scholarly journals Static and kinetic friction of rapeseed

2008 ◽  
Vol 53 (No. 1) ◽  
pp. 14-19 ◽  
Author(s):  
R. Rusinek ◽  
M. Molenda
Keyword(s):  
Moisture Content ◽  
Coefficient Of Friction ◽  
Direct Shear Test ◽  
Shear Test ◽  
Kinetic Coefficient ◽  
Static Friction ◽  
Galvanized Steel ◽  
Direct Shear ◽  
Kinetic Friction

he present paper examines the static and kinetic coefficient of friction of rapeseed. The project utilized two methods of determination of coefficient of friction of rapeseed: according Eurocode 1 (kinetic) in direct shear test and (static) in model silo. Samples of rapeseed in a range of moisture content from 6 to 15% w.b. were used and the tests were performed for galvanized steel, stainless steel and concrete B 30. Coefficient of friction for both steel types approached stable value for all levels of moisture content w.b. in a range from 0.11 to 0.18, for concrete B 30 it was found in a range from 0.25 to 0.43. The coefficient of static friction found in model silo decreased with an increase in vertical pressure from 0.3 to 0.2 for first loading, while in subsequent loading cycles decreased from 0.2 to 0.1.

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.

A method for determination of ϕb for statically compacted soils

1996 ◽  
Vol 33 (2) ◽  
pp. 272-280 ◽  
Author(s):  
S Y Oloo ◽  
D G Fredlund
Keyword(s):  
Shear Strength ◽  
Unsaturated Soils ◽  
Direct Shear Test ◽  
Shear Test ◽  
Strength Parameter ◽  
Direct Shear ◽  
Compacted Soils ◽  
Shear Strength Parameter ◽  
Direct Shear Apparatus

The unsaturated shear strength parameter, ϕb, is usually determined using triaxial of direct shear apparatus that have been modified to allow for the control and (or) measurement of pore-air and pore-water pressures. A fairly high level of expertise is required for the characterization of ϕb using these modified apparatus. A simple procedure for determining ϕb for statically compacted soils at different water contents is presented along with a method of analysis. The tests can be performed on a conventional direct shear apparatus. The unsaturated shear strength parameter, ϕb, obtained using the proposed procedure is shown to be comparable to that obtained using the modified direct shear test. Since the proposed procedure utilizes standard laboratory direct shear equipment and takes a relatively short time to complete, it offers an easy and convenient alternative for the determination of ϕb for statically compacted soils. Key words: shear strength, matric suction, unsaturated soils, statically compacted soils, direct shear test.

scholarly journals Study on Shear Properties of the Soil-rock Mixture

2020 ◽  
Vol 165 ◽  
pp. 04079
Author(s):  
B Li
Keyword(s):  
Particle Size ◽  
Moisture Content ◽  
Large Scale ◽  
Direct Shear Test ◽  
Shear Test ◽  
Friction Angle ◽  
Direct Shear ◽  
Shear Properties ◽  
Maximum Particle Size ◽  
Maximum Particle

In order to study the shear properties of the soil-rock mixture, a large-scale indoor direct shear test is used to test the shear strength (τ) of SRM under different positive pressures, and calculates the internal friction angle (φ) and cohesive force (c) according to the molar theory. The effects of soil-rock ratio, gradation, maximum particle size, moisture content, and compaction on the shear properties of the soil-rock mixtures are studied. The results show that as the soil-rock ratio decreases, the τ and φ of the SRM increase, while the c increases first and then decreases, and reaches the maximum peak when the soil-rack ratio is 40:60. As the maximum particle size increases, the τ and φ of the SRM increase, while the c decreases. With the increase of the moisture content, the τ, φ and c of the SRM all increase first and then decrease, and reach the maximum peaks when the moisture content is 10.5%, 10%, and 12%, respectively. With the increase of compaction, the τ, φ and c of SRM all increase. The effect of gradation on τ, φ and c is small.

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.

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.

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