| 建渣土工袋挡土墙室内模型试验 |
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| 引用本文： | 文华,邹娇丽,程谦恭,张敏,顾成壮.建渣土工袋挡土墙室内模型试验[J].西南交通大学学报,2016,29(6):1087-1097. |
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| 作者姓名： | 文华 邹娇丽 程谦恭 张敏 顾成壮 |
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| 基金项目： | 国家自然科学基金资助项目（51108393，41372292）四川省教育厅重点科研资助项目（16ZA0139） |
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| 摘 要： | 建渣土工袋挡土墙是一种新型的柔性支挡结构，将建渣用作土工袋填料，有利于建渣的回收利用.设计并开展了建渣土工袋挡土墙室内模型试验，研究了不同工况下坡顶竖向沉降的变化规律、墙后土压力和墙面水平位移沿墙高的分布特征以及坡体破坏模式.研究结果表明:增加建渣土工袋挡土墙后的坡顶破坏荷载比无支护时提高了87.5%~125%，边坡支护效果十分显著；坡比从1:0.75增加到1:0.25时，坡顶承受的破坏荷载降低了11.8%~29.4%；建渣土工袋挡土墙墙面水平位移随墙高呈鼓型分布，最大水平位移位于距墙底约1/3~1/2高处.建渣土工袋挡土墙墙后土压力为非线性分布，最大土压力值出现在距墙底约1/3高处；建渣土工袋挡土墙墙后土体的滑裂面从圆弧形向折线形变化，滑裂面前缘高度均位于距墙底1/3~1/2高处；距墙底约1/3~1/2高处为建渣土工袋挡土墙的薄弱部位，在设计和施工中应考虑一定的工程措施予以加强.
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| 关 键 词： | 建渣土工袋 挡土墙 墙面水平位移 墙后土压力 破坏形态 |
| 收稿时间： | 2015-10-14 |
Model Test on Geotextile Retaining Wall Using Construction Waste |
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| WEN Hua,ZOU Jiaoli,CHENG Qiangong,ZHANG Min,GU Chengzhuang.Model Test on Geotextile Retaining Wall Using Construction Waste[J].Journal of Southwest Jiaotong University,2016,29(6):1087-1097. |
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| Authors: | WEN Hua ZOU Jiaoli CHENG Qiangong ZHANG Min GU Chengzhuang |
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| Abstract: | As a new type of flexible retaining structures, the geotextile retaining wall built with construction waste uses construction waste and slag as the filler of geotextile bags, which is beneficial to construction recycling. In this work, indoor model tests for geotextile retaining wall was designed and conducted to investigate the settlement change law of slope top, soil pressure distribution behind walls, horizontal displacement distribution along the height of the walls under different conditions. It is found that compared with the slope without reinforcement, the ultimate loading of the slope top reinforced with geotextile retaining wall is improved by 87.5% -125%, demonstrating the effect of slope support is remarkable; when the slope ratio is increased from 1:0.75 to 1:0.25, the ultimate loading of the strengthened slope top is reduced by 11.8%-29.4%. The horizontal displacement appears a drum-shaped distribution along wall height, and the maximum value is found at approximately 1/3-1/2 of wall height. The soil pressure behind the wall shows nonlinear distribution, and the maximum value appears at 1/3 of wall height. The soil sliding surface behind the retaining wall changes from arc-shape to polygon-shape and the sliding surface height from the front edge of the slope to bottom almost locates at the 1/3-1/2 of wall height. The section of 1/3-1/2 wall height is the weak point of the retaining wall, which should be strengthened with certain measures. |
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