性评价 影响因素 治理措施

【摘要】：玉屏至昆明段铁路线作为西南地区的路网主骨架的干线之一,是沪昆客运专线和京广线联结的重要交通要塞。柳树湾顺层滑坡位于玉屏至昆明段铁路线中段,开挖过程受暴雨影响,沿着岩性差异面发生失稳破坏。本文结合研究区区域地质条件,通过野外调查和室内试验,掌握了滑坡形态,影响因素以及形成机制;通过数值模拟,分析位移、应力和塑性区分布对柳树湾滑坡进行稳定性分析;运用极限平衡法计算剩余滑坡推力,对柳树湾滑坡进行防护设计计算,并运用数值分析进行验算,证明结果的可靠性。本文的主要研究成果如下:(1)通过野外调查确定了柳树湾顺层滑坡的滑坡范围和不稳定区域滑体的主轴方向为N68° W,垂直于线路,滑坡的主轴长度约100m,宽度为125m,滑体厚度为5～16m,主要为碎石土,滑塌方量约为12.5万m~3(2)通过野外调查,探明了边坡的失稳因素,确定了降雨为主要的诱发因素,降雨导致顺层边坡的岩层差异面强度明显降低;研究区软岩含泥量较高,遇水软化,在强降雨作用下,泥灰岩的持续软化是本区缓倾角深层岩质滑坡发生的直接原因。(3)计算了滑坡的下滑推力及其稳定系数,分析了三个滑坡剖面在天然状态下和暴雨状态下该滑坡的稳定性,发现其整体处于稳定或者基本稳定的状态,剖面Ⅰ-Ⅰ',Ⅲ-Ⅲ'前缘变形区处于不稳定状态,Ⅱ-Ⅱ'前缘变形区处于稳定状态。并对开挖后的边坡进行了数值模拟的分析,结果分析发现边坡下滑趋势明显。(4)根据极限平衡法计算得出的下滑推力,给出了相应的治理措施,通过对治理后的柳树湾滑坡进行数值模拟,得到的稳定系数满足设计要求。
[Abstract]:As one of the main backbone of the railway network in southwest China, the railway line from Yuping to Kunming is an important traffic fortress connecting the Shanghai-Kunming passenger dedicated line and the Beijing-Guangzhou line. The down-layer landslide in Liushuwan lies in the middle section of the railway line from Yuping-Kunming. The excavation process is affected by the rainstorm and the instability occurs along the lithologic difference surface. Combining with the regional geological conditions of the study area, through field investigation and laboratory tests, the paper grasps the landslide shape, influencing factors and forming mechanism. The stability of Liushuwan landslide was analyzed by numerical simulation, displacement, stress and plastic zone distribution. The residual landslide thrust is calculated by the limit equilibrium method, and the protection design of the Liushuwan landslide is calculated, and the numerical analysis is used to verify the calculation. The main research results of this paper are as follows: 1) through field investigation, the landslide range of the bedding landslide in Liushuwan and the direction of the main axis of the sliding body in the unstable area are determined to be N68 掳W. Vertical to the line, the length of the main shaft of the landslide is about 100m, the width is 125m, the thickness of the slide body is 5m / 16m, mainly is gravel soil, and the landslide volume is about 125,000 mm2 / 3 / 2) through field investigation. The factors of slope instability are proved, and the rainfall is determined as the main inducing factor, which leads to the obvious decrease of the strength of the strata difference surface of the bedding slope. The soft rock in the study area has a high content of mud and softens with water, and it is under the action of heavy rainfall. The continuous softening of mudstone is the direct cause of the occurrence of deep rock landslide in the area with slow dip angle.) the sliding thrust and the coefficient of stability of landslide are calculated. The stability of three landslide sections under natural and rainstorm conditions is analyzed. It is found that the whole landslide is stable or basically stable, section 鈪，

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