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Journal articles on the topic 'Oedometer Test'

Author: Grafiati

Published: 4 June 2021

Last updated: 6 February 2022

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1

Agraine, Hana, and Meriem Fakhreddine Bouali. "Numerical Modelling of Oedometer Test." Selected Scientific Papers - Journal of Civil Engineering 15, no. 2 (2020): 127–36. http://dx.doi.org/10.1515/sspjce-2020-0025.

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Abstract The oedometric test is a test widely used in civil engineering. The main objective of this article has been to investigate the primary consolidation behaviour of the intact soil samples by comparing the results obtained from finite element analysis computations in PlAXIS2D with the experimental result of the soil samples obtained from the site of the Al-Ahdab oil field in the east of Iraq. Three different material models were utilized during the finite element analysis, comparing the performance of the more advanced constitutive Soft Soil material model against the modified Cam Clay a

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2

Iskandar and Rabiya. "Perbandingan Pengujian Konsolidasi Menggunakan Alat Rowe Cell dan Oedometer pada Tanah Lanau Lunak." Potensi : Jurnal Sipil Politeknik 22, no. 2 (2020): 149–55. http://dx.doi.org/10.35313/potensi.v22i2.1928.

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Soil consolidation testing using an oedometer and rowe cell. Oedometers are often used on clay and soft soils. However, in the development of the rowe cell device, the results of lowering soft soil were better than the oedometer. The advantage of this rowe cell is that it can determine the saturation value of the soil samples tested. The rowe cell tester can measure the pore water pressure at the beginning and end of each consolidation stage. This rowe cell can provide suitable settlement for soft soils. This consolidation test to obtain soil parameters such as Cv and Cc by using the rowe cell

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3

Grozic, J. L. H., T. Lunne, and S. Pande. "An oedometer test study on the preconsolidation stress of glaciomarine clays." Canadian Geotechnical Journal 40, no. 5 (2003): 857–72. http://dx.doi.org/10.1139/t03-043.

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Stress history is usually determined by interpreting the results of oedometer tests to obtain the preconsolidation stress using traditional methods such as those proposed by Casagrande and Janbu. Both these methods are based on the assumption that the soil experiences a change in stiffness, from a stiff response to a soft response, close to the preconsolidation stress. Disturbed soils, however, especially overconsolidated clays of low plasticity, exhibit a soft response at low stresses, thereby making the interpretation of oedometer tests using traditional methods extremely difficult. Using da

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4

Suits, L. D., T. C. Sheahan, Pérsio L. A. Barros, and Paulo R. O. Pinto. "Oedometer Consolidation Test Analysis by Nonlinear Regression." Geotechnical Testing Journal 31, no. 1 (2008): 101007. http://dx.doi.org/10.1520/gtj101007.

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5

Hiraga, Misa, Hiroyuki Kyokawa, and Junichi Koseki. "Experimental and analytical investigations of volume change behaviour of saturated expansive soils in oedometer test." E3S Web of Conferences 92 (2019): 10006. http://dx.doi.org/10.1051/e3sconf/20199210006.

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The chemical and mechanical behaviours of saturated bentonite were experimentally and analytically investigated. A series of oedometer tests on saturated bentonite was conducted. By replacing the cell fluid during the oedometer test, one-dimensional osmotic consolidation and swelling behaviour were observed. The experimental results were simulated numerically using a constitutive model by considering the influence of electrochemical phenomena of clay mineral crystals on the macrostructural behaviour. It was concluded that the typical mechanical swellability of water-saturated bentonite in oedo

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6

Shuai, Fangsheng, and D. G. Fredlund. "Model for the simulation of swelling-pressure measurements on expansive soils." Canadian Geotechnical Journal 35, no. 1 (1998): 96–114. http://dx.doi.org/10.1139/t97-071.

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Numerous laboratory swelling tests have been reported for the measurement of swelling pressure and the amount of swell of an expansive soil. These test methods generally involve the use of a conventional one-dimensional oedometer apparatus. Few attempts, however, have been made to formulate a theoretical framework to simulate the testing procedures or to visualize the different stress paths followed when using the various methods. The simulation of the oedometer tests on expansive soils is required to fully understand the prediction of heave. The correct measurement of swelling pressure is req

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7

Länsivaara, Tim Tapani. "Determination of Creep Properties of Clays from VRS Oedometer Tests." Geotechnical and Geological Engineering 38, no. 2 (2019): 1857–71. http://dx.doi.org/10.1007/s10706-019-01135-1.

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AbstractThe determination of creep properties still relies almost entirely on the incrementally loaded oedometer test introduced about 100 years ago. Although the simplicity of the test assures a robust evaluation of soil parameters, it also introduces some shortcomings like discontinuity of the evaluated parameters and the long duration of the test. In this study, the performance of the variable rate of strain (VRS) oedometer test for determination of creep properties of a sensitive soft clay is studied. The results from a comprehensive test series of VRS oedometer tests on a soft sensitive c

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8

Onitsuka, Katsutada, Zhenshun Hong, Yutaka Hara, and Shigeki Yoshitake. "Interpretation of Oedometer Test Data for Natural Clays." Soils and Foundations 35, no. 3 (1995): 61–70. http://dx.doi.org/10.3208/sandf.35.61.

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9

Prasad, Yenumula V. S. N., and S. Narasimha Rao. "A new two point method of obtaining Cv from a consolidation test." Canadian Geotechnical Journal 32, no. 4 (1995): 741–46. http://dx.doi.org/10.1139/t95-071.

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The time factor, T, and the degree of consolidation, U, from Terzaghi's theory of consolidation can be shown to have a straight line relationship when plotted as log[– T/log (T/U)] versus log T. Oedometer tests were conducted on five soils with a wide variation in properties. The results obtained establish straight line variation between log[t/log(7/δ)] and log t plots. Using this property, a method is proposed to predict the compression (δ) versus time (t) behaviour of clayey soils by measuring the compression values of a soil specimen at only two time intervals in oedometer test. Variation o

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10

Yin, Jie, and Yong Hong Miao. "An Oedometer-Based Method for Preparing Reconstituted Clay Samples." Applied Mechanics and Materials 719-720 (January 2015): 193–96. http://dx.doi.org/10.4028/www.scientific.net/amm.719-720.193.

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It is well known that the mechanical behavior of the natural intact soft clay is usually quite different from that of the reconstituted counterpart. Hence, how to predict the influences of soil structure on the mechanical behavior of natural clays is an important issue in geotechnical engineering.The mechanical behavior of structured soils can usually be quantitatively assessed based on the mechanical behavior obtained from corresponding reconstituted clays. The preparing method for reconstituted soils will affect the quality of reconstituted samples greatly, and therefore, affect their mechan

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11

Juszkiewicz, Patryk, Paweł Szypulski, and Kamila Międlarz. "Oedometer tests of soft soil and attempt of their numerical simulation." Biuletyn Instytutu Morskiego 32, no. 1 (2017): 46–49. http://dx.doi.org/10.5604/01.3001.0009.5870.

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For the purpose of this article, oedometer tests were performed on organic silt samples derived from the bottom of an excava¬tion made near the Dead Vistula River. Three independent oedometer tests, with required basic tests for them, were carried out on specimens made from the same sample. Based on the test results, compressibility characteristic, physical and strength parameters of organic silt were determined. Using finite element method, attempts of simulation oedometer tests and cali¬bration of compression parameters were made.

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12

Santosh, Khasge. "Oedometer Test Endowment for the Analysis of Collapsible Soils." International Innovative Research Journal of Engineering and Technology 2, no. 1 (2016): 11–16. http://dx.doi.org/10.32595/iirjet.org/v2i1.2016.23.

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13

REZNIK, Y. M. "Evaluation of Collapse Potentials Using Single Oedometer Test Results." Environmental & Engineering Geoscience xxxi, no. 2 (1994): 255–61. http://dx.doi.org/10.2113/gseegeosci.xxxi.2.255.

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14

REZNIK, Y. "Evaluation of Collapse Potentials Using Single Oedometer Test Results." Environmental & Engineering Geoscience xxxi, no. 3 (1994): 379. http://dx.doi.org/10.2113/gseegeosci.xxxi.3.379.

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15

Boone, Storer J. "A critical reappraisal of “preconsolidation pressure” interpretations using the oedometer test." Canadian Geotechnical Journal 47, no. 3 (2010): 281–96. http://dx.doi.org/10.1139/t09-093.

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Over the past 70 years, a number of methods have been proposed for the interpretation of the characteristic vertical effective yield stress, or “preconsolidation pressure,” of compressible soils as defined using the standard oedometer test. The concept of the “preconsolidation pressure” has been extraordinarily useful in geotechnical engineering for analysing and predicting settlement behaviour and for normalizing other engineering parameters for comparative purposes. Defining this characteristic stress, however, is often problematic and relies heavily on graphical techniques that are subject

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16

Morin, Pierre. "Amélioration des mesures des propriétés de consolidation au laboratoire à l'aide du montage perméamétrique." Canadian Geotechnical Journal 28, no. 1 (1991): 127–33. http://dx.doi.org/10.1139/t91-013.

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The readings of the settlement of a sample during a standard oedometer step loading test provide the values of the parameters of compressibility and indirectly of the permeability. The present article shows how a very simple permeability device available in most laboratories can be used to determine the modulus, the permeability, and the consolidation properties of the soils. The described procedure shortens the duration of the test and prevents the interruption of the loading required to carry out the traditional permeability tests. Four experimental examples allow the assessment of the merit

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17

Poklonskyi, S. V., and M. V. Korniyenko. "COMPARISON OF THE SOIL DEFORMATION MODULUS VALUES RECEIVED BY THE LABORATORY AND IN SITU TESTS RESULTS." ACADEMIC JOURNAL Series: Industrial Machine Building, Civil Engineering 2, no. 49 (2017): 144–51. http://dx.doi.org/10.26906/znp.2017.49.835.

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The soil deformation modulus largely depends on the obtaining method. There are various methods of determining E. In compression soil test a ring of small size is used. It causes a number of factors affecting the test results. The comparison of deformation modulus values obtained by in situ and laboratory methods is shown in article. It was believed for a long time that the oedometer deformation modulus of sands practically does not differ from the plate deformation test modulus, and therefore no transitional coefficients for this soil are given. However, it has been experimentally established

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18

Niedźwiedzka, Karina, Kazimierz Garbulewski, and Marzena Lendo-Siwicka. "Prediction of free field heave using CW and CH indices." Annals of Warsaw University of Life Sciences – SGGW. Land Reclamation 48, no. 1 (2016): 5–12. http://dx.doi.org/10.1515/sggw-2016-0001.

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Abstract Prediction of free field heave using CW and CH indices. In order to predict free heave in expansive silty clays two methods were applied: CLOD test and double-swelling methods. In both methods CW and CH indices are required respectively to determine the soil heave. The CW index is determined as a slope of straight line of shrinkage curve obtained with a use of CLOD test. In case of double-swelling method two oedometer tests were carried out to determine CH index: constantvolume and consolidation-swell oedometer tests. Comparison between heave values calculated using CW and CH indexes

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19

Becker, D. E., J. H. A. Crooks, K. Been, and M. G. Jefferies. "Work as a criterion for determining in situ and yield stresses in clays." Canadian Geotechnical Journal 24, no. 4 (1987): 549–64. http://dx.doi.org/10.1139/t87-070.

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A method of interpreting conventional oedometer test data using work per unit volume as a criterion for determining both in situ effective and yield stresses in clay is presented. This technique was applied to the results of oedometer tests carried out on samples of natural clay deposits and on specimens consolidated anisotropically from a slurry to a known effective stress state. The work per unit volume – effective stress relationship, using arithmetic scales, can be approximated or fitted using linear relationships. The intersections of these fitted lines are demonstrated to provide accurat

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20

Kabir, Mohammed G., and Alan J. Lutenegger. "In situ estimation of the coefficient of consolidation in clays." Canadian Geotechnical Journal 27, no. 1 (1990): 58–67. http://dx.doi.org/10.1139/t90-006.

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An investigation was conducted to demonstrate the applicability of cylindrical piezocone and flat piezoblade tests for providing reliable estimates of the coefficient of consolidation in clays. Coefficients of consolidation were calculated from piezocone dissipation tests for different degrees of consolidation using theoretical time factors to provide a comparison with laboratory oedometer tests. Three techniques were developed to calculate the coefficient of consolidation from piezoblade dissipation tests. Results from in situ pore pressure dissipation tests were compared with laboratory oedo

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21

Liu, Zhongyu, Yangyang Xia, Mingsheng Shi, Jiachao Zhang, and Xinmu Zhu. "Numerical Simulation and Experiment Study on the Characteristics of Non-Darcian Flow and Rheological Consolidation of Saturated Clay." Water 11, no. 7 (2019): 1385. http://dx.doi.org/10.3390/w11071385.

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To investigate the characteristics of the non-Darcian water flow through saturated clay and one-dimensional rheological consolidation behaviors of the soil in the Henan Province, we conducted constant-head permeability and one-dimensional rheological consolidation tests with one-way drainage using improved permeameter and oedometer tests, respectively. We then used Hansbo’s flow equation to classify the permeability test results and one-dimensional rheological consolidation equation combined with unified hardening (UH) constitutive model considering time effect was introduced to simulate the o

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22

Zhang, Haitao, Jinfeng Bi, and Xianqi Luo. "Oedometer test of natural gas hydrate-bearing sands: Particle-scale simulation." Journal of Natural Gas Science and Engineering 84 (December 2020): 103631. http://dx.doi.org/10.1016/j.jngse.2020.103631.

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23

Feng, Tao-Wei, and Yi-Jiuan Lee. "Coefficient of consolidation from the linear segment of the t1/2 curve." Canadian Geotechnical Journal 38, no. 4 (2001): 901–9. http://dx.doi.org/10.1139/t01-008.

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The coefficient of consolidation is commonly determined by fitting the Terzaghi theoretical time factor, T, versus average degree of consolidation, U, relationship to the measured oedometer consolidation curve. A simplified version of the Taylor t1/2 method is proposed in this paper. Since the theoretical T1/2 versus U relationship is linear up to 60% consolidation, the measured t1/2 consolidation curve may also present a linear segment that ends at 60% consolidation. Samples of 10 natural soft clays with liquid limits ranging from 40 to 152% were used to carry out conventional oedometer tests

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24

Juárez-Badillo, Eulalio. "Discussion of “One-dimensional consolidation behavior of cement-treated organic soil” 1Appears in the Canadian Geotechnical Journal, 48(7): 1100–1115 [doi: 10.1139/t11-020]." Canadian Geotechnical Journal 49, no. 6 (2012): 743–45. http://dx.doi.org/10.1139/t2012-026.

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This discussion is an application of theoretical equations of compressibility given by the principle of natural proportionality to the interpretation of experimental oedometer test data of cement-treated organic soil.

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25

Tu, Hongyu, and Sai K. Vanapalli. "Prediction of the variation of swelling pressure and one-dimensional heave of expansive soils with respect to suction using the soil-water retention curve as a tool." Canadian Geotechnical Journal 53, no. 8 (2016): 1213–34. http://dx.doi.org/10.1139/cgj-2015-0222.

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The one-dimensional (1-D) potential heave (or swell strain) of expansive soil is conventionally estimated using the swelling pressure and swelling index values that are determined from different types of oedometer test results. The swelling pressure of expansive soils is typically measured at saturated condition from oedometer tests. The experimental procedures of oedometer tests are cumbersome as well as time-consuming for use in conventional geotechnical engineering practice and are not capable of estimating heave under different stages of unsaturated conditions. To alleviate these limitatio

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26

Teerachaikulpanich, Nipon, Satoshi Okumura, Kazuaki Matsunaga, and Hideki Ohta. "Estimation of Coefficient of Earth Pressure at Rest using modified Oedometer Test." Soils and Foundations 47, no. 2 (2007): 349–60. http://dx.doi.org/10.3208/sandf.47.349.

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27

Kirkham, Andrew, Aikaterini Tsiampousi, and David Potts. "Development of a new temperature-controlled oedometer." E3S Web of Conferences 205 (2020): 04015. http://dx.doi.org/10.1051/e3sconf/202020504015.

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A new temperature-controlled oedometer has been designed at Imperial College London and commissioned to investigate the thermo-hydro-mechanical behaviour of soils. Under oedometric conditions, temperature can be varied between 5°C and 70°C, by submerging the specimen in a temperature-controlled water bath. This temperature range is appropriate for the proposed applications of the research: design of ground-source heating/cooling systems, and design of geological disposal facilities for nuclear waste. In this paper, an overview of the new equipment is given: its design, development, and calibra

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28

Fattah, Mohammed Y., and Basma A. Dawood. "Time-dependent collapse potential of unsaturated collapsible gypseous soils." World Journal of Engineering 17, no. 2 (2020): 283–94. http://dx.doi.org/10.1108/wje-09-2019-0276.

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Purpose This study aims to predict the volume changes and collapse potential (CP) associated with the changes in soil suction by using the pressure cell and the effect of initial load on soil suction. Three types of gypseous soils have been experimented in this study, sandy gypseous soil from different parts of Iraq. A series of collapse tests were carried out using the oedometer device [single oedometer test (SOT) and double oedometer test (DOT)]. In addition, large-scale model with soil dimensions 700 × 700 × 600 mm was used to show the effect of water content changes in different relations

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29

Johari, Nurul N., I. Bakar, and M. H. A. Aziz. "Consolidation Parameters of Reconstituted Peat Soil: Oedometer Testing." Applied Mechanics and Materials 773-774 (July 2015): 1466–70. http://dx.doi.org/10.4028/www.scientific.net/amm.773-774.1466.

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This paper presents the consolidation parameters of reconstituted peat soils with different peat soil particle sizes. The reconstituted peat sample was used to determine the consolidation parameters since the undisturbed samples were difficult to collect. The selected sizes of soil particles passing have been collected and formed the reconstituted peat samples by preloaded a pressure to remove the extra water. The testing involve was one-dimensional oedometer consolidation test with the load increment method (5 – 320kPa). It is important to gather the information about a soil profile, especial

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30

Yuswandono, M., A. K. Somantri, and R. Rabiya. "Comparison of Rowe cell and oedometer test to determine peat soil consolidation parameters." IOP Conference Series: Materials Science and Engineering 830 (May 19, 2020): 022053. http://dx.doi.org/10.1088/1757-899x/830/2/022053.

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31

Clementino, Renato V. "Discussion of "An oedometer test study on the preconsolidation stress of glaciomarine clays"." Canadian Geotechnical Journal 42, no. 3 (2005): 972–74. http://dx.doi.org/10.1139/t05-010.

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32

Yin, Jian-Hua, and Fei Tong. "Constitutive modeling of time-dependent stress–strain behaviour of saturated soils exhibiting both creep and swelling." Canadian Geotechnical Journal 48, no. 12 (2011): 1870–85. http://dx.doi.org/10.1139/t11-076.

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In general, clayey soils exhibit more or less both creep and swelling. In this paper, “creep” means viscous compression under a constant load condition in an oedometer test, while “swelling” means viscous expansion under a constant load condition in an oedometer test and is a reverse behaviour to creep for all saturated soils. Clayey soils containing the clay mineral montmorillonite show strong creep and swelling characteristics. Both creep and swelling characteristics have a significant influence on the deformation and failure of geotechnical structures. This paper presents main data from tes

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33

Guo, Ming Lei. "Experimental Study of Expansive Soil Improved by Lime." Advanced Materials Research 838-841 (November 2013): 991–94. http://dx.doi.org/10.4028/www.scientific.net/amr.838-841.991.

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Expansive soil mixed with a certain amount of lime in the post-isostatic pressing, as measured through the oedometer specimen expansion and contraction coefficient changes. Test divided load and no-load charge plus two groups, drawn economically reasonable dosage of lime for building design and construction to provide evidence.

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34

Mesri, Gholamreza, and Tao-Wei Feng. "Constant rate of strain consolidation testing of soft clays and fibrous peats." Canadian Geotechnical Journal 56, no. 10 (2019): 1526–33. http://dx.doi.org/10.1139/cgj-2018-0259.

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The constant rate of strain (CRS) oedometer test, using an imposed vertical strain rate [Formula: see text] equal to 10 times the end-of-primary (EOP) vertical strain rate [Formula: see text], requiring a test duration of about 2 days produces reliable information on both the e versus log[Formula: see text] relation and e versus logkv relation of soft clays and fibrous peats. An empirical correction for the strain rate effect on preconsolidation pressure leads to the EOP e versus log[Formula: see text] relation and EOP [Formula: see text]. The imposed vertical strain rate [Formula: see text] p

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35

Yin, Kexin, Jiangxin Liu, Jiaxing Lin, Andreea-Roxana Vasilescu, Khaoula Othmani, and Eugenia Di Filippo. "Interface Direct Shear Tests on JEZ-1 Mars Regolith Simulant." Applied Sciences 11, no. 15 (2021): 7052. http://dx.doi.org/10.3390/app11157052.

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The mechanical behaviors of Martian regolith-structure interfaces are of great significance for the design of rover, development of excavation tools, and construction of infrastructure in Mars exploration. This paper presents an experimental investigation on the properties of a Martian regolith simulant (JEZ-1) through one-dimensional oedometer test, direct shear test, and interface direct shear tests between JEZ-1 and steel plates with different roughness. Oedometer result reveals that the compression and swelling indexes of the JEZ-1 are quite low, thus it is a less compressible and lower sw

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36

Wheeler, S. J., W. K. Sham, and S. D. Thomas. "Gas pressure in unsaturated offshore soils." Canadian Geotechnical Journal 27, no. 1 (1990): 79–89. http://dx.doi.org/10.1139/t90-008.

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Direct measurement of gas pressure within unsaturated offshore soils is very difficult because the gas occurs in the form of large, discrete bubbles. However, consideration of the soil structure and analysis of a continuum model for the soil suggest two independent sets of limits for the gas bubble pressure. Surface tension effects limit the difference between gas pressure and pore-water pressure, while cavity expansion and contraction considerations limit the difference between gas pressure and mean total stress. If the gas pressure lies within these limits, it should remain almost unaffected

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37

Thorsen, Grete. "Oedometer tests - an aid in determination of the geological load history?" Bulletin of the Geological Society of Denmark 43 (July 14, 1996): 41–50. http://dx.doi.org/10.37570/bgsd-1996-43-05.

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The paper describes the results of oedometer tests carried out with samples from Eemian fresh-water deposits and the methods used to determine the preconsolidation pressure from the test results. The influence of creep in the material on the apparent preconsolidation pressure is estimated from a model set up by Moust Jacobsen in 1992. The test results do not show any significant difference in the determined values of the overconsolidation ratio (OCR) for the samples from Hollerup and SolsØ, east and west of the main stationary line for the last ice sheet in Weichselian, respectively. The resul

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38

Airò Farulla, Camillo, Alessio Ferrari, and Enrique Romero. "Volume change behaviour of a compacted scaly clay during cyclic suction changes." Canadian Geotechnical Journal 47, no. 6 (2010): 688–703. http://dx.doi.org/10.1139/t09-138.

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The research presented in this paper focuses on the investigation and modelling of the volume change response of compacted tectonised clay samples subjected to several wetting and drying cycles in controlled-suction oedometers. Oedometer tests were carried out under different values of constant vertical net stress, and wetting and drying cycles were performed varying applied matric suction between 10 and 800 kPa. The investigation was complemented with a study of the material microstructure to support the interpretation of the overall mechanical response. At a microscopic level, the material i

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39

Monkul, M. Murat, and Okan Önal. "A Visual Basic program for analyzing oedometer test results and evaluating intergranular void ratio." Computers & Geosciences 32, no. 5 (2006): 696–703. http://dx.doi.org/10.1016/j.cageo.2005.09.005.

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40

Józsa, Vendel. "Estimation and Separation of Preconsolidation Stress Using Triaxial,- and Oedometer Test in Kiscelli Clay." Periodica Polytechnica Civil Engineering 60, no. 2 (2016): 297–304. http://dx.doi.org/10.3311/ppci.9068.

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41

Tanaka, Hiroyuki, Fusao Ritoh, and Naoki Omukai. "Quality of samples retrieved from great depth and its influence on consolidation properties." Canadian Geotechnical Journal 39, no. 6 (2002): 1288–301. http://dx.doi.org/10.1139/t02-064.

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Pleistocene sediments deposited in Osaka Bay have been extensively investigated to depths of up to 400 m. Consolidation properties, especially preconsolidation pressure, are somewhat scattered with depth. The quality of samples retrieved from great depths has been evaluated based on the indices calculated from the volumetric strain or the void ratio changes in the recompression process. The study reveals that these indices do not simply increase with an increase in sampling depth. The potential for sample disturbance during sample setting in the constant rate of strain (CRS) oedometer was also

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42

Marques, Maria Esther Soares, Serge Leroueil, and Márcio de Souza Soares de Almeida. "Viscous behaviour of St-Roch-de-l'Achigan clay, Quebec." Canadian Geotechnical Journal 41, no. 1 (2004): 25–38. http://dx.doi.org/10.1139/t03-068.

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This paper describes the viscous behaviour of St-Roch-de-l'Achigan clay, a Champlain Sea clay from Quebec, Canada. The general geotechnical profile of the soil deposit was first established with static cone penetration tests, vane tests, and some laboratory tests performed at different depths. For the study of the viscous behaviour of the clay, a special laboratory test program was established for specimens taken at depths from 4.8 to 5.8 m. This program included special incremental loading oedometer tests, constant rate of strain (CRS) oedometer tests performed at different strain rates, isot

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43

Kayabali, Kamil, and Saniye Demir. "Measurement of swelling pressure: direct method versus indirect methods." Canadian Geotechnical Journal 48, no. 3 (2011): 354–64. http://dx.doi.org/10.1139/t10-074.

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Light structures including highways and railroads built over potentially expansive clay soils may suffer damage from swelling. Considerable research has been done in an attempt to characterize swelling properties of expansive soils. Although direct measurement of swelling pressure is relatively straightforward, it has not drawn much interest. The present study attempts to measure swelling pressure directly. We call experimental techniques for swelling pressure other than this direct method the indirect methods. Some indirect methods require more than one soil sample and that all samples be ide

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Skuodis, Šarunas, Arnoldas Norkus, Liudas Tumonis, Jonas Amšiejus, and Ceslovas Aksamitauskas. "EXPERIMENTAL AND NUMERICAL INVESTIGATION OF SAND COMPRESSION PECULIARITIES." Journal of Civil Engineering and Management 19, no. 1 (2013): 78–85. http://dx.doi.org/10.3846/13923730.2013.756164.

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Investigation of the compression properties of Klaipėda sand by oedometric testing and numerical modeling is presented. Klaipėda sand is characteristic of the Baltic seashore region sand. Experimental investigation was performed with fraction corresponding to diameter variation bounds of 0.6 and 0.425 mm. Compression test was realized with initial maximal void ratio (e 0 = 0.800) of sand. Employed vertical stress ramp value is 800.0 kPa/min, maximum loading σmax = 400.0 kPa. Applying loading within the range of 50.0 to 120.0, two vertical stress jumps have been identified. A rubber sample comp

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Alcantara, Arisleidy Mesa, Nadia Mokni, Enrique Romero, and Sebastià Olivella. "Modelling of oedometer tests on pellet-powder bentonite mixtures to support mock-up test analysis." E3S Web of Conferences 195 (2020): 04004. http://dx.doi.org/10.1051/e3sconf/202019504004.

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Bentonite mixtures of MX-80 (80% of high-density pellets and 20% of bentonite powder on a mass basis) have been recently proposed as a candidate material for sealing deep geological disposals of high-level radioactive waste. A loading/unloading oedometer test at constant water content has been performed on this mixture, which has been modelled using the finite element Code_Bright. The constitutive model used to represent the mechanical response is the Barcelona Expansive Model (BExM), since a multi-modal pore size distribution characterises the pore network of the mixture. During compression a

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Imre, Emőke, Tibor Firgi, and Gábor Telekes. "Evaluation of the Oedometer Tests of Municipal Landfill Waste Material." YBL Journal of Built Environment 2, no. 1 (2014): 42–64. http://dx.doi.org/10.2478/jbe-2014-0004.

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Abstract The aim of the ongoing research is (i) to develop a new biodegradation landfill technique so that the landfill gas production could be controlled and the utilisation of the landfill gas could economically be optimized, (ii) to plan the energy utilisation of the landfill including individual and combined solutions (solar, wind, geothermal energy, energy storage using methanol etc.). [1, 2, 3] After summarizing the previous measurements made on the ongoing research, the first results of the oedometer tests are presented. The compression curves were determined, the measured data are eval

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Amin Benbouras, Mohammed, and Alexandru-Ionut Petrisor. "Prediction of Swelling Index Using Advanced Machine Learning Techniques for Cohesive Soils." Applied Sciences 11, no. 2 (2021): 536. http://dx.doi.org/10.3390/app11020536.

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Several attempts have been made for estimating the vital swelling index parameter conducted by the expensive and time-consuming Oedometer test. However, they have only focused on the neuron network neglecting other advanced methods that could have increased the predictive capability of models. In order to overcome this limitation, the current study aims to elaborate an alternative model for estimating the swelling index from geotechnical physical parameters. The reliability of the approach is tested through several advanced machine learning methods like Extreme Learning Machine, Deep Neural Ne

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Vaziri, Hans H., and Harold A. Christian. "Application of Terzaghi's consolidation theory to nearly saturated soils." Canadian Geotechnical Journal 31, no. 2 (1994): 311–17. http://dx.doi.org/10.1139/t94-037.

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Terzaghi's one-dimensional consolidation theory is modified to account for the compressibility of fluid and solid phases. The proposed modified equations can be used to analyze the consolidation response of unsaturated soils over the saturation range where the gases remain in an occluded form (generally within a range between 80 and 100aturation); however, such applications are subject to the same limitations and idealizations implicit in Terzaghi's classical consolidation theory. The purpose of this note, therefore, is to offer a simple solution and not to unravel the complexities involved in

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Amin Benbouras, Mohammed, and Alexandru-Ionut Petrisor. "Prediction of Swelling Index Using Advanced Machine Learning Techniques for Cohesive Soils." Applied Sciences 11, no. 2 (2021): 536. http://dx.doi.org/10.3390/app11020536.

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Abstract:

Several attempts have been made for estimating the vital swelling index parameter conducted by the expensive and time-consuming Oedometer test. However, they have only focused on the neuron network neglecting other advanced methods that could have increased the predictive capability of models. In order to overcome this limitation, the current study aims to elaborate an alternative model for estimating the swelling index from geotechnical physical parameters. The reliability of the approach is tested through several advanced machine learning methods like Extreme Learning Machine, Deep Neural Ne

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Olek, Bartłomiej, Paweł Dobak, and Grażyna Gaszyńska-Freiwald. "Sensitivity evaluation of Krakowiec clay based on time-dependent behavior." Open Geosciences 10, no. 1 (2018): 718–25. http://dx.doi.org/10.1515/geo-2018-0057.

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Abstract Time resistance of soil structure in oedometer IL (Incremental Loading) tests was defined by Janbu as specific dependence between load and development of strain during consolidation process. Anumber of laboratory tests have been conducted in order to study the time dependent behaviour of the natural and remoulded clay, thereby providing sensitivity evaluation. The soil sensitivity framework was applied to represent the effect of structure and stress dependency on the time resistance number. For this purpose, the creep behavior of structured and remolded clay during consolidation were

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