POST-CYCLIC BEHAVIOR OF GRANULAR SOIL- STRUCTURE INTERFACE DIRECT SHEAR TESTS

2016 ◽  
Author(s):  
Suriyavut Pra-ai
Keyword(s):  
Soil Structure ◽  
Cyclic Behavior ◽  
Granular Soil ◽  
Direct Shear ◽  
Shear Tests ◽  
Direct Shear Tests

scholarly journals A Procedure to Prepare Sand–Clay Mixture Samples for Soil–Structure Interface Direct Shear Tests

2021 ◽  
Vol 11 (12) ◽  
pp. 5337
Author(s):  
Kexin Yin ◽  
Jiangxin Liu ◽  
Andreea-Roxana Vasilescu ◽  
Eugenia Di Filippo ◽  
Khaoula Othmani
Keyword(s):  
Sample Preparation ◽  
Soil Structure ◽  
Preparation Procedure ◽  
Preparation Technique ◽  
Direct Shear ◽  
Test Results ◽  
Shear Tests ◽  
Kaolinite Clay ◽  
Direct Shear Tests ◽  
Sample Preparation Procedure

A large number of experimental studies on sand–clay mixtures are well documented in the literature; however, the preparation protocol is rarely clearly detailed or varies a lot according to the authors. Variations in the preparation technique obviously increases the challenge of comparing different test results. As a consequence, sample preparation for sand–clay mixtures should be kept as constant as possible to ensure homogeneity and uniformity of samples and limit result variability. This paper develops a detailed procedure on how to prepare sand–clay samples for interface direct shear tests. Sand–clay mixtures are prepared with Fontainebleau sand, kaolinite clay and distilled water by the S1 (sand–water–clay) protocol. The uniformity of the reconstituted specimens is assessed by measuring the water content and density on three slices from the top to the bottom across the specimens. The repeatability of the samples is checked with oedometer and interface direct shear tests. This sample preparation procedure can be used for preparing sand–clay mixture for interface direct shear tests to investigate the influence of clay content or other effects (e.g., temperature) on the mechanical behavior of soil–structure interface. It has demonstrated great performance in preparing samples with good homogeneity and shape, compared to other traditional reconstitution techniques. With the sample preparation procedure, we can obtain repeatable test results as well.

Effects of Specimen Size and Some Other Factors on the Strength and Deformation of Granular Soil in Direct Shear Tests

2008 ◽  
Vol 31 (1) ◽  
pp. 100773 ◽  
Author(s):  
L. D. Suits ◽  
T. C. Sheahan ◽  
Po-Kai Wu ◽  
Kenichi Matsushima ◽  
Fumio Tatsuoka
Keyword(s):  
Specimen Size ◽  
Granular Soil ◽  
Direct Shear ◽  
Shear Tests ◽  
Direct Shear Tests ◽  
Strength And Deformation

scholarly journals Sand- and Clay-Photocured-Geomembrane Interface Shear Characteristics Using Direct Shear Test

2021 ◽  
Vol 13 (15) ◽  
pp. 8201
Author(s):  
Lihua Li ◽  
Han Yan ◽  
Henglin Xiao ◽  
Wentao Li ◽  
Zhangshuai Geng
Keyword(s):  
Soil Surface ◽  
Friction Angle ◽  
Direct Shear ◽  
Tensile Crack ◽  
Shear Tests ◽  
Interface Shear ◽  
Direct Shear Tests ◽  
Carbon Black Powder ◽  
Shear Characteristics ◽  
Impermeable Layer

It is well known that geomembranes frequently and easily fail at the seams, which has been a ubiquitous problem in various applications. To avoid the failure of geomembrane at the seams, photocuring was carried out with 1~5% photoinitiator and 2% carbon black powder. This geomembrane can be sprayed and cured on the soil surface. The obtained geomembrane was then used as a barrier, separator, or reinforcement. In this study, the direct shear tests were carried out with the aim to investigate the interfacial characteristics of photocured geomembrane–clay/sand. The results show that a 2% photoinitiator has a significant effect on the impermeable layer for the photocured geomembrane–clay interface. As for the photocured geomembrane–sand interface, it is reasonable to choose a geomembrane made from a 4% photoinitiator at the boundary of the drainage layer and the impermeable layer in the landfill. In the cover system, it is reasonable to choose a 5% photoinitiator geomembrane. Moreover, as for the interface between the photocurable geomembrane and clay/sand, the friction coefficient increases initially and decreases afterward with the increase of normal stress. Furthermore, the friction angle of the interface between photocurable geomembrane and sand is larger than that of the photocurable geomembrane–clay interface. In other words, the interface between photocurable geomembrane and sand has better shear and tensile crack resistance.

scholarly journals Rapid prototyping of geosynthetic interfaces: Investigation of peak strength using direct shear tests

2017 ◽  
Vol 45 (6) ◽  
pp. 674-687 ◽  
Author(s):  
Gary John Fowmes ◽  
Neil Dixon ◽  
Liwei Fu ◽  
Catalin Alexandru Zaharescu
Keyword(s):  
Rapid Prototyping ◽  
Peak Strength ◽  
Direct Shear ◽  
Shear Tests ◽  
Direct Shear Tests
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