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Journal articles on the topic 'Clay Testing'

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Published: 4 June 2021

Last updated: 4 February 2022

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1

Tanaka, Yasuo, and Toshihiko Sakagami. "Piezocone testing in underconsolidated clay." Canadian Geotechnical Journal 26, no. 4 (November 1, 1989): 563–67. http://dx.doi.org/10.1139/t89-069.

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This paper describes the results of piezocone testing that was carried out in underconsolidated soft marine clay in Osaka Bay. The obtained profiles of the tip resistance and the pore-water pressure were quite different from those for clay strata of normally consolidated state. It was apparent that a different approach is needed to interpret the test results for underconsolidated clay. The dissipation tests with the piezocone were performed at different elevations and indicated the excess pore-water pressures remaining in the stratum.The depth profile of excess pore pressure of underconsolidated clay is of special importance to the understanding of the degree of consolidation of the stratum. An effort was made in this paper to assess the excess pore pressures remaining in the clay based on the piezocone data obtained during penetration. An examination was made of available piezocone data of similar marine clays, of both normally consolidated and underconsolidated states. Based on this, a method was proposed for predicting the profile of pore-water pressure in underconsolidated clay using the piezocone data obtained during penetration. Key words: piezocone, field test, underconsolidated clay, excess pore-water pressure, interpretation.

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2

Cummings, Simon James, Vinayagamoorthy Sivakumar, Isaac Gregg Doran, and Jim Graham. "Deep sampling and testing in soft stratified clay." Canadian Geotechnical Journal 40, no. 3 (June 1, 2003): 575–86. http://dx.doi.org/10.1139/t03-016.

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A 37-m thick layer of stratified clay encountered during a site investigation at Swann's Bridge, near the sea-coast at Limavady, Northern Ireland, is one of the deepest and thickest layers of this type of material recorded in Ireland. A study of the relevant literature and stratigraphic evidence obtained from the site investigation showed that despite being close to the current shoreline, the clay was deposited in a fresh-water glacial lake formed approximately 13 000 BP. The 37-m layer of clay can be divided into two separate zones. The lower zone was deposited as a series of laminated layers of sand, silt, and clay, whereas the upper zone was deposited as a largely homogeneous mixture. A comprehensive series of tests was carried out on carefully selected samples from the full thickness of the deposit. The results obtained from these tests were complex and confusing, particularly the results of tests done on samples from the lower zone. The results of one-dimensional compression tests, unconsolidated undrained triaxial tests, and consolidated undrained triaxial compression tests showed that despite careful sampling, all of the specimens from the lower zone exhibited behaviour similar to that of reconstituted clays. It was immediately clear that the results needed explanation. This paper studies possible causes of the results from tests carried out on the lower Limavady clay. It suggests a possible mechanism based on anisotropic elasticity, yielding, and destructuring that provides an understanding of the observed behaviour.Key words: clay, laminations, disturbance, yielding, destructuring, reconstituted.

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3

Šál, Jiří. "Testing of brick clay modifications as a raw material for building ceramic products." MATEC Web of Conferences 279 (2019): 02022. http://dx.doi.org/10.1051/matecconf/201927902022.

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Brick clay is nowadays modified by various procedures to achieve the best properties when used for building ceramic products. In the treatment of these clays, the properties are regulated by changing the quantity of water, sharpening, lightening, venting, settling, using additives, but also by consistent homogenization, crushing, grinding and mixing. This article compares several clay bricks before and after treatment and also compares them with ceramic clay. Comparative parameters are bulk density, porosity, water absorption, compressive strength and flexural strength, long-term changes in burning and weight loss by burning.

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4

Garvie, L. A. J. "Interstrat—An Expert System to Help Identify Interstratified Clay Minerals from Powder XRD Data: II. Testing the Program." Clay Minerals 29, no. 1 (March 1994): 21–32. http://dx.doi.org/10.1180/claymin.1994.029.1.03.

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AbstractINTERSTRAT is designed to help clay mineralogists identify clay minerals from powder X-ray diffraction data and is especially useful as an aid in the interpretation of interstratified clay minerals. This paper illustrates the use of the INTERSTRAT program in the identification of a set of interstratified clay minerals. One of the examples has been matched against the PDF and the answers compared with those obtained by INTERSTRAT. The most useful features of the program are the knowledge bases of diffraction parameters for the interstratified clay minerals, the ability of the program to compare the clays identified in more than one state and the hierarchical clay text file.

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5

Kadir, A. A., Noor Amira Sarani, and A. M. Leman. "Testing on Building Material Using Waste Material in Fired Clay Brick." Materials Science Forum 803 (August 2014): 330–36. http://dx.doi.org/10.4028/www.scientific.net/msf.803.330.

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Clay brick is one of the building materials that have been used in the construction field for thousand years. It has been used as a major construction material because it can tolerate with severe weathering action, flexible properties and it is easy to handle. Many researchers have been incorporated waste material such as organic waste, waste treatment sludge, fly ash, cigarette butts, rice husk and processed waste tea into fired clay brick. This application gives an idea to use waste material that will give a minimum impact to the real environment. In this study, high calorific value waste such as cigarette butts (CBs) were incorporated into fired clay brick. Different percentages of CBs (0%, 2.5% and 5.0%) were added into the raw clay brick. All samples were fired up to 1050°C with different heating rates (1°C/min, 3°C/min and 5°C/min). Properties including compressive strength, dry density, firing shrinkage and water absorption are reported and discussed. The results show that the compressive strength of fired clay brick was obtained with 2.5% CBs of fired clay brick at 1°C/min heating rate compared to others. As for the density, it was reduced with higher percentages of CBs incorporated into the raw clays. From the results, water absorption was slightly increased when CBs were incorporated into clay brick. The results suggested that heating rates at 1oC/min is adequate to achieve optimum properties.

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6

Lefebvre, Guy, Karol Rohan, and Serge Douville. "Erosivity of natural intact structured clay: Evaluation." Canadian Geotechnical Journal 22, no. 4 (November 1, 1985): 508–17. http://dx.doi.org/10.1139/t85-071.

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Previous studies on erodibility of cohesive soil are briefly reviewed and it is concluded that experimental observations have been mainly concerned with remolded and reconsolidated or weathered clays. The structure effect, which is considered important in the behaviour of natural intact clay, especially for Eastern Canadian clays, has not up to now been really considered in the evaluation of clay erodibility. This paper proposes a new laboratory technique for the study of the erodibility of natural intact clays and presents results of a testing program on three Canadian clays. The results indicate that Canadian structured clays are very resistant to erosion if intact and unweathered. Erosion is not taking place at the clay particle level but rather by the pulling out of larger elements composed of sand or silt grains or of clay aggregates. The pulling out of clay aggregates appears related to defects in the clay matrix, such as microfissures or planes of weakness associated with bedding. Key words: erosivity, intact clay, rate of erosion, tractive force, erosivity test, microstructure, macrostructure.

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7

Barnes, Jo. "The clay feet of bioequivalence testing." Inpharma Weekly &NA;, no. 1022 (February 1996): 3–4. http://dx.doi.org/10.2165/00128413-199610220-00003.

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8

Choudary, R. B., Ajayaram Burri, and K. V. Padma Priya. "Fabrication and testing of clay cups." Materials Today: Proceedings 27 (2020): 2835–40. http://dx.doi.org/10.1016/j.matpr.2020.01.159.

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9

LEVY, GERHARD. "The Clay Feet of Bioequivalence Testing*." Journal of Pharmacy and Pharmacology 47, no. 12A (December 1995): 975–77. http://dx.doi.org/10.1111/j.2042-7158.1995.tb03281.x.

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10

Peirce, J. Jeffrey, and Kelly A. Witter. "Termination Criteria for Clay Permeability Testing." Journal of Geotechnical Engineering 112, no. 9 (September 1986): 841–54. http://dx.doi.org/10.1061/(asce)0733-9410(1986)112:9(841).

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11

Jaskulski, Roman, Daria Jóźwiak-Niedźwiedzka, and Yaroslav Yakymechko. "Calcined Clay as Supplementary Cementitious Material." Materials 13, no. 21 (October 23, 2020): 4734. http://dx.doi.org/10.3390/ma13214734.

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Calcined clays are the only potential materials available in large quantities to meet the requirements of eco-efficient cement-based materials by reducing the clinker content in blended cements or reducing the cement content in concrete. More than 200 recent research papers on the idea of replacing Portland cement with large amounts of calcined clay are presented and discussed in detail. First, the fundamental information about the properties and structure of clay minerals is described. Then, the process of activation and hydration of clays is discussed, including the methods of pozzolanic activity assessment. Additionally, various testing methods of clays from different worldwide deposits are presented. The application of calcined clay in cement and concrete technology is then introduced. A separate chapter is devoted to lime calcined clay cement. Then an influence of calcined clay on durability of concrete is summarized. Finally, conclusions are formulated.

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12

MANGO-ITULAMYA, Lavie A., Frédéric COLLIN, Pascal PILATE, Fabienne COURTEJOIE, and Nathalie FAGEL. "Evaluation of Belgian clays for manufacturing compressed earth blocks." Geologica Belgica 22, no. 3-4 (December 3, 2019): 139–48. http://dx.doi.org/10.20341/gb.2019.002.

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This study aims to characterize Belgian clays in order to evaluate their use for manufacture of compressed earth blocks (CEB). Nineteen Belgian clay deposits were sampled in 56 sites and 135 samples were collected and analyzed. The analyses focus on the determination of particle size, plasticity, nature and mineralogy as the main characteristics for assessing the suitability of the raw clays to make CEB. These analyses allow for classifying the sampled clay deposits in three categories: clays that can be used unchanged to make CEB (2 clay deposits), clays that are suitable for the manufacture of CEB but require addition of sand and gravel particles (13 clay deposits) and clays that are suitable for the manufacture of CEB if they are mixed with other raw clays (4 clay deposits). In order to verify the use of these clays, five of them served as a model for making CEB. The strength of these bricks was evaluated by testing for compressive strength and abrasion resistance. The results of these tests confirm the suitability or not of the sampled clays for the manufacture of CEB.

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13

Wijaya, Karna, Ani Setyo Pratiwi, Sri Sudiono, and Emi Nurahmi. "STUDY OF THERMAL AND ACID STABILITY OF BENTONITE CLAY." Indonesian Journal of Chemistry 2, no. 1 (June 5, 2010): 22–29. http://dx.doi.org/10.22146/ijc.21929.

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The thermal and acid stability of the bentonite clays (Na- and Ca-bentonite) have been tested. The thermal stability testing has been carried out by heating 5 gram of the clays for five hours at 200, 300 and 500 °C respectively, meanwhile acid stability testing was performed by immersing 5 gram clays into 100 mL sulphuric acid 1M, 2M and 3M for 24 hours. The tested clays, then were characterized by means of X-Ray difractometry and IR-spectroscopy methods. The characterization results showed that upon heating, both Ca- and Na-bentonites indicated same thermal stability. However, upon acid treatment, Na-bentonite was found relatively stabiler and more resistance then Ca-bentonite. Keywords: bentonite, clay, thermal stability, acid stability.

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14

Mitchell, R. J. "Centrifuge techniques for testing clay liner samples." Canadian Geotechnical Journal 31, no. 4 (August 1, 1994): 577–83. http://dx.doi.org/10.1139/t94-067.

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The evaluation of clay liner – permeant compatibility is an area of current research interest because of concerns for environmental protection. It is also an area of some concern with regard to test methodology, due to adverse effects of using either a rigid-walled or a flexible-walled test cell. This, paper describes the development and use of a "flexible, no lateral strain" centrifuge test cell, designed to evaluate clay liner-permeant compatibility under prototype effective-stress conditions. Some preliminary test results are presented. Key words : clay liners, permeability, leachate compatibility, no lateral strain.

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15

Katti, Dinesh R., and Vijayakumar Shanmugasundaram. "Influence of swelling on the microstructure of expansive clays." Canadian Geotechnical Journal 38, no. 1 (February 1, 2001): 175–82. http://dx.doi.org/10.1139/t00-079.

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The focus of this work is to elucidate the changes in microstructure during swelling in expansive clays. A new device to enable controlled swelling of clay samples was designed and fabricated. This controlled uniaxial swelling device when integrated with a closed loop mechanical testing load frame allowed for the measurement of swelling pressure at a controlled and predetermined extent of swelling of the expansive clay samples. Further, this cell offered ease of removal of samples for microanalytical testing in a scanning electron microscope. Microstructural analysis was performed on the bentonite samples after the saturated samples were allowed to swell 0, 50, and 75% beyond their original volume. The void and particle gray scales were identified in the images using energy-dispersive X-ray analysis. Digital analysis of the images using custom-developed macros and Scion ImageTM software shows that the increase in swelling and reduction of swelling pressure due to swelling in the clay samples result in appreciable reduction in particle size. Thus, the swelling results in a breakdown of the clay agglomerates into smaller sized particles. These effects of swelling on microstructure of swelling clays could have a significant impact on stress deformation and the hydraulic properties of the clay.Key words: expansive clays, swelling, swelling pressure, microstructure, image analysis, scanning electron microscopy.

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16

Park, Ji Soon, Ji Won Rhim, Jae Sik Na, and Sang Yong Nam. "Preparation of Properties of Biodegradable Membranes Using Natural Polymer/Clay Nanocomposite for the Application of Dehumidification." Materials Science Forum 544-545 (May 2007): 805–8. http://dx.doi.org/10.4028/www.scientific.net/msf.544-545.805.

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Biodegradable chitosan/clay nanocomposite membranes were prepared by solution casting method for the application of dehumidification. The cationic biopolymer, chitosan was intercalated into clay through cationic exchange and hydrogen bonding process. Diluted acetic acid was used as a solvent for dissolving and dispersing chitosan into clays. Chitosan was successfully intercalated into clay and it was confirmed by X-ray diffraction method. Thermal stability and the mechanical properties of the nanocomposites are characterized by TGA and Universal Testing Machine. Thermal stability and mechanical properties were enhanced by increasing clay contents in chitosan/clay nanocomposites. Gas permeation and water vapor permeation properties of the nanocomposites were measured by time-lag methods. Permeability of N2 gas and water vapor through chitosan/clay nanocomposite membranes decreased when the content of clay in the nanocomposite increased.

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17

Dantas, Suylan Lourdes Araújo, I. C. Guedes, K. A. Marques, Heber Sivini Ferreira, and Ricardo Peixoto Suassuna Dutra. "Influence of Clay Content and Surfactant on the Rheology of Non Aqueous Drilling Fluids." Materials Science Forum 798-799 (June 2014): 106–9. http://dx.doi.org/10.4028/www.scientific.net/msf.798-799.106.

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Organophilic clays are widely used in non-aqueousdrilling fluids, mixtures of different components being used in a well bore. As bentonite claysare not naturally organophilic, they can be modified by specific treatments with surfactants (ionic or nonionic). Recent studies demonstrate the influence of clay, surfactant,and the presence of a dispersant in the rheology of fluids. In this study we verified the influence of clay, and surfactant in the production of organophilic clays using an alcoholic route for the rheology of non-aqueous fluids.As such, we performed the characterization of organophilic clays by X-ray diffraction (XRD),these non-aqueous fluids were produced according to Petrobras norms for rheological testing. The results evidenced influences of the clay / surfactant ratio on the rheology of non-aqueous drilling fluids.

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18

MAHMOODZADEH, H., D. WANG, and M. F. RANDOLPH. "Interpretation of piezoball dissipation testing in clay." Géotechnique 65, no. 10 (October 1, 2015): 831–42. http://dx.doi.org/10.1680/geot.14.p.213.

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19

Mahmoodzadeh, H., D. Wang, and M. F. Randolph. "Interpretation of piezoball dissipation testing in clay." Géotechnique 65, no. 10 (October 2015): 831–42. http://dx.doi.org/10.1680/jgeot.14.p.213.

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20

Stewart, D. P., and M. F. Randolph. "T‐Bar Penetration Testing in Soft Clay." Journal of Geotechnical Engineering 120, no. 12 (December 1994): 2230–35. http://dx.doi.org/10.1061/(asce)0733-9410(1994)120:12(2230).

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21

O’Brien, A. S., and R. L. Newman. "Self-boring pressuremeter testing in London Clay." Geological Society, London, Engineering Geology Special Publications 6, no. 1 (1990): 39–53. http://dx.doi.org/10.1144/gsl.eng.1990.006.01.04.

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22

Deniz Akin, I., and W. J. Likos. "Brazilian Tensile Strength Testing of Compacted Clay." Geotechnical Testing Journal 40, no. 4 (May 5, 2017): 20160180. http://dx.doi.org/10.1520/gtj20160180.

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23

Li, Jian. "The Impact Properties of a Polyurethane Composite Filled with Clay." Advanced Materials Research 197-198 (February 2011): 1100–1103. http://dx.doi.org/10.4028/www.scientific.net/amr.197-198.1100.

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A polyurethane/clay (PU/clay) composite was synthesized. The microstructure of the composite was examined by scanning electron microscopy. The impact properties of the composite were characterized by impact testing. The study on the structure of the composite showed that clays could be dispersed in the polymer matrix well apart from a few of clusters. The results from mechanical analysis indicated that the impact properties of the composite were increased greatly in comparison with pure polyurethane. The investigation on the mechanical properties showed that the impact strength could be obviously increased by adding 20 wt% (by weight) clay to the matrix.

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24

Andries, Joren, Daniel Verastegui, Kim De Beule, and An Baertsoen. "One-dimensional consolidation of overconsolidated clay using Constant Rate of Strain testing." E3S Web of Conferences 92 (2019): 02011. http://dx.doi.org/10.1051/e3sconf/20199202011.

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The main method for the determination of consolidation parameters in Flanders (Belgium) is still the incremental loading test (IL test). This method can take up to several weeks for some typical Flemish overconsolidated (OC) clays. In theory, the same relationship between settlement and vertical stress can be obtained by performing a constant rate of strain test (CRS test). The main advantages of a CRS test are that the data is continuous and that the test can often be completed considerably faster than an IL test. In this paper, results of both IL and CRS tests on two undisturbed stiff OC clay samples of the same geological formation (Maldegem formation deposited during the Paleogene period) were compared. CRS tests were performed based on ASTM D4186, but constant stress stages were controlled using effective vertical stress instead of total vertical stress as most important adjustment to the standard. In addition, special attention was paid to the development of initial swell pressure and selecting an appropriate rate of strain for this clay with a very high plasticity. Similar values for compressibility and hydraulic conductivity were found using both IL and CRS test results. As the duration of a CRS test on this clay with low hydraulic conductivity can also take up to a few weeks, the time saving aspect of the test was found to be limited for the stiff OC clay tested. The uncertainty in estimating the pre-consolidation pressure and swell pressure was smaller using the continuous CRS test results.

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25

Liang, Hai An, Qing Rui Lu, Shi Jun Chen, and Hai Yang Hu. "Experimental Investigation on the Physical and Mechanical Features of Clay Shale in Bayingobi Basin of Inner Mongolia." Applied Mechanics and Materials 580-583 (July 2014): 879–82. http://dx.doi.org/10.4028/www.scientific.net/amm.580-583.879.

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The basic physical and mechanical characteristics of Clay shale in Bayingobi Basin of Inner Mongolia have been investigated by using supersonic testing system, rock mechanical testing system, and rock triaxial testing system. The results indicate that the deep clay shale of this region is characterized by high density, high mechanical strength, low deformation and strong brittleness. More specifically, according to the tests, because of their relative small particle size, the carbonate grains of clay rocks in this region are distributed more uniformly, and the average clay mineral content is comparatively low, as a result, the deep clay shale of this region are featured by large internal friction angle and high mechanical strength.

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26

Quigley, Robert M., Federico Fernandez, and R. Kerry Rowe. "Clayey barrier assessment for impoundment of domestic waste leachate (southern Ontario) including clay–leachate compatibility by hydraulic conductivity testing." Canadian Geotechnical Journal 25, no. 3 (August 1, 1988): 574–81. http://dx.doi.org/10.1139/t88-062.

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The current use of engineered clayey barriers to control the chemical flux entering the groundwater adjacent to landfill sites is discussed. New analytical methods to predict flux–time relationships controlled by advection and diffusion are presented briefly, followed by an assessment of macropore flow problems inherent in laboratory and especially field-compacted clays.The clay–leachate compatability of southern Ontario (Sarnia) clays is then assessed with respect to domestic waste leachate using hydraulic conductivity as the assessment tool. The dominant role of channel flow through macropores, even in very carefully controlled laboratory samples, is emphasized, as is the critical role of soil smectite and vermiculite in retardation of species such as K+ from domestic leachate.The Sarnia brown and grey clays seem compatible with domestic waste leachate at least with respect to hydraulic conductivity, k. In spite of extensive K+ retardation, leachate effected a slight decrease in k of the water-compacted brown and grey samples, a feature also observed recently for the contaminated grey clay zone at a field site. Key words: clay barriers, hydraulic conductivity, compatibility, domestic leachate, channel flow, potassium retardation, migration modelling.

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27

Kim, S. H., H. J. Burd, and G. W. E. Milligan. "Model testing of closely spaced tunnels in clay." Géotechnique 48, no. 3 (June 1998): 375–88. http://dx.doi.org/10.1680/geot.1998.48.3.375.

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28

LEE, L. T., J. L. WIBOWO, P. A. TAYLOR, and M. E. GLYNN. "In Situ Erosion Testing and Clay Levee Erodibility." Environmental and Engineering Geoscience 15, no. 2 (May 1, 2009): 101–6. http://dx.doi.org/10.2113/gseegeosci.15.2.101.

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29

Wang, Zhi-Feng, and Yang Chen. "Strength of cement-stabilised clay by hardness testing." Proceedings of the Institution of Civil Engineers - Construction Materials 170, no. 5 (October 2017): 250–57. http://dx.doi.org/10.1680/jcoma.15.00057.

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30

Cabalar, Ali Firat, and Suleyman Demir. "Fall-cone testing of unsaturated sand–clay mixtures." Proceedings of the Institution of Civil Engineers - Geotechnical Engineering 172, no. 5 (October 2019): 432–41. http://dx.doi.org/10.1680/jgeen.18.00155.

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31

Knodel, PC, MJ Lewis, and GW Blaney. "Design and Testing of a Synthetic Clay Soil." Geotechnical Testing Journal 13, no. 4 (1990): 269. http://dx.doi.org/10.1520/gtj10170j.

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32

Knodel, PC, WF Anderson, IC Pyrah, and SJ Fryer. "A Clay Calibration Chamber for Testing Field Devices." Geotechnical Testing Journal 14, no. 4 (1991): 440. http://dx.doi.org/10.1520/gtj10212j.

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33

Anderson, W. F., I. C. Pyrah, and F. Haji-Ali. "Pressuremeter Testing of Normally Consolidated Clays—The Effects of Varying Test Technique." Geological Society, London, Engineering Geology Special Publications 2, no. 1 (1986): 125–32. http://dx.doi.org/10.1144/gsl.1986.002.01.27.

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AbstractAlthough BS 5930:1981 describes both Menard and self-boring pressuremeter tests, little guidance is given on test methods. A number of techniques, both stress controlled and strain controlled, have been used and it has been shown that for clays the test technique has a significant influence on the derived strength and modulus parameters.When a pressuremeter test is carried out in a clay, it is assumed that shearing occurs under undrained conditions. However, in addition to immediate shear strain, some creep and local consolidation will occur in the soil around the expanding borehole. These two phenomena are time-dependent and variations in test technique will affect the test data and hence the derived strength and modulus values.To obtain a better understanding of these effects, pressuremeter tests have been studied both experimentally and numerically. Experimentally, pressuremeter tests have been simulated by expanding cylindrical cavities in samples of three clays prepared with known stress history and the results compared with numerical predictions where the effects of immediate shear, creep and consolidation can be separated. The experimental results compare well with the numerical predictions.This has given a new insight into the behaviour of clay soils during pressuremeter tests. The results indicate that any simple standardization of pressuremeter test technique should be approached with caution.

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34

Mota, Joseane Damasceno, Rochélia Silva Souza Cunha, and Meiry Glaúcia Freire Rodrigues. "Study and Characterization of Chocolate B Clay on Adsorption of Heavy Metals (Lead and Zinc) in Bath Finite System." Materials Science Forum 798-799 (June 2014): 582–87. http://dx.doi.org/10.4028/www.scientific.net/msf.798-799.582.

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The clays are emerging as excellent alternative materials in the process of removing organic and inorganic contaminants, that due to it's physicochemical characteristics, it’s easy to obtain and also for low cost. The initial objective of this ( study was to characterize the clay Chocolate B by the techniques of X-ray diffraction (XRD) and cation exchange capacity (CEC). In addition, the testing of finite bath under certain conditions (pH, concentration) in order to better evaluate the efficiency of clay in the removal of heavy metals zinc and lead. It was used a factorial design 22 with addition at the central point, being evaluated the percentage removal (% Rem) and the removal capacity (qeq) by Chocolate B Clay. It was observed that the Chocolate B clay belongs to the smectites group. The results have shown promise in the removal process of the metals zinc and lead by Chocolate B clay.

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35

Barbour, S. L., and D. G. Fredlund. "Mechanisms of osmotic flow and volume change in clay soils." Canadian Geotechnical Journal 26, no. 4 (November 1, 1989): 551–62. http://dx.doi.org/10.1139/t89-068.

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The mechanical behavior of compressible clay soils may be strongly influenced by physicochemical effects when concentrated pore fluids are introduced to the soil. Conceptual models have been used to explain the influence of pore fluid chemistry on the mechanical behavior of clays in a qualitative way. In this paper an alternate macroscopic description of the osmotic volume change behavior of a clay soil undergoing changes in pore fluid chemistry is provided.Theoretical descriptions of two potential mechanisms of osmotic volume change (osmotic consolidation and osmotically induced consolidation) are presented. Osmotic consolidation occurs as a result of a change in the electrostatic repulsive-minus-attractive stresses, R — A, between clay particles. Osmotically induced consolidation occurs because of fluid flow out of the clay in response to osmotic gradients.A numerical simulation is used to demonstrate the characteristic behavior of a clay soil undergoing either of these volume change processes. The results of a laboratory testing program on two clay soils exposed to concentrated NaCl solutions are used to illustrate that the dominant mechanism of osmotic volume change in surficial clay soils is osmotic consolidation. Key words: physicochemical, osmosis, volume change, NaCl salt, montmorillonite, clay, stress state variables, R – A.

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36

Abduljelili, Popoola, Gbadebo I. Olatona, and Muhammed T. Abdullahi. "Lump System Analysis Modelling for Enhanced Ballistic Performance of Clay Box Doped with Different Types of Additives." Journal of Materials Science Research 8, no. 3 (July 31, 2019): 23. http://dx.doi.org/10.5539/jmsr.v8n3p23.

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The temperature of clay box used in the ballistic testing of body amour drops sharply upon removal from the oven. This implies that the clay has to be reinserted into the oven for another heating, which slows down the ballistic testing procedure. This paper attempts to solve the problem by studying the effect of addition of different percentages of rubber cuttings, saw dust and berley reeds additives on the cooling rate of clay used in clay box construction. The cooling rate is a measure of the ballistic performance of the clay box. The properties of the clay box such as the density, thermal conductivity and specific heat capacity are factored into the lump system analysis model. Minimum cooling rate of about 2.04×10-03 and 1.89×10-03oC/s were obtained when 0% and 10% rubber cuttings were used as dopands respectively. Rubber cuttings also proved to be the best additives that can be used to enhance the ballistic performance of clay box used in the ballistic testing of body armour.

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37

Hartikainen, Helinä. "Base-neutralizing capacity of Finnish mineral soils." Agricultural and Food Science 58, no. 2 (April 1, 1986): 43–46. http://dx.doi.org/10.23986/afsci.72219.

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The base-neutralizing capacity, BMC7 (OH- as meq kg-1 needed to raise soil pH to 7), was determined graphically from curves obtained in KOH titration (at a constant ionic strength of I = 0.1). In 84 soil samples, BMC7 amounted to 0—316 meq kg-1, being highest in the heavy clay soils and lowest in the non-clay soils. In different textural groups, BMC7 seemed most markedly to be dependent on the initial soil pH, followed by organic C or oxalate soluble Al, in the coarser clays also on clay content. The results evidence that in determination of lime requirement, attention should be paid to the capacity of soil acidity. In routine soil testing, detailed lime recommendations for various soil types are needed.

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38

Dupont, Jeff, Jeff Dawson, and Richard Mitchell. "A complementary method of assessing clay stabilisers used in hydraulic fracturing applications." APPEA Journal 61, no. 1 (2021): 83. http://dx.doi.org/10.1071/aj20192.

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Reservoirs with clays that swell or migrate can potentially impair production (Johnson 1952; Nasr-El-Din et al. 1999). When these clays are present, it is advantageous to use clay stabilisers to mitigate this damage potential (Fink 2011). The oil and gas drilling and hydraulic fracturing industry has adopted several clay assessment methods including analytical procedures such as X-ray diffraction (XRD) and scanning electron microscopy (SEM), and performance testing methods such as capillary suction test (CST) and the roller oven test. This paper describes a new performance test method for inhibitors used in shale reservoirs that complements the existing methods such as XRD and CST. A modified core flow method has been developed using unconsolidated core material that mimics a fracture network and indirectly measures the clay swelling and migration potential. In this procedure, a packed column composed of tightly sized shale material is used to simulate an infinite fracture network. Treatment fluids are then pumped through the column at constant rate while measuring pressure drop. The relative pressure change, together with the turbidity of the effluent, allows easy assessment of the clay stabiliser.

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39

Vucetic, Mladen. "Normalized behavior of offshore clay under uniform cyclic loading." Canadian Geotechnical Journal 25, no. 1 (February 1, 1988): 33–41. http://dx.doi.org/10.1139/t88-004.

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A method for characterization of normally consolidated and overconsolidated clay subjected to undrained constant shear strain amplitude cyclic loading is presented and verified. The method is based on laboratory evidence that shows that clays exhibiting static normalized behavior with respect to the vertical consolidation stress, i.e., along the lines of the SHANSEP method, also exhibit a similar cyclic normalized behavior. The method is illustrated by cyclic results obtained on an offshore clay for the range of overconsolidation ratio (OCR) from 1 to 4, and is verified by predicting the initial backbone curve, cyclic stiffness degradation, and pore pressure variation for the same clay for OCR = 1.4. The predicted behavior for OCR = 1.4 successfully describes the corresponding laboratory results. Also, very consistent relationships between cyclic shear strain and other cyclic parameters obtained by means of cyclic strain-controlled testing in this and other similar studies confirm that the cyclic shear strain is probably the most fundamental parameter governing the undrained cyclic behavior of clay. Key words: clay, laboratory test, model, ocean soil, overconsolidation, soil dynamics, repeated loading, simple shear test.

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40

INDRARATNA, B., N. TENNAKOON, S. NIMBALKAR, and C. RUJIKIATKAMJORN. "Behaviour of clay-fouled ballast under drained triaxial testing." Géotechnique 63, no. 5 (April 2013): 410–19. http://dx.doi.org/10.1680/geot.11.p.086.

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41

Hight, D. W., R. Böese, A. P. Butcher, C. R. I. Clayton, and P. R. Smith. "Disturbance of the Bothkennar clay prior to laboratory testing." Géotechnique 42, no. 2 (June 1992): 199–217. http://dx.doi.org/10.1680/geot.1992.42.2.199.

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42

Nash, D. F. T., G. C. Sills, and L. R. Davison. "One-dimensional consolidation testing of soft clay from Bothkennar." Géotechnique 42, no. 2 (June 1992): 241–56. http://dx.doi.org/10.1680/geot.1992.42.2.241.

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43

Štefaňák, Jan, Lumír Miča, Juraj Chalmovský, Augustin Leiter, and Pavel Tichý. "Full-scale Testing of Ground Anchors in Neogene Clay." Procedia Engineering 172 (2017): 1129–36. http://dx.doi.org/10.1016/j.proeng.2017.02.170.

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44

Batinić, M., M. Galić, B. Trogrlić, V. Divić, I. Racetin, and A. Mihanović. "Combined photogrammetry and mechanical testing of fired clay brick." Materialwissenschaft und Werkstofftechnik 49, no. 11 (October 26, 2018): 1399–408. http://dx.doi.org/10.1002/mawe.201700106.

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45

Merchán, V., E. Romero, and J. Vaunat. "Simulation aided testing of hydro-mechanical processes on clay." EPJ Web of Conferences 6 (2010): 17002. http://dx.doi.org/10.1051/epjconf/20100617002.

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46

Lin, Feng-Chih. "Clay-Coating Reduction of Permeability During Oil-Sand Testing." Clays and Clay Minerals 33, no. 1 (1985): 76–78. http://dx.doi.org/10.1346/ccmn.1985.0330109.

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47

Arulrajah, A., H. Nikraz, and M. W. Bo. "In-situ testing of Singapore marine clay at Changi." Geotechnical and Geological Engineering 23, no. 2 (April 2005): 111–30. http://dx.doi.org/10.1007/s10706-003-7329-0.

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48

Arulrajah, A., M. W. Bo, H. Nikraz, and A. S. Balasubramaniam. "Dissipation Testing of Singapore Marine Clay by Piezocone Tests." Geotechnical and Geological Engineering 25, no. 6 (July 25, 2007): 647–56. http://dx.doi.org/10.1007/s10706-007-9137-4.

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49

Takigawa, S. "New testing technique for muddy clay and theoretical interpretations." International Journal of Rock Mechanics and Mining Sciences & Geomechanics Abstracts 27, no. 3 (June 1990): A141. http://dx.doi.org/10.1016/0148-9062(90)94423-q.

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50

Eigenbrod, K. D., and T. Issigonis. "Pore-water pressures in soft to firm clay during driving of piles into underlying dense sand." Canadian Geotechnical Journal 33, no. 2 (May 8, 1996): 209–18. http://dx.doi.org/10.1139/t96-001.

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During driving of steel piles through soft, sensitive clay into very dense sand and gravel, pore-water pressure responses were monitored. As a result of the large length of the piles and also because of the high sensitivity of the soft clays, the piles were driven in two stages. During the initial stage of driving in the soft clay, only very small pore-water pressure increases were recorded together with very low pile driving resistances; however, during the second stage of driving, high pore-water pressure increases were observed in the clay as soon as the piles penetrated into the underlying very dense sand and gravel. It was concluded that the clay deposit was loaded from below, as the piles were driven into very dense sand. The total stress changes and the resulting pore-water pressure changes in the clay were analyzed, assuming that the pile driving load was equivalent to a flexible load acting on the surface of an elastic half-space, which represents the soft clay deposit. This interpretation of the pore-water pressure increases is important for the assessment of the bearing capacity of engineering structures affected by piles driven through soft soils into very dense deposits. The potential for high pore-water pressure increases in the clay during undrained loading as well as for volume increases in the dense sand due to pile driving can be predicted from piezocone test data. Key words: pile driving, pore-water pressure, piezocone testing, soft sensitive clays, dense sand deposits.

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