土工基础

›› 2014, Vol. 28 ›› Issue (4): 76-80.

• 工程实录 • 上一篇    下一篇

土工格栅加筋边坡优化设计研究

黄文彬1，2，陈晓平1，2,常学宁3   

  1. (1.暨南大学 理工学院，广州  510632；2.暨南大学 重大工程灾害与控制教育部重点实验室，广州 510632；
    3.广东省水利电力规划勘测设计研究院，广州 510170)
  • 收稿日期:2013-05-24 出版日期:2014-06-20 发布日期:2014-08-20
  • 作者简介:黄文彬（1989-），男，硕士研究生，研究方向为土力学与基础工程。

Optimization of Geogrid Reinforced Slopes

HUANG Wenbin1,2, CHEN Xiaoping1,2,CHANG Xuening3   

  1. （1.College of Science and Engineering, Jinan University, Guangzhou 510632；
    2.Key Laboratory of Disaster Forecast and Control in Engineering, Jinan University, Guangzhou 510632；
    3.Guangdong Hydropower Planning and Design Institute, Guangzhou 510170）
  • Received:2013-05-24 Online:2014-06-20 Published:2014-08-20

摘要： 基于加筋材料的拉拔试验结果和极限平衡理论,针对具体边坡工程进行了不同加筋方案的计算与分析，对比了计算模型和设计方法的适用性，给出了满足边坡稳定条件的最佳设计方案。计算结果表明：采用改进瑞典法或荷兰法的计算结果相近且较原瑞典法有明显的提高，更能体现加筋效果；地震效应和地下水对加筋结构有较大影响；水利法应用于稳定地基上加筋边坡目的性强，能获得满足稳定性条件的合理布筋量；当地下水位较高时，筋材宜通铺。双层加筋效果较单层加筋有明显提高，但并非后者的简单叠加。单层加筋时，铺设位置对于边坡稳定性的影响有限，若铺设于坡身更能减少布筋量，降低造价。对比分析还表明，无论采用何种加筋方式，加筋前后的最危险滑弧位置均会发生改变，后者会向边坡中心和地基深处发展，对于提高其稳定性有明显作用。

关键词: 土工格栅, 加筋, 稳定分析, 优化设计

Abstract: The optimization process can be applied into the reinforced soil slopes. This paper presents the analyses of several reinforced soil designs for the same slope based on the pullout test results and different limit equilibrium analysis methods. The optimized design that meets the stability is then selected. The results indicate that, the factor of safety obtained by improved Swedish method or Dutch Method have close results but both results are high than the original Swedish Method. The seismic and groundwater condition have large impact f the stability of the reinforced soil slopes. The Ministry of Water Resources suggested method has a prominent effect of the foundation stability of the reinforced soils. A reasonable reinforcement can be readily obtained. Full length distribution of geogrids is recommended when the groundwater table is high. The stability of doublelayer reinforcement is obviously higher than that of single layer but the stability is not a simple superimpose of two layers of reinforcement. The location has limited effects for single layer reinforcement. The cost reduction can be achieved by placing the single reinforcement at the middle portion of the slope. The further comparisons indicate that the potential failure plane will change before and after the geogrid reinforcement regardless of the reinforcement scheme.

Key words: Geogrid, Reinforced Soils, Stability Analysis, Optimization Design