The Determination of Young's Modulus from the Direct Shear Test

1972 ◽  
Vol 9 (4) ◽  
pp. 504-507 ◽  
Author(s):  
D. K. J. Noonan ◽  
J. F. Nixon
Keyword(s):  
Young’S Modulus ◽  
Direct Shear Test ◽  
Shear Test ◽  
Young's Modulus ◽  
Horizontal Displacement ◽  
Direct Shear ◽  
The Finite Element Method ◽  
Direct Shear Tests ◽  
The Relationship

A method is developed for determining Young's Modulus from a direct shear test. The finite element method is employed to compute stresses in a sample of rock subjected to direct shear. From the results of the analysis, the relationship between the shear load, horizontal displacement and the Young's Modulus is established for different sample geometries. The use of the solution is illustrated. Since direct shear tests are often used for strength testing the necessity for conducting alternative tests to determine the deformability characteristics of a rock mass is reduced.

scholarly journals Determination of the Effect of Soil Particle Size Distribution on the Shear Behavior of Sand

2021 ◽  
Vol 5 (2) ◽  
pp. 125
Author(s):  
Mohammad Afrazi ◽  
Mahmoud Yazdani
Keyword(s):  
Particle Size ◽  
Shear Strength ◽  
Direct Shear Test ◽  
Shear Test ◽  
Friction Angle ◽  
Particle Sizes ◽  
Direct Shear ◽  
Shear Tests ◽  
Direct Shear Tests

Many geotechnical problems require the determination of soil engineering properties such as shear strength. Therefore, the determination of the reliable values for this parameter is essential. For this purpose, the direct shear test, as one of the oldest tests to examine the shear strength of soils, is the most common way in laboratories to determine the shear parameters of soil. There are far too many variables that influence the results of a direct shear test. In this paper, a series of 10 × 10 cm direct shear tests were carried out on four different poorly graded sands with different particle size distributions to determine their shear behaviors. Four different poorly graded sands with a different median diameter or medium value of particle size distribution (D50) (0.2, 0.53, 1.3, and 2.3 mm) has been selected, and about 40 direct shear tests were conducted. It was concluded that a soil’s friction angle is affected by coarse-grained material. Accordingly, sandy soils with bigger particle sizes record a higher friction angle than soils containing small particles. The investigations also showed that sand with bigger particle sizes has a higher dilation angle. In addition, a non-linear regression analysis was performed to establish the exact relationship between the friction angle of the soil and the characteristics of the soil particles. This is an Open Access article distributed under the terms of the Creative Commons Attribution License (http://creativecommons.org/licenses/by/4.0/), which permits unrestricted use, distribution, and reproduction in any medium provided the original work is properly cited.

scholarly journals Direct Shear Test: Normal and Tangential Stresses Evaluation According to Constant and Variable Shearing Area

2016 ◽  
Author(s):  
Šarūnas Skuodis ◽  
Arnoldas Norkus
Keyword(s):  
Direct Shear Test ◽  
Shear Test ◽  
Test Procedure ◽  
Horizontal Displacement ◽  
Strength Properties ◽  
Direct Shear ◽  
Angle Of Internal Friction ◽  
Testing Procedures ◽  
Direct Shear Tests ◽  
Tangential Stresses

Investigations of soil shear strength properties for Baltic Sea shore sand along Klaipėda city is presented. Investigated sand angle of internal friction (φ) and cohesion (c) is determined via two different direct shear tests procedures. First procedure is standard and ordinary in geotechnical practice, when direct shear test is provided using constant shearing area. Second test procedure is different because shearing area according to horizontal displacement each test second is recalculated and reducing during horizontal movement. According to these two different testing procedures provided comparison of normal and tangential stresses.

scholarly journals Effects of Clay and Moisture Content on Direct Shear Tests for Clay-Sand Mixtures

2013 ◽  
Vol 2013 ◽  
pp. 1-8 ◽  
Author(s):  
Muawia A. Dafalla
Keyword(s):  
Internal Friction ◽  
Moisture Content ◽  
Direct Shear Test ◽  
Shear Test ◽  
Horizontal Displacement ◽  
Direct Shear ◽  
Shear Tests ◽  
Angle Of Internal Friction ◽  
Direct Shear Tests ◽  
Moisture Contents

The direct shear test using shear box is commonly recommended by practicing geotechnical engineers to obtain the cohesion and angle of internal friction for granular soils. The clay liners involve sand as a main constituent with added clay of variable proportions. This research aims at investigating the reliability of using the direct shear test for different clay contents and different moisture contents using an adequate shearing strain. These factors were found to affect the bilinear trends of shear force versus horizontal displacement profile as well as vertical displacement versus horizontal displacement curves. The cohesion of the mixture was found to increase consistently with the increase of clay content. Increase in moisture content was found to cause a drop in both cohesion and angle of internal friction. These changes are not independent of the density state of clay-sand mixtures. Standard compaction properties for a range of clay-sand mixtures were investigated. This work provides the general trends expected in direct shear tests for clay-sand mixtures of variable clay and moisture contents.

Soil Shear Strength Characteristic in Slope Disintegration Area

2013 ◽  
Vol 353-356 ◽  
pp. 735-739
Author(s):  
Xiao Ming Zhang ◽  
Shu Wen Ding ◽  
Shuang Xi Li
Keyword(s):  
Shear Strength ◽  
Direct Shear Test ◽  
Shear Test ◽  
Clay Content ◽  
Scientific Basis ◽  
Soil Mechanic ◽  
Direct Shear ◽  
Soil Cohesion ◽  
Soil Shear Strength ◽  
The Relationship

Development of slope disintegration is close to soil mechanic characteristics such as shear strength indices. Soil grain diameter and water content were tested. Soil direct shear test was conducted to analyze the relationship between shear strength indices and the influencing factors. The experimental data indicate that clay content and the range affect soil cohesion value and the scope. Soil cohesion increases with bulk density before 1.6g/cm3. But it decreases when the bulk after that. The results could provide a scientific basis for control of slope disintegration.

scholarly journals Determination of Soil Strength Using 2D Geoelectric Methods and Direct Shear Test (Case Study in Istana Tidar Regency Housing – Jember)

2017 ◽  
Vol 5 (2) ◽  
Author(s):  
Nurul Priyantari ◽  
Supriyadi . ◽  
Devi Putri Sulistiani ◽  
Winda Aprita Mayasari
Keyword(s):  
Direct Shear Test ◽  
Shear Test ◽  
Resistivity Measurement ◽  
Soil Strength ◽  
Test Case ◽  
Cohesive Soils ◽  
Direct Shear ◽  
Geoelectrical Resistivity

2D geoelectrical resitivity measurement and direct shear test has been conducted to determine soil type and soil strength on land settlement Istana Tidar Regency housing, Jember. Resistivity measurement is conducted at two line that have latitude 08.10’102” – 08.10’108” S, 113.43’404” – 113.43’408” E (line 1) dan 08.10’102” – 08.10’108” S, 113.43’410” – 113.43’414” E (line 2). Soil specimen were taken at 3 point, 2 point at line 1 and 1 point at line 2. Based on result of 2D geoelectrical resistivity measurement and direct shear test, this location was dominated by clay, silt and sandy silt are included in the type of cohesive soils. Soil strength of this type is capable to support light bulding contruction one or two floors.

Numerical Simulation of Interface Softening for Large Size Direct Shear Test

2011 ◽  
Vol 368-373 ◽  
pp. 3230-3235
Author(s):  
Zhao Yun Xiao ◽  
Wei Xu ◽  
Yan Sheng Deng ◽  
Fan Tu
Keyword(s):  
Numerical Simulation ◽  
Direct Shear Test ◽  
Shear Test ◽  
Friction Model ◽  
Secondary Development ◽  
Direct Shear ◽  
Shear Tests ◽  
Direct Shear Tests ◽  
Softening Behavior ◽  
Large Size

The interface of non-woven geotextile and HDPE geomembrane based on direct shear test has an obvious softening behavior. This paper adopts displacement-softening model that proposed by Esterhuizen and conducts secondary development by using ABAQUS and its embedded FRIC subroutine, making further efforts to conduct numerical simulation of interface of non-woven geotextile and HDPE geomembrane based on large-size direct shear tests. Results show that the developed interface friction model can simulate the characteristics of interface softening of certain materials better, thus providing a method when study the interface softening characteristic of materials.

scholarly journals Reliability Analysis of a Direct Shear Test of Modified Iron Tailings Based on the Monte Carlo Algorithm

2020 ◽  
Vol 2020 ◽  
pp. 1-11
Author(s):  
Ping Jiang ◽  
Jian Qian ◽  
Na Li
Keyword(s):  
Monte Carlo ◽  
Direct Shear Test ◽  
Shear Test ◽  
Friction Angle ◽  
Direct Shear ◽  
Shear Tests ◽  
Type Curve ◽  
Direct Shear Tests ◽  
Thaw Cycle ◽  
Freeze Thaw Cycle

The resource utilization of iron tailings is of great significance for all countries in the world. Considering the particle composition and physicochemical characteristics of iron tailings, fiber and lime were used to modify iron tailings. The fiber content was 0%, 0.25%, 0.5%, 0.75%, and 1%, and the lime content was 0%, 2%, 4%, 8%, and 10%, respectively. Through a direct shear test, the shear stress displacement (τ-δ) curves and shear strength of modified iron tailings, under the action of a 0 freeze-thaw cycle and 1 freeze-thaw cycle, were tested. As statistics have shown that there are uncertainty factors associated with direct shear tests, the shear strength index cohesion c and internal friction angle φ of the modified iron tailings were analyzed using the Monte Carlo method. The results show that the τ-δ curve of the fiber-modified iron tailings is a hardening-type curve and that of the lime-modified iron tailings is a softening-type curve. In the direct shear tests, the main uncertain factors are the specimen diameter, vertical force, and horizontal force. The diameter of the sample obeys a normal distribution, and the vertical and horizontal forces obey a uniform distribution. The results of the Monte Carlo simulation show that both c and φ obey a normal distribution. Under a 95% confidence condition, the effect of fiber on the cohesion on iron tailings is obvious, but the effect on the internal friction angle is not obvious. However, the values of c and φ of the iron tailings are clearly improved by lime. Additionally, the iron tailings modified by a fiber content of 1% and those modified by a lime content of 8% have the best frost resistance.

scholarly journals Study on the Mechanical Properties of Red Clay under Drying-Wetting Cycles

2021 ◽  
Vol 2021 ◽  
pp. 1-16
Author(s):  
Qi Yanli ◽  
MingZhou Bai ◽  
Hao Zhou ◽  
Hai Shi ◽  
Pengxiang Li ◽  
...  
Keyword(s):  
Mechanical Properties ◽  
Direct Shear Test ◽  
Shear Test ◽  
Strain Curve ◽  
Stress And Strain ◽  
Direct Shear ◽  
Guangxi Province ◽  
Red Clay ◽  
Plastic Hardening ◽  
The Relationship

To study the mechanical properties of red clay under repeated dry and wet cycle test conditions, in this paper, the disturbed red clay in an engineering area in Liuzhou, Guangxi Province, was taken as the research object. By artificially controlling different dry and wet cycles in the laboratory, a direct shear test and triaxial consolidation drainage test were carried out on the red clay samples after different dry and wet cycles. The stress-strain curve and change rule of corresponding c and φ values were obtained. The results showed that, in both the direct shear test and the triaxial test, the shear strength parameters of red clay decreased with an increase in the number of dry and wet cycles and the attenuation was most obvious during the first cycle. With an increase in the number of dry and wet cycles, the attenuation gradually decreased. The constitutive model of the deviatoric stress and strain curve of red clay under dry and wet cycles was a plastic-hardening type. By analyzing the variation in parameters in the P-H model, the relationship between c, φ, and the number of dry and wet cycles n was obtained. The results showed that the parameters had different degrees of attenuation with the action of dry and wet cycles. To explain the above rules, some samples under different drying-wetting cycles were selected for environmental electron microscope scanning, and appropriate assumptions were made based on the microstructure.

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