scholarly journals A macro-micro study and distinct element simulation on large-scale shear test of coarse-grained soil

2020 ◽  
Vol 37 (3) ◽  
pp. 279-286
Author(s):  
Xiaoshuai WANG ◽  
Zihan WANG ◽  
Xiaokun JING ◽  
Chengzhi XIAO
Keyword(s):  
Large Scale ◽  
Shear Test ◽  
Distinct Element ◽  
Coarse Grained ◽  
Element Simulation ◽  
Scale Shear ◽  
Coarse Grained Soil

scholarly journals Determining the Shear Strength Properties of a Soil-geogrid Interface Using a Large-scale Direct Shear Test Apparatus

2020 ◽  
Author(s):  
Jakub Stacho ◽  
Monika Sulovska ◽  
Ivan Slavik
Keyword(s):  
Shear Stress ◽  
Shear Strength ◽  
Large Scale ◽  
Direct Shear Test ◽  
Shear Test ◽  
Strength Properties ◽  
Coarse Grained ◽  
Direct Shear ◽  
Test Apparatus ◽  
Fine Gravel

The paper deals with the laboratory testing of coarse-grained soils that are reinforced using a geogrid. The shear strength properties were determined using a large-scale direct shear test apparatus. The tests were executed on original as well as on reinforced soil, when the geogrid was placed on a sliding surface, which permitted determining the shear strength properties of the soil-geogrid interface. The aim of the tests was to determine the interface shear strength coefficient α, which represents the ratio of the shear strength of the soil-geogrid interface to the unreinforced soil. The tests were executed on 3 samples of coarse-grained materials, i.e., poorly graded sand, poorly graded fine gravel and poorly graded medium gravel. Two types of geogrids were tested, i.e., a woven polyester geogrid and a stiff polypropylene geogrid. The results of the laboratory tests on the medium gravel showed that the reduction coefficient α reached higher values in the case of the stiff polypropylene geogrid. In the cases of the fine gravel and sand, the values of the interface coefficient α were similar to each other. The shear strength of the interface was reduced or was similar to the shear strength of unreinforced soil in a peak shear stress state, but significantly increased with horizontal deformations, especially for the fine gravel and sand. The largest value of the coefficient α was measured in the critical shear stress state. Based on the results of the testing, a correlation which allows for determining the optimal grain size distribution was obtained.

Study on Particle Breakage of Coarse-Grained Soil Based on Large-Scale Triaxial Test

2014 ◽  
Vol 937 ◽  
pp. 585-589
Author(s):  
Fu Yong Chu
Keyword(s):  
Power Function ◽  
Triaxial Test ◽  
Large Scale ◽  
Confining Pressure ◽  
Particle Breakage ◽  
Plastic Work ◽  
Coarse Grained ◽  
Earth Dam ◽  
Relationship Of ◽  
Coarse Grained Soil

Using large-scale shearing device, isotropiclly consolidated-drained triaxial test under different confining pressures are performed for overburden material of ShuangJiangKou earth dam which relative density is 0.8. The relationship between particle breakage of coarse-grained soil and input plastic work under loading and between particle breakage and confining pressure and between particle breakage and strength of coarse-grained soil. The results show that the particle breakage of coarse-grained soil and the input plastic work under loading is closely related. The particle breakage of coarse-grained soil increase with the input plastic work and there is a relationship of power function between Bg andWp. the increase of confining pressure will lead to the increase of particle breakage of coarse-grained soil, and there is a relationship of power function between Bg and. the increase of particle breakage of coarse-grained soil will lead to the decrease of strength of coarse-grained soil, and a relationship of linear between Bg andφ.

Influence Factor on Dilatancy of Coarse-Grained Soil Based on Large-Scale Triaxial Test

2014 ◽  
Vol 919-921 ◽  
pp. 687-692 ◽  
Author(s):  
Fu Yong Chu
Keyword(s):  
Relative Density ◽  
Triaxial Test ◽  
Large Scale ◽  
Confining Pressure ◽  
Coarse Grained ◽  
Earth Dam ◽  
Triaxial Shear Test ◽  
Overburden Material ◽  
Confining Pressures ◽  
Coarse Grained Soil

Abstract：Using large-scale shearing device, K0 consolidated-drained triaxial test and isotropiclly consolidated-drained triaxial test under different confining pressures are performed for overburden material of ShuangJiangKou earth dam which relative density is 0.9. And meanwhile, isotropically consolidated-drained triaxial test under different confining pressures are also performed for overburden material of ShuangJiangKou earth dam which relative density is 0.8. The difference of strength and deformation between under under K0-consolidation condition and isotropic consolidation condition and between under different relative density, and the influence of confining pressure, relative density and consolidation condition on the dilatancy of coarse-grained are analyzed. The results show that the strength of K0 consolidated-drained triaxial shear test is slight greater than that obtained by isotropically consolidated-drained test. The strength of coarse-grained soil increases with increase of relative density.The volume strain value of isotropically consolidated-drained triaxial shear test is bigger than that of K00 consolidated-drained test, and the volume strain value decreases with the decreases of relative density. The dilatancy of coarse-grained soil decreases with the increase of confining pressure, and increases with the increase of static lateral pressure coefficient.

scholarly journals Study of Sericite Quartz Schist Coarse-Grained Soil by Large-Scale Triaxial Shear Tests

2020 ◽  
Vol 8 ◽  
Author(s):  
Hui-qing Zhang ◽  
Feng Zhao ◽  
Shi-qiang Cheng ◽  
Yan-qing Zhang ◽  
Ming-jie Gou ◽  
...  
Keyword(s):  
Large Scale ◽  
Coarse Grained ◽  
Shear Tests ◽  
Coarse Grained Soil

scholarly journals Applicability of UH model to coarse-grained soil

2019 ◽  
Vol 295 ◽  
pp. 03007
Author(s):  
Xiaolong Zhao ◽  
Jungao Zhu ◽  
Hanbing Bian
Keyword(s):  
Large Scale ◽  
Stress Ratio ◽  
Coarse Grained ◽  
Deformation Analysis ◽  
Stress Strain ◽  
Rockfill Dam ◽  
Strain Relationship ◽  
Better Than ◽  
Coarse Grained Soil ◽  
Core Rockfill Dam

Large-scale triaxial, K0 compression and constant stress ratio path tests were carried out on two kinds of coarse-grained soils. Stress-strain relationships of these tests were simulated by using UH model for sands to study the applicability of the model to different stress paths of coarse-grained soil, and the results were compared with those of Duncan’s E-B model. It is shown that the mechanical behaviors of coarse-grained soil can be well described by the UH model, and overall its capacity to reflect stress-strain relationship under different stress paths is better than that of Duncan’s E-B model. Finally, the UH model and Duncan’s E-B model were used for stress-deformation analysis of a core rockfill dam. The applicability of UH model for sands to coarse-grained soil was verified.

Study on Engineering Characteristics of Coarse-Grained Soil Based on Large-Scale Triaxial Test

2014 ◽  
Vol 936 ◽  
pp. 1387-1392
Author(s):  
Fu Yong Chu
Keyword(s):  
Triaxial Test ◽  
Large Scale ◽  
Confining Pressure ◽  
Peak Strength ◽  
Coarse Grained ◽  
Engineering Characteristics ◽  
Increase With Increase ◽  
Initial Modulus ◽  
Relationship Of ◽  
Coarse Grained Soil

Using large-scale shearing device, isotropiclly consolidated-drained triaxial test under different confining pressures are performed for overburden material of ShuangJiangKou earthdam which relative density is 0.9. The engineering characteristics of coarse-grained soil such as strength and deformation is studied. The results show the peak strength of coarse-grained soil under isotropically increase with the confining pressure and there is a relationship of linear between the peak strength of coarse-grained soil and initial modulus. The volume strain value of isotropically consolidated-drained triaxial shear test increase with increase of confining pressure, and the dilatancy decrease increase with increase of confining pressure. The secant modulusEs1and the tangent modulusEt1obtained by the tests both increase with increase with increase of confining pressure, and the values ofEs1/EiandEt1/Eiare all smaller than one. The failure poisson ratioνifobtained by the tests both decrease with increase with increase of confining pressure, and there is a relationship of power function between νif and .

scholarly journals Experiments on Reducing Negative Skin Friction of Piles

2019 ◽  
Vol 2019 ◽  
pp. 1-10
Author(s):  
Zhongju Feng ◽  
Haibo Hu ◽  
Ruixin Zhao ◽  
Jingbin He ◽  
Yunxiu Dong ◽  
...  
Keyword(s):  
Moisture Content ◽  
Skin Friction ◽  
Large Scale ◽  
Shear Test ◽  
Concrete Surface ◽  
Plastic Limit ◽  
Negative Skin Friction ◽  
Moisture Contents ◽  
Paraffin Oil ◽  
Scale Shear

The objective of this study was to investigate the effect of different moisture contents of clay (13%, 15%, 17%, 19%, and 21%) and different coatings on the ability to reduce negative skin friction during a large-scale shear test. Four coating treatments of the concrete surface were investigated, i.e., no treatment, coating with a paraffin-oil mixture, coating with a polymer nanomaterial, and coating with paint. The results showed that when the moisture content of the clay was slightly larger than that of the plastic limit, the ability to reduce negative skin friction was the best, and the performance was similar for the paraffin-oil mixture, the polymer nanomaterial, and the paint. When the moisture content of the clay was lower than that of the plastic limit, the paraffin-oil mixture provided the best performance. The position of the neutral point can be determined by different methods, and the negative skin friction of piles should be reduced by applying coatings that are most suitable to different conditions.

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