scholarly journals Shear Strength Behavior of Sand Reinforced by Kraft Paper Using the Ring Shear Apparatus

2021 ◽  
Vol 2021 ◽  
pp. 1-14
Author(s):  
Wan-li Xie ◽  
Qianyi Guo ◽  
Nelson N.S. Chou ◽  
Rongsen Zhu ◽  
Maosheng Zhang
Keyword(s):  
Shear Plane ◽  
Friction Angle ◽  
Test Results ◽  
Reinforcement Effect ◽  
Shear Tests ◽  
Kraft Paper ◽  
Ring Shear ◽  
Strength Behavior ◽  
Reinforcement Material ◽  
Ring Shear Apparatus

To explore the reinforcement effects of different reinforcement methods, kraft paper was used as reinforcement material, and shear tests were carried out in sand to study the reinforcement effects of kraft paper perpendicular and parallel to the shear plane. The test results show that the two reinforcement methods can effectively improve the strength of sand and the orthogonal reinforcement form is more superior. The existence of reinforced materials greatly improves the cohesion of sand, but does not significantly improve the internal friction angle. The width of reinforcement material has little effect on the reinforcement effect and shows different variation laws under different reinforcement forms.

Waste Paper Application in Geotechnical Project

2012 ◽  
Vol 535-537 ◽  
pp. 2148-2153
Author(s):  
Amin Chegenizadeh ◽  
Hamid Nikraz
Keyword(s):  
Shear Stress ◽  
Kaolin Clay ◽  
Direct Shear ◽  
Reinforcement Effect ◽  
Embankment Dam ◽  
Shear Tests ◽  
Direct Shear Tests ◽  
Reinforcement Content ◽  
Strength Behavior ◽  
Clay Kaolin

Composite soils have been widely used in civil engineering applications, especially in slopes, embankment dam and landfills. This paper aims to investigate effect of fiber inclusion on shear stress of composite soil (i.e. clay composite). A series of laboratory direct shear tests carried out to evaluate paper reinforcement effect on strength behavior of composite clay. Kaolin clay was selected as soil part of the composite and paper was used as reinforcement. The paper reinforcement parameters differed from one test to another, the paper length was changed from 10 mm to 30 mm and paper content were varied from 5% to 15%. Normal stress kept constant at 150 kPa. For each test, stress_ displacement graph derived and the results were compared. The results proved that inclusion of paper reinforcement affected strength behaviour of clay composite so that increasing in paper reinforcement content and length caused increasing in shear stress.

Performing Undrained Shear Tests on Saturated Sands in a New Intelligent Type of Ring Shear Apparatus

2003 ◽  
Vol 26 (3) ◽  
pp. 10781 ◽  
Author(s):  
L David Suits ◽  
TC Sheahan ◽  
K Sassa ◽  
G Wang ◽  
H Fukuoka
Keyword(s):  
Shear Tests ◽  
Ring Shear ◽  
Saturated Sands ◽  
Ring Shear Apparatus ◽  
Undrained Shear

scholarly journals Analisis Kestabilan Lereng Berdasarkan Kekuatan Geser Massa Batuan Terhadap Perubahan Kandungan Air Pada Tambang Batubara Di Area Blok Menyango

PROMINE ◽  
2019 ◽  
Vol 7 (2) ◽  
pp. 71-77
Author(s):  
Novandri Kusuma Wardana
Keyword(s):  
Shear Strength ◽  
Natural Condition ◽  
Shear Failure ◽  
Friction Angle ◽  
Direct Shear ◽  
Test Results ◽  
Shear Tests ◽  
Direct Shear Tests ◽  
Wet Condition ◽  
The Impact

Mining activities is commonly to work with the problem of stability of rock mass, then befordesaining mine’s slope should know rock shear strength parameters, such as cohesion (c) andinternal friction angle value ( . Beside those parameters, also needed to know the impact ofwater content to the rocks. The water content will effect rock’s shear strength, proof by the rockcondition which is ductile when it is dry and soft when it is wet. Based on test results was doneusing sandstone with laboratory scale of direct shear test were analyzed using mohr – coulomband patton criteria (1966). It is known that the cohesion (c) of sandstone decreased from 510,35kPa at natural condition down to 133,75 kPa at wet condition. The internal friction angle ( ) alsodecreased from 54,56° at natural condition down to 48,45° at wet condition. The reduction of theshear strength is caused by fragments and clay minerals characteristics which are so reactiveand very easy to absorb water so that the cohesion of the sandstone reduce the active normalstress so that working the shear stress required to cause the shear failure becomeweaker. From the results, it is also known that the shear surface roughness had a lot ofinfluence on the shear strength the normal stresses applied on the direct shear tests werevery low under 20% of UCS.

Strain Softening Behaviors of Clay under Fast Ring Shear Conditions

2012 ◽  
Vol 446-449 ◽  
pp. 1880-1883
Author(s):  
Yong Hong ◽  
Jun Gang Wang
Keyword(s):  
Pore Pressure ◽  
Strain Softening ◽  
Strength Reduction ◽  
The Other ◽  
Silty Clay ◽  
Shear Tests ◽  
Shear Rates ◽  
High Shear Rates ◽  
Ring Shear ◽  
Ring Shear Apparatus

In this study, the strain softening behaviors of an overconsolidated silty clay was studied by a ring shear apparatus. The tested results present some different properties with the traditional shear tests. It was found that the silty clay samples with relatively high shear rates are liable to the occurrence of strain softening. With shear rate increasing, both the peak strengths and the post-peak strength reduction become greater. According to the data of deformation and pore pressure measured during the tests, there are two patterns of causing the strain softening of the silty clay. One is related with the contraction of soil specimens; the other is concerned with the generation of negative pore pressure due to the dilatancy of soil body.

Long-runout mechanism and landsliding behaviour of large catastrophic landslide triggered by heavy rainfall in Guanling, Guizhou, China

2015 ◽  
Vol 52 (7) ◽  
pp. 971-981 ◽  
Author(s):  
Aiguo Xing ◽  
Gonghui Wang ◽  
Bin Li ◽  
Yao Jiang ◽  
Zhen Feng ◽  
...  
Keyword(s):  
Shear Strength ◽  
Heavy Rainfall ◽  
Source Area ◽  
Friction Angle ◽  
Shear Behaviour ◽  
Shear Tests ◽  
Long Runout ◽  
Residual Shear Strength ◽  
Ring Shear ◽  
Ring Shear Tests

A large catastrophic landslide was triggered by a heavy rainfall on 28 June 2010 in Guanling, Guizhou, China. The landslide buried two villages and killed 99 people along the runout path. The landslide involved the failure of about 985 000 m3 of sandstone from the source area, with a runout of about 1.4 km over a total vertical distance of about 420 m. To understand the possible long-runout mechanism and behaviour of the landslide, a detailed field survey of the landslide was conducted and samples were taken from the runout path. The shear behaviour of the sample based on a series of ring shear tests was examined, and numerical simulation of the landsliding behaviour by using a numerical runout model (DAN-W) was performed in which the shear strength obtained by ring shear tests was used. The experimental results reveal that the residual shear strength measured along the pre-existing shear surface is independent of the shear displacement rate under partially drained conditions, suggesting that the relationship between shear and normal stresses obeys the frictional model. A bulk basal friction angle of 14.4° at the base of the moving mass was then obtained from the test results. The simulated results show that the selected rheological model and parameters based on ring shear tests could provide the best performance in simulating the landslide. Therefore, it is expected that the model and parameters could improve the precision of hazard zonation for areas with geological, topographical, and climatic features similar to the Guanling landslide area.

Constant-volume friction angle of granular materials

1988 ◽  
Vol 25 (1) ◽  
pp. 50-55 ◽  
Author(s):  
D. Negussey ◽  
W. K. D. Wijewickreme ◽  
Y. P. Vaid
Keyword(s):  
Phase Transformation ◽  
Steady State ◽  
Granular Materials ◽  
Friction Angle ◽  
Confining Pressure ◽  
Constant Volume ◽  
Ring Shear ◽  
Ring Shear Apparatus ◽  
Initial Packing ◽  
Undrained Shear

The postulate that the constant-volume friction angle [Formula: see text] of a granular material is unique and a function of mineral composition is verified experimentally. Granular materials comprised of particles ranging from minerals to metals are tested in a ring shear apparatus. Test samples are subjected to large shear displacements until a constant lower bound friction angle [Formula: see text] is mobilized. Possible effects of confining pressure, initial packing density, gradation, and particle shape on the value of [Formula: see text] are investigated. Friction angles mobilized in drained shear at the instant of maximum contraction and in undrained shear at phase transformation and steady state are compared with [Formula: see text] values. The experimental results confirm a broader fundamental significance of [Formula: see text] as a material parameter in that it is a consistent minimum drained friction angle equal to friction angles mobilized at phase transformation and steady state in undrained shear. Key words: granular materials, sand, friction angles, constant volume, steady state, phase transformation state, ring shear test.

scholarly journals A Laboratory Investigation on Shear Strength Behavior of Sandy Soil: Effect of Glass Fiber and Clinker Residue Content

2017 ◽  
Vol 39 (4) ◽  
pp. 3-15 ◽  
Author(s):  
Leyla Bouaricha ◽  
Ahmed Djafar Henni ◽  
Laurent Lancelot
Keyword(s):  
Shear Strength ◽  
Glass Fiber ◽  
Glass Fibers ◽  
Friction Angle ◽  
Test Results ◽  
Shear Strength Parameters ◽  
Strength Parameters ◽  
Length Effect ◽  
Strength Behavior ◽  
Average Relative Density

Abstract A study was undertaken to investigate the shear strength parameters of treated sands reinforced with randomly distributed glass fibers by carrying out direct shear test after seven days curing periods. Firstly, we studied the fiber content and fiber length effect on the peak shear strength on samples. The second part gives a parametric analysis on the effect of glass fiber and clinker residue content on the shear strength parameters for two types of uniform Algerian sands having different particle sizes (Chlef sand and Rass sand) with an average relative density Dr = 50%. Finally, the test results show that the combination of glass fiber and clinker residue content can effectively improve the shear strength parameters of soil in comparison with unreinforced soil. For instance, there is a significant gain for the cohesion and friction angle of reinforced sand of Chlef. Compared to unreinforced sand, the cohesion for sand reinforced with different ratios of clinker residue increased by 4.36 to 43.08 kPa for Chlef sand and by 3.1 to 28.64 kPa for Rass sand. The feature friction angles increased from 38.73° to 43.01° (+4.28°), and after the treatment, clinker residue content of soil evaluated to 5% (WRC = 5%).

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