高摩阻超静定土工格栅在粗粒土夹层中的剪胀作用研究

崔新壮; 姜鹏; 王艺霖; 金青; 陈璐

doi:10.16285/j.rsm.2022.1752

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高摩阻超静定土工格栅在粗粒土夹层中的剪胀作用研究

更新时间：2026-06-28

- 高摩阻超静定土工格栅在粗粒土夹层中的剪胀作用研究
- Vol. 45, Issue 1, Pages: 141-152(2024)
- 作者机构：
  
  1. 山东大学土建与水利学院
  2. 重庆大学土木工程学院
  3. 香港科技大学土木与环境工程系
  4. 滨州学院建筑工程学院
- 作者简介：
- 基金信息：
- DOI：10.16285/j.rsm.2022.1752
  CLC： TU41
- Online First：10 January 2024，
  
  Published：2024
- 稿件说明：
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崔新壮, 姜鹏, 王艺霖, et al. 高摩阻超静定土工格栅在粗粒土夹层中的剪胀作用研究[J]. 2024, 45(1): 141-152.
DOI：

崔新壮, 姜鹏, 王艺霖, et al. 高摩阻超静定土工格栅在粗粒土夹层中的剪胀作用研究[J]. 2024, 45(1): 141-152. DOI： 10.16285/j.rsm.2022.1752.

摘要

在加筋土工程中，采用异型格栅和设置粗粒土夹层可以有效增强筋土相互作用。然而粗粒土夹层厚度的确定方法仍有待进一步研究。基于一种带有凸起节点结构的高摩阻超静定土工格栅（high resistance hyperstatic geogrids，简称HRHG）与砾石的直剪试验结果，建立了剪切硬化筋土界面的剪胀本构模型，并进一步研究了筋土剪胀应力在土体内引起附加应力的分布规律。通过开展不同法向压力（30、50、80 kPa）下的直剪试验，研究了不同粗粒土夹层厚度（60、100、140、180 mm）对筋土相互作用的影响，并与筋土界面剪胀应力的分布规律进行了对比分析。结果表明，筋土界面剪胀本构模型可以有效计算剪缩位移和剪胀位移，且最终剪胀位移随法向压力增加而减小。由界面剪胀应力引起的粗粒土中附加应力随着与筋土界面距离的增加而降低，但是剪胀范围逐步增大。粗粒土夹层厚度的增加可以有效提高界面剪切强度，但存在最优夹层厚度使界面剪切强度的增幅迅速降低。最优夹层厚度随着法向压力的增加而减小。通过对比分析最优夹层厚度与剪胀应力比之间的关系，提出了基于筋土界面剪胀本构模型的确定最优夹层厚度的半经验公式，可为HRHG在工程中的设计或应用提供参考。

Abstract

In geosynthetic reinforced soil engineering

the interaction between reinforcement and soil can be effectively enhanced by the use of geosynthetics with additional structures and the setting of coarse-grained soil layers. However

the determination method of the thickness of coarse-grained soil layer is still unclear. In this paper

based on the results of direct shear tests on the high resistance hyperstatic geogrids (HRHG) designed with convex nodes and gravel

a constitutive model of dilatancy at the geogrid-gravel interface under shear hardening condition is established

and the distribution of the additional stress induced by dilatancy in reinforced soil is further investigated. By conducting direct shear tests under different normal pressures (30

80 kPa). The effects of different coarse-grained soil layer thicknesses (60

100

140

180 mm) on the interaction between reinforcement and soil are evaluated

and the dilatancy distribution at the interface between reinforcement and soil is also compared and analyzed. The results show that the established constitutive model for geogrid-gravel interfacial dilatancy agreed well with direct shear test results

suggesting that it can effectively calculate the shear shrinkage and dilatancy

and the final dilatancy decreases with the increase of normal pressure. The additional stress in coarse-grained soil layer induced by interfacial dilatancy decreases with increasing distance from the geogrid-gravel interfaces

but the scope of dilatancy increases gradually. The increase of the thickness of coarse-grained soil layer can effectively improve the interfacial shear strength

but there exists an optimal layer thickness

which rapidly reduces the increase of interfacial shear strength. The optimal layer thickness decreases with the increment of normal pressare. Through the comparative analysis of the optimal layer thickness and dilatancy ratio

a semi-empirical formula for determining the optimal layer thickness based on the modified dilatancy constitutive model is put forward

which can provide a reference for the design and application of HRHG in practical engineering.

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