Estimation of some properties of Champlain clays with the Swedish fall cone

1977 ◽  
Vol 14 (4) ◽  
pp. 571-581 ◽  
Author(s):  
R. Garneau ◽  
J. P. LeBihan
Keyword(s):  
Void Ratio ◽  
Liquid Limit ◽  
Physical Characteristics ◽  
Unit Weight ◽  
Compression Index ◽  
Cone Penetration ◽  
Testing Procedures ◽  
Preconsolidation Pressure ◽  
Marine Clays

A large number of laboratory tests, carried out to determine index and physical characteristics of Champlain marine clays, using conventional testing procedures and the Swedish fall cone tests, have led to reliable relationships between the cone penetration and certain characteristics.The purpose of this study has been to establish a rapid method of estimating some index and physical characteristics of this clay. The method described in this paper allows the estimation of clay properties, such as liquid limit, compression index, preconsolidation pressure, undisturbed and remolded shear strength, sensitivity, water content, void ratio, and unit weight, within as little as half an hour and using a single undisturbed specimen. When testing according to conventional procedures, the determination of these characteristics takes several days or even weeks.This paper presents the method of estimation and the procedure used to establish the relationships between the results obtained by conventional methods and those derived using the Swedish fall cone.

Consolidation Properties of Ho Chi Minh City Soil, Vietnam

2020 ◽  
Vol 54 (1A) ◽  
pp. 1-10
Author(s):  
Vo Nhat Luan
Keyword(s):  
Void Ratio ◽  
Soft Soil ◽  
Liquid Limit ◽  
Ho Chi Minh City ◽  
Compression Index ◽  
Underground Structures ◽  
Compression Pressure ◽  
Coefficient Of Consolidation ◽  
Two Samples ◽  
Index Changes

This paper presents the experimental results of consolidation properties of soft soil in Ho Chi Minh City of Vietnam. Forty-two samples were collected from different locations and were determined in the laboratory by Oedometer test. The results showed that the coefficient of consolidation of soft soil varies from 0.052.10-3 to 3.3.10-3cm2/s, otherwise the compression index changes from 0.156 to 1.703, soil is in a normally consolidated or over the consolidated state. These properties also change differently with depth. It also indicated that the compressive index of soft soil has a fine linear relationship with the liquid limit، water content, and void ratio. The coefficient of consolidation of soft soil decreases with the increase of compression pressure. These parameters are basic for calculating the settlement of underground structures in Ho Chi Minh City.

scholarly journals Geotechnical Properties of Soft Marine Soil at Chan May Port, Vietnam

2021 ◽  
Vol 1 (2) ◽  
Author(s):  
Thi Nu NGUYEN ◽  
Thanh Duong NGUYEN ◽  
Truong Son BUI
Keyword(s):  
Shear Strength ◽  
Water Content ◽  
Void Ratio ◽  
Soft Soil ◽  
Field Investigation ◽  
Liquid Limit ◽  
Geotechnical Properties ◽  
Unit Weight ◽  
Dry Unit Weight ◽  
Marine Soil

Soft marine soil deposit is distributed under the sea with many special properties. This type ofsoil is rarely researched in Vietnam because of the difficult geotechnical investigation under the sea level.In this paper, the experimental laboratories were performed to investigate the geotechnical properties ofsoft marine soil at Chan May port, Vietnam. The field investigation results indicate that the thickness ofsoft soil varies from a few meters to more than ten meters. Soft soil has a high value of water content,void ratio, and compressibility and a low value of shear strength. The compression index has a goodrelationship with water content, liquid limit, and dry unit weight. The unit weight, shear strength, and preconsolidationpressure increase with the increase of depth. These results show that the soil in the studyarea is unfavorable for construction activities.

A reexamination of the permeability index of clays

1993 ◽  
Vol 30 (1) ◽  
pp. 187-191 ◽  
Author(s):  
G. L. Sivakumar Babu ◽  
N. S. Pandian ◽  
T. S. Nagaraj
Keyword(s):  
Void Ratio ◽  
State Parameter ◽  
Paper Analysis ◽  
Liquid Limit ◽  
Test Results ◽  
Permeability Index ◽  
Initial Void Ratio ◽  
Generalized State ◽  
Marine Clays ◽  
Parameter Approach

The permeability index Ck, similar to the compression index, is the slope of the void ratio – coefficient of permeability relationship. Literature shows that, in general, for sensitive clays it can be related to initial void ratio by Ck = 0.5e0. The possibility of obtaining such a relationship for Cochin marine clays in terms of liquid limit void ratio is indicated in this paper. Analysis of permeability behaviour of Cochin marine clays and the test results available in published literature using generalized state parameter approach show that, in principle, these forms of equations for the permeability index are tenable, even though they were obtained based on experimental observation alone. Key words : permeability index, initial void ratio, void ratio at liquid limit, generalized state parameter approach.

Simulations of Fall Cone Test in Soil Mechanics Using the Material Point Method

2016 ◽  
Vol 846 ◽  
pp. 336-341 ◽  
Author(s):  
M.A. Llano-Serna ◽  
M.M. Farias ◽  
D.M. Pedroso ◽  
David J. Williams ◽  
D. Sheng
Keyword(s):  
Soil Mechanics ◽  
Material Point Method ◽  
Liquid Limit ◽  
Material Point ◽  
Point Method ◽  
Cone Penetration ◽  
The Relationship ◽  
Large Deformation Problems

The material point method is a particle-based method that uses a double Lagrangian-Eulerian discretisation. This approach has proved its functionality for the simulation of large deformation problems. Such problems are frequent in geotechnical engineering, more specifically those related to penetration during pile driving and conventional in situ tests such as the Cone Penetration Test. The shallow laboratory fall cone test is considered in this paper. This test is widely used for the determination of the liquid limit of clays, but it is also used to study the relationship between penetration (h) and the undrained shear strength of clays (su). Simulations are verified against laboratory vane shear tests and fall cone tests performed on samples of kaolin clay at different moisture contents. Calibrations using a simple penetration-strength (h-su) model are made based on a single coefficient named the cone factor (K). The numerical results closely match both the experimental data and analytical solutions available in the literature.

Critical appraisal of the cone penetration method of determining soil plasticity

2006 ◽  
Vol 43 (8) ◽  
pp. 884-888 ◽  
Author(s):  
K Prakash ◽  
A Sridharan
Keyword(s):  
Laboratory Tests ◽  
Critical Appraisal ◽  
Soil Classification ◽  
Liquid Limit ◽  
Cone Penetration ◽  
Soil Plasticity ◽  
Testing Procedures ◽  
Thread Rolling ◽  
Rolling Method ◽  
Undrained Strength

Plasticity is a characteristic feature that all plastic soils possess. It is shown that the soil plasticity is mainly due to undrained cohesion. Soil plasticity characteristics obtained from laboratory tests are reasonable for use only when the testing procedures adopted to determine them measure the factors responsible for the soil plasticity. It is shown that this is the case with the percussion method of liquid limit determination and the 3 mm thread rolling method of plastic limit determination. Further, it is also shown that the results obtained from the cone penetration method cannot represent the soil plasticity fully, as the mechanisms that come into play during testing relate to undrained strength due to both undrained cohesion and undrained friction. It is stressed that the percussion and 3 mm thread rolling methods must be the only ones used to determine the plasticity of soils. The circumstance under which the cone penetration method can be used is also indicated.Key words: clays, laboratory tests, plasticity, soil classification.

Methods used to determine maximum and minimum dry unit weights of sand: Is there a need for a new standard?

2019 ◽  
Vol 56 (4) ◽  
pp. 536-553 ◽  
Author(s):  
T. Lunne ◽  
S. Knudsen ◽  
Ø. Blaker ◽  
T. Vestgården ◽  
J.J.M. Powell ◽  
...  
Keyword(s):  
Upper Bound ◽  
Laboratory Testing ◽  
Soil Degradation ◽  
Unit Weight ◽  
Testing Procedures ◽  
Dry Unit Weight ◽  
Testing Programme ◽  
American Society ◽  
Material Requirements

Known challenges exist with maximum (γdmax) and minimum (γdmin) dry unit weight measurements; the respective dry unit weight results depend very much on the method or standard used. A laboratory testing programme was completed to systematically determine and compare γdmax and γdmin values derived for six different sand types by using different methods. The tested sands contained a wide variety of mineralogical and fines contents. The γdmax and γdmin determinations were performed according to the following methods: British Standards Institution (BS) standards; American Society for Testing and Materials (ASTM) standards; Deutsches Institut für Normung (DIN) standards; Dansk Geoteknisk Forening (DGF) guidelines; Norwegian Geotechnical Institute (NGI), Geolabs, and Fugro proprietary methods. Differences in testing procedures, material requirements for testing, and the effects of soil degradation during testing introduce challenges and large differences in γdmax and γdmin values for each of the six sand types were observed. Therefore, it is concluded that there is a need for the development of new standards for a robust determination of γdmax and γdmin values. Specifically, a standard for determining γdmax is required to consistently obtain results at the upper bound of dry unit weight values for the likely range of sands — without crushing the sand grains.

A linear log d – log w model for the determination of consistency limits of soils

2001 ◽  
Vol 38 (6) ◽  
pp. 1335-1342 ◽  
Author(s):  
Tao-Wei Feng
Keyword(s):  
Water Content ◽  
Penetration Depth ◽  
Flow Curve ◽  
Linear Regression Analysis ◽  
Liquid Limit ◽  
Plastic Limit ◽  
Cone Penetration ◽  
Data Points ◽  
Penetration Depths

A linear logarithm–logarithm model for the fall cone penetration depth versus water content relationship (flow curve) has been developed based on the results of an experimental study using the British fall cone apparatus. The fall cone flow curve is expressed by a simple equation with parameters m and c, which represent the slope of the flow curve and the water content at a penetration depth of 1 mm, respectively. For a soil, the flow curve can be determined by applying a linear regression analysis to at least four data points with penetration depths approximately evenly distributed between 25 and 3 mm. It is shown in this paper that both the liquid limit and the plastic limit determined from the linear logarithm–logarithm flow curve are in close agreement with those determined from conventional methods. A one-point method for determination of the liquid limit is developed from the model and is verified by applying statistical analysis to a large volume of experimental data.Key words: fall cone, laboratory tests, consistency limits, clays.

scholarly journals Relationship between the Shear Strength and the Depth of Cone Penetration in Fall Cone Tests

2020 ◽  
Vol 2020 ◽  
pp. 1-8
Author(s):  
Xing Zeng ◽  
Yuheng Li ◽  
Xi Liu ◽  
Jing Yao ◽  
Zhi Lin
Keyword(s):  
Shear Strength ◽  
Limit Equilibrium ◽  
Cone Angle ◽  
Liquid Limit ◽  
Cone Penetration ◽  
Conservation Of Energy ◽  
Limit Index ◽  
The Relationship

The determination of liquid limit is of great significance in the engineering classification of soil and the selection of the control standard of highway subgrade packing and compactness. Based on the research achievements of many scholars on the relationship between the shear strength and the depth of cone penetration in fall cone tests in the liquid limit tests, the process of penetration was analyzed according to the Law of Conservation of Energy, and the expression of K was derived. Then, the expression was verified by the experimental data of different scholars and the existing data of various countries and institutions. And, the results were also compared with those obtained by the previous scholars using limit equilibrium theory. The results indicate that the new expression is in good agreement with the experimental results. K can be predicted well. And so, the shear strength can be calculated based on the depth of cone penetration, and then, the experimental value of the shear strength can be compared with the calculated value through laboratory tests. The influence of cone weight and cone angle on the shear strength calculation was analyzed. In addition, the liquid limit index of different standards was discussed based on the expression of K, and suggestions on how to achieve relative combination of different codes and standards were raised, which was very helpful for international communication.

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