Dynamic shear behavior of interface for clay reinforced with geogrid encapsulated in thin layers of sand

LIU Fei-yu; SHI Jing; WANG Jun; CAI Yuan-qiang

doi:10.16285/j.rsm.2016.1760

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Dynamic shear behavior of interface for clay reinforced with geogrid encapsulated in thin layers of sand

更新时间：2026-06-25

- Dynamic shear behavior of interface for clay reinforced with geogrid encapsulated in thin layers of sand
- Vol. 39, Issue 6, Pages: 1991-1998(2018)
- 作者机构：
  
  1. 上海大学土木工程系,上海,200444
  2. 温州大学建筑与土木工程学院,浙江,温州,325035
  3. 温州大学浙江省软弱土地基与海涂围垦工程技术重点实验室,浙江,温州,325035
  4. 温州大学浙江省海涂围垦及其生态保护协同创新中心,浙江,温州,325035
  5. 浙江大学建筑工程学院,浙江,杭州,310000
- 作者简介：
- 基金信息：
- DOI：10.16285/j.rsm.2016.1760
  CLC： TU472
- Online First：03 July 2018，
  
  Published：2018
- 稿件说明：
移动端阅览
LIU Fei-yu, SHI Jing, WANG Jun, et al. Dynamic shear behavior of interface for clay reinforced with geogrid encapsulated in thin layers of sand[J]. 2018, 39(6): 1991-1998.
DOI：

LIU Fei-yu, SHI Jing, WANG Jun, et al. Dynamic shear behavior of interface for clay reinforced with geogrid encapsulated in thin layers of sand[J]. 2018, 39(6): 1991-1998. DOI： 10.16285/j.rsm.2016.1760.

摘要

三明治形加筋土是一种在黏土中加入加筋砂层形成的混合填料形式的新型加筋土。为了研究不同条件下三明治形加筋土筋-土界面的动力剪切特性，采用大型直剪仪对三明治形加筋土进行了一系列循环剪切试验，研究了不同薄砂层厚度、循环剪切幅值和竖向应力对界面剪切特性的影响。试验结果表明：筋-土界面的剪应力峰值随着循环次数的增加而增加，循环周次为10时，薄砂层厚度为5、6、7、8、9 mm的条件下，筋-土界面的剪应力峰值分别为24.84、27.4、27.94、26.33、24.68 kPa，表明薄砂层厚度为7 mm时，筋-土界面在循环剪切阶段的峰值剪应力最大；剪切幅值越大，界面循环剪切的最终剪缩量越大，同一循环次数对应的剪切刚度和阻尼比越小；在不同竖向应力下，界面在循环剪切过程中都发生了循环剪切硬化现象，循环周次为10时，竖向应力为30、60、90 kPa的条件下，筋-土界面的剪应力峰值分别为20.4、25.14、32.96 kPa，表明剪应力峰值随竖向应力的增大而增大，同一循环次数对应的剪切刚度也随竖向应力的增大而增大。

Abstract

A new-style sandwich reinforced soil is clay reinforced with geogrid encapsulated in thin layers of sand. To investigate the interfacial shear behavior of sandwich reinforced soil

a series of cyclic shear tests was performed through a large-scale direct shear device. The influence of thickness of sand layer

shear amplitude and normal stress on the interface shear behavior were investigated. Results indicated that the peak shear stress of the interface increased with the increase of cycle number. When the thickness of sand layers were 5

9 mm in the last cycle number

the corresponding peak shear stresses of the interface were 24.84

27.4

27.94

26.33

24.68 kPa

respectively

showing the maximum peak shear stress of the interface occurred with 7 mm of the thickness of thin sand layer. The ultimate vertical displacement increased with the increase of cyclic shear amplitude

and shear stiffness and damping ratio of the interface decreased with the increase of cyclic shear amplitude at the same cycle number. When the normal stresses were 30

90 kPa

in the last cycle number

the corresponding peak shear stresses of the interface were 20.4

25.14

32.96 kPa

respectively

showing the peak shear stress increased with the increase of normal stress

and the shear stiffness increased with the increase of normal stress at the same cycle number.

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