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[1]李健,杨梅.高填路堤边坡失稳机理与处治措施分析[J].中国安全生产科学技术,2016,12(10):113-117.[doi:10.11731/j.issn.1673-193x.2016.10.019]
　LI Jian,YANG Mei.Analysis on failure mechanism and treatment measures of high-filling embank-ment slope[J].JOURNAL OF SAFETY SCIENCE AND TECHNOLOGY,2016,12(10):113-117.[doi:10.11731/j.issn.1673-193x.2016.10.019]
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高填路堤边坡失稳机理与处治措施分析
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《中国安全生产科学技术》[ISSN:1673-193X/CN:11-5335/TB]

卷:
12
期数:
2016年10期
页码:
113-117
栏目:
现代职业安全卫生管理与技术
出版日期:
2016-10-30

文章信息/Info

Title:
Analysis on failure mechanism and treatment measures of high-filling embank-ment slope
作者:
李健1; 杨梅2
1.中国铁道科学研究院 铁道建筑研究所，北京100081；2. 中铁二局第三工程有限公司，四川 成都 610031)
Author(s):
LI Jian1;  YANG Mei2
1. Railway Engineering Research Institute, China Academy of Railway Sciences, Beijing 100081, China; 2. The 3rd Engineering Co. Ltd., China Railway 2nd Bureau Group Company, Chengdu Sichuan 610031, China
关键词:
高填路堤边坡; 极限平衡法; 失稳机理; 处治措施
Keywords:
high-filling embankment slope;  limit equilibrium method;  failure mechanism;  treatment measure
分类号:
X935
DOI:
10.11731/j.issn.1673-193x.2016.10.019
文献标志码:
A
摘要:
高填路堤稳定性已成为制约山区高速公路建设的重要因素。以某失稳高填路堤为工程背景，基于将填方路堤和原 始地基作为整体边坡考虑的基本思路，根据现场调查、勘察成果，构建典型地质剖面模型，通过极限平衡条分法，对边 坡稳定性的影响因素，如水位、岩土体重度、内聚力、摩擦角等进行敏感性分析，计算得到边坡潜在滑动面剪出口与现 场实际基本一致，并分析其失稳是在持续强降雨入渗、填方路基土强度弱化后，在填筑路堤、粉质粘土夹碎石层与基岩 交界面顺层滑动剪出；最后分析不同抗滑桩设置位置、强度、间距支护作用下边坡安全系数及潜在滑面情况，推荐在距 离坡脚5 m处设置抗滑桩且其每米间距强度应大于250 t的处治方案。
Abstract:
The stability of high-filling embankment has become an important factor restricting the construction of highway in mountainous areas. Taking a certain failure high-filling embankment as engineering background, based on the basic idea of considering the filled embankment and the original foundation as a whole slope, a typical geological section model was established according to the field investigation and survey achievements. The sensitivity analysis was conducted on the influencing factors of slope stability, such as water level, unit weight of soil-rock mass, cohesion and friction angle through the limit equilibrium slice method. The results showed that the shear outlet of potential sliding surface on the slope was consistent with the on-site actual conditions, and the failure was the bedding slipping shear on the interface of filling embankment, silty clay layer with gravel and bedrock after the continuous heavy rainfall infiltration and the weakened strength of filling foundation soil. Finally, the slope safety coefficient and potential sliding surface situation under the support action of anti-slide pile with different setting location, strength and spacing were analyzed. A treatment scheme was recommended that the anti-slide pile should be set at the location of 5 m away from the slope toe and the per meter spacing strength should be larger than 250 t.

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备注/Memo

备注/Memo:
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更新日期/Last Update: 2016-11-30