scholarly journals Interface shear properties of geosynthetics and construction and demolition waste from large-scale direct shear tests

2015 ◽  
pp. 1-9 ◽  
Author(s):  
C. S. Vieira ◽  
P. M. Pereira
Keyword(s):  
Large Scale ◽  
Construction And Demolition Waste ◽  
Direct Shear ◽  
Shear Tests ◽  
Demolition Waste ◽  
Interface Shear ◽  
Shear Properties ◽  
Direct Shear Tests

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.

A study on interface shear behaviour of soil nails from pullout and direct shear tests

2020 ◽  
Vol 20 (1) ◽  
pp. 24-37 ◽  
Author(s):  
Mahesh Sharma ◽  
Manojit Samanta ◽  
Shantanu Sarkar
Keyword(s):  
Shear Behaviour ◽  
Direct Shear ◽  
Shear Tests ◽  
Interface Shear ◽  
Soil Nails ◽  
Direct Shear Tests

Shear Strength of Sand–Clay Interfaces Through Large-Scale Direct Shear Tests

2020 ◽  
Vol 45 (5) ◽  
pp. 4343-4357
Author(s):  
Zhong-Liang Zhang ◽  
Zhen-Dong Cui ◽  
Ling-Zi Zhao
Keyword(s):  
Shear Strength ◽  
Large Scale ◽  
Direct Shear ◽  
Shear Tests ◽  
Direct Shear Tests

Large Scale Laboratory Direct Shear Tests on Ice

1975 ◽  
Vol 12 (2) ◽  
pp. 169-178 ◽  
Author(s):  
W. D. Roggensack
Keyword(s):  
Large Scale ◽  
Stress Conditions ◽  
Direct Shear ◽  
Shear Tests ◽  
Principal Stresses ◽  
Lake Ice ◽  
Direct Shear Tests ◽  
Strength Determination ◽  
Crystal Diameter ◽  
Shear Box

This paper presents the results of a series of large scale direct shear tests performed on lake ice. Test specimens were oriented with the principal stresses acting in the plane of the ice sheet, approximately normal to the long axes of the columnar crystals. Sample dimensions were large in comparison with mean crystal diameter, reducing the possibility of deviations introduced by size effects. Although a number of assumptions are made concerning stress conditions at failure, results for uniform, artificially ‘seeded’ test pond ice indicate a failure mechanism that is frictional and consistent with triaxial test data reported elsewhere. Post-peak shear resulted in the formation of a distinct failure zone that also displayed a frictional response. The direct shear test described is robust and simple, does not require elaborate sample preparation, and may present an alternative method of strength determination for ice mechanics problems where the shear box configuration duplicates field stress conditions and constraints.

Stress-Strain Response and Dilation of Geogrid-Reinforced Coarse-Grained Soils in Large-Scale Direct Shear Tests

2018 ◽  
Vol 41 (3) ◽  
pp. 20160089 ◽  
Author(s):  
Xiaobin Chen ◽  
Yu Jia ◽  
Jiasheng Zhang
Keyword(s):  
Large Scale ◽  
Coarse Grained ◽  
Strain Response ◽  
Direct Shear ◽  
Shear Tests ◽  
Stress Strain ◽  
Direct Shear Tests

scholarly journals Pile Side Resistance in Sands for the Unloading Effect and Modulus Degradation

2019 ◽  
Vol 69 (334) ◽  
pp. 185 ◽  
Author(s):  
C. F. Zhao ◽  
Y. Wu ◽  
C. Zhao ◽  
Q. Z. Zhang ◽  
F. M. Liu ◽  
...  
Keyword(s):  
Shear Stress ◽  
Maximum Amount ◽  
Interface Roughness ◽  
Direct Shear ◽  
Shear Tests ◽  
Interface Shear ◽  
Direct Shear Tests ◽  
Side Resistance ◽  
Unloading Effect ◽  
Concrete Interface

A total of 36 groups of sand-concrete interface loading and unloading direct shear tests were used to analyze the mechanical properties of the pile side-soil interface. The test results show that the interface residual shear stress for the same applied normal stress tends to be constant for the rough sand-concrete interface. The initial shear modulus and peak shear stress of the interface both decrease with the degree of unloading and increase with the interface roughness. The maximum amount of interface shear dilatancy increases with the degree of unloading, and the maximum amount of interface shear shrinkage decreases with unloading for the same interface roughness. A pile side resistance-displacement model is established using the shear displacement method. The proposed function considers both the radial unloading effect and modulus degradation of soil around the pile. The effect of radial unloading and interface roughness on the degradation of the equivalent shear modulus is analyzed using a single fitting parameter b. Good agreement of the proposed model is confirmed by applying the direct shear tests of the 36 groups.

Large Scale Direct Shear Tests on Reinforced Soil

1989 ◽  
Vol 29 (1) ◽  
pp. 18-30 ◽  
Author(s):  
Ennio M. Palmeira ◽  
George W.E. Milligan
Keyword(s):  
Large Scale ◽  
Reinforced Soil ◽  
Direct Shear ◽  
Shear Tests ◽  
Direct Shear Tests
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