| 有限填土加筋土挡墙的稳定性及破坏模式分析 |
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| 引用本文： | 徐超,梁程,罗玉珊.有限填土加筋土挡墙的稳定性及破坏模式分析[J].水文地质工程地质,2017,0(1):104-109. |
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| 作者姓名： | 徐超 梁程 罗玉珊 |
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| 作者单位： | 1.同济大学岩土及地下工程教育部重点实验室，上海200092；2. 同济大学地下建筑与工程系,上海200092；3.上海申元岩土工程有限公司，上海200040 |
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| 基金项目： | 湖北省交通科学研究计划项目（2011-700-3-42） |
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| 摘 要： | 有限填土加筋土挡墙是短加筋土挡墙的一种特殊情况，其工作性状还没有被清晰地认识。文章在离心模型试验成果的基础上，采用FLAC软件建立有限填土加筋土挡墙的二维数值模型，讨论了加筋间距、加筋长度以及墙面与竖直平面的夹角对挡墙稳定性和破坏模式的影响。结果表明:（1）墙后有限填土情况下主动土压力约为库伦主动土压力的1/2~1/3；（2）在稳定地基工况下，挡墙均为复合破坏模式，滑动面呈折线型，在挡墙中下部，滑动面同时穿过了加筋区和填土区，从墙趾处滑出；在挡墙上部，滑动面基本沿着填土与稳定墙面的接触面向上发展；（3）潜在滑动面是自下向上逐渐形成的，体现为下部剪切、上部拉张的特征；（4）在墙后有限填土情况下，加筋长度减小到0.4H时，挡墙仍能保持稳定，加筋间距在控制挡墙稳定性方面具有重要作用。
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| 关 键 词： | 加筋土挡墙 有限填土 加筋间距 加筋长度 |
| 收稿时间： | 2016-03-26 |
| 修稿时间： | 2016-06-14 |
Stability and failure modes of geosynthetic reinforced soil wall with limited retained backfill |
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| XU Chao,LIANG Cheng,LUO Yushan.Stability and failure modes of geosynthetic reinforced soil wall with limited retained backfill[J].Hydrogeology and Engineering Geology,2017,0(1):104-109. |
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| Authors: | XU Chao LIANG Cheng LUO Yushan |
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| Affiliation: | 1.Key Laboratory of Geotechnical and Underground Engineering of Ministry of Education, Tongji University, Shanghai200092, China; 2.Department of Geotechnical Engineering, Tongji University, Shanghai200092, China；3.Shanghai Shenyuan Geotechnical Engineering Co. Ltd, Shanghai200040, China |
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| Abstract: | As a special case of shored mechanically stabilized earth wall, the geosynthetic reinforced soil wall with limited retained backfill has not been recognized previously for its performance. A 2-D numerical model, which is calibrated from centrifugal tests, is built using FLAC. This paper discusses the stability and failure modes of this kind of wall considering the factors of reinforcement spacing, reinforcement length and the angle between the wall face and the vertical plane. It is found that the active earth pressure behind the limited reinforced soil wall is about one half to one third the value of the coulomb active earth pressure. The wall fails at the compound mode under the condition of stable foundation, and the failure plane presents a fold line with passing through backfill and reinforced soil region in the lower part of the wall and almost going along with the interface between backfill and shoring wall in the upper part of the wall. The failure plane gradually forms from bottom to top with the feature of shear state and tension state in the lower and upper parts of the wall, respectively. Furthermore, the wall is stable even when the reinforcement length is 0.4 H and reinforcement spacing plays an important role in controlling the stability of the wall. |
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