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Relevant bibliographies by topics / Clay Testing

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Academic literature on the topic 'Clay Testing'

Author: Grafiati

Published: 4 June 2021

Last updated: 4 February 2022

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Journal articles on the topic "Clay Testing"

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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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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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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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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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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Dissertations / Theses on the topic "Clay Testing"

1

Nguyen, Duc Hanh. "Statnamic testing of piles in clay." Thesis, University of Sheffield, 2005. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.425204.

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Palomino, Angelica Maria. "Fabric formation and control in fine-grained materials." Diss., Available online, Georgia Institute of Technology, 2004:, 2003. http://etd.gatech.edu/theses/available/etd-06072004-131309/unrestricted/palomino%5Fangelica%5Fm%5F200405%5Fphd.pdf.

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Thesis (Ph. D.)--School of Civil and Environmental Engineering, Georgia Institute of Technology, 2004. Directed by J. Carlos Santamarina.
Vita. Includes bibliographical references (leaves 183-192).

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3

Chen, Barry Shiyo. "Profiling stress history of clays using piezocones with dual pore pressure measurements." Diss., Georgia Institute of Technology, 1994. http://hdl.handle.net/1853/21504.

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Zavoral, Dan. "Dynamic properties of an undisturbed clay from resonant column tests." Thesis, University of British Columbia, 1990. http://hdl.handle.net/2429/30144.

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The dynamic properties of clay deposits under seismic or wave loading conditions must be well understood to assure dynamic stability of structures founded on such soil. The dynamic shear modulus and damping appear to be a complex function of many variables, and a wide range of values have been reported in the literature. Consequently, considerable uncertainty exists in choosing the appropriate values of shear modulus and damping for a particular problem. This thesis presents a study of the influence of various factors on the shear modulus and damping of a marine clay using a resonant column/torsional shear device. In particular, the influence of factors such as shear strain amplitude, effective confining stress, stress history, frequency (strain rate), and secondary time-dependent behaviour are examined. The pore pressure response is also studied. The shear modulus was found to degrade for shear strains above 0.005%. The strain dependency was found to be well represented by a single normalized modulus reduction curve regardless of the confining pressure or overconsolidation ratio. Slower strain rates resulted in smaller values of shear modulus. Of the variables studied, the duration of sample confinement was found to be the most imporant factor affecting the material damping. Above 0.005% strain, the damping of the marine clay increased with shearing strain amplitude. No significant effect of confining pressure and stress history on damping was observed at any strain level. As well, the material damping was found to be relatively independent of loading frequency. Both the shear wave velocity and damping obtained in this study were found to be consistent with the in situ values determined using the seismic cone penetration test.
Applied Science, Faculty of
Civil Engineering, Department of
Graduate

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Husein, Nasib Mahmoud. "Vitrified clay pipes installed by trenchless techniques." Thesis, University of Bradford, 1989. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.277148.

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6

Kim, Sang-Hwan. "Model testing and analysis of interactions between tunnels in clay." Thesis, University of Oxford, 1996. http://ora.ox.ac.uk/objects/uuid:2cac5df0-379e-4fd0-bb19-b4611c2175ba.

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This dissertation describes a study of the interaction between closely spaced tunnels during shield tunnel construction, concentrating on the study of the short-term incremental behaviour of the liner. Carefully controlled physical model tests were carried out and the test results were complemented by a limited amount of numerical analysis. In the physical model tests described in this dissertation, two groups of tests were carried out at a laboratory scale; one set of tests studied closely spaced parallel tunnels and the other set investigated perpendicular tunnels. An important feature of the study was that a novel model tunnelling machine was designed and developed as part of the research. Thin steel tubes were used to model the tunnel linings. The experimental technique adopted in the preparation of clay samples (which is a well-established procedure) was found to produce high quality samples. Good repeatability was achieved in preparing the kaolin samples. The tunnelling machine allowed tunnel liners to be installed using similar procedures to those adopted in the construction of full scale shield tunnels using an earth pressure balance approach. The instrumentation system used in this experimental programme are shown to produce reliable data. During the model tests measurements were made of liner strains, pore water pressures and total stresses acting on the liner. Errors in the data logging system were shown to be very small (of the order of less than 2% of peak values). The mechanisms governing the structural interaction between closely spaced tunnels are highly complex. The tunnel installation was shown to modify the stresses acting on the liner of the adjacent tunnel. These stress increments led, in turn, to line deformations and induced bending moments. The nature of the interaction mechanisms depends on the geometric configuration of the tunnels, the liner properties, and overconsolidation ratio. For the parallel tunnels, the pillar width ratio (W/D) is an important parameter governing the magnitude of the interaction effects. the interaction effects increase as the pillar width ratio is reduced. Increasing the liner flexibility was found to reduce the induced bending moments but to increase the induced displacements. The interaction effects were larger in overconsolidated clay than normally consolidated clay. The worst case for interaction effects occurs when the pillar width is small, the liner is flexible and the value of OCR is large. Three-dimensional considerations suggest that interaction between parallel tunnels may be more severe than those measured in the corresponding perpendicular tunnel tests. However, the different nature of the mechanisms in the two cases appear to be more significant than this geometric effect.

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7

Beales, Patrick. "Conventional and non-conventional stress path testing of Maguga clay." Master's thesis, University of Cape Town, 2002. http://hdl.handle.net/11427/5048.

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8

Tsang, Clifford Hing-Cheung. "Research dilatometer testing in sands and in clayey deposits." Thesis, University of British Columbia, 1987. http://hdl.handle.net/2429/26749.

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The development of Marchetti's flat dilatometer, method of testing, changes of Marchetti's (1980,1981) original correlations and Schmertmann's (1982,1983) proposed correlations are briefly described. Factors affecting results of the dilatometer test (DMT) are discussed. In order to improve the understanding of the Marchetti dilatometer test (DMT), an electronic research dilatometer was developed at UBC. The research dilatometer can measure; pore pressure at the center of the membrane, membrane displacement, applied pressure, pushing force and verticality. Test results obtained from the research dilatometer in sand and in clayey deposits at 4 sites in the Lower Mainland of B.C. are presented. Soil parameters interpretated using Marchetti's (1980,1981) and Schmertmann's (1982,1983) correlations are discussed. Comparison is made to other in-situ testing methods such as cone penetration test, vane shear test and pressuremeter test. Based on a better understanding of the DMT, future potential methods of improving or checking the existing correlations are proposed.
Applied Science, Faculty of
Civil Engineering, Department of
Graduate

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9

Crosariol, Victor A. "Scale Model Shake Table Testing of Underground Structures in Soft Clay." DigitalCommons@CalPoly, 2010. https://digitalcommons.calpoly.edu/theses/322.

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Underground structures perform an important role in transportation systems in many seismically active regions around the world, but empirical data regarding the seismic behavior of these structures is limited. This research works towards filling that empirical gap through the use of scale model shake table testing. Underground seismic soil-structure interaction (USSSI) effects were investigated for a stiff rectangular tunnel cross-section embedded within soft clay. San Francisco Young Bay Mud was used as a prototype soil for developing a scale model soil mixture consisting of kaolinite, bentonite, class C fly ash, and water. A single cell Bay Area Rapid Transit (BART) cut-and-cover subway tunnel was used as the prototype for the 10th scale model subway cross-section. A flexible walled test container originally developed for a pile study at UC Berkeley was modified for use at Cal Poly, San Luis Obispo. The flexible container allows for close approximation of one-dimensional (1D) free-field site response by significantly limiting the rigidity of the boundary conditions and allowing the soil to deform under simple shear. The study was conducted over two shake table testing phases: Phase I consisted of shaking a model soil column to evaluate the ability of the test container to produce adequate 1D free-field site response, and Phase II tests explored the horizontal racking distortion of a shallow rectangular tunnel cross-section subjected to strong transverse ground shaking. Phase I test results and comparison with SHAKE models indicate that the test container can sufficiently mimic 1D free-field conditions, specifically for the primary shear deformation mode. Similarly, the equivalent linear soil-structure interaction code FLUSH was found to adequately model site response for the Phase II soil-structure system. Comparison of recorded horizontal racking distortions of the model structure with those from numerical modeling suggest that current simplified design methods may overestimate distortions to some degree for cases similar to those examined in this research. Overall, the flexible wall testing container shows promise as a viable means for gaining further insight into USSSI topics, as well as various other geotechnical and soil-structure interaction problems.

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10

Greig, James William. "Estimating undrained shear strength of clay from cone penetration tests." Thesis, University of British Columbia, 1985. http://hdl.handle.net/2429/25076.

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This paper discusses several proposed methods for estimating undrained shear strength from cone penetration tests. This correlation has been studied in the past, however, most have focussed only on the cone bearing. In addition to discussing these traditional methods, this paper evaluates recently proposed methods of estimating Su from CPT pore pressure data. The results of field vane and cone penetration tests from five lower mainland sites are presented in relation to the different proposed correlation techniques. The results show that there is no unique cone factor for estimating Su from CPT for all clays, however, a reasonable estimate of Su can be made by comparing the predictions from several of the proposed methods. With local correlations these techniques can be quite reliable. The results also show that the estimation of Su from CPT is influenced by various factors relating to: the choice of a reference Su, cone design, CPT test procedures and the soil characteristics. In particular, the estimation of Su from CPT is strongly influenced by such soil parameters as stress history, sensitivity and stiffness. Increases in OCR and sensitivity were reflected by increases in the traditional cone factors Nc and Nk. The use of pore pressure data appears to be a promising means of estimating. Su from CPT. Expressions have been developed that predict excess pore pressures based on cavity expansion theory and attempt to include the effects of sensitivity, stress history and stiffness. In addition, comparisons between friction sleeve measurements and Su and a method for estimating sensitivity from friction ratios are presented. Lastly, recommended procedures for estimating Su from CPT are given.
Applied Science, Faculty of
Civil Engineering, Department of
Graduate

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Books on the topic "Clay Testing"

1

Gaspe, Anura. Clay testing: The clay/non-clay ratio measurement technique for ceramic stoves. London: Intermediate Technology Publications, 1994.

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2

Sweet, Palmer C. Clay material testing program, 1957-1986. Charlottesville, Va: Commonwealth of Virginia, Dept. of Mines, Minerals, and Energy, Division of Mineral Resources, 1988.

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3

Mitchell, R. J. Accurate control testing for clay liner permeability. [Toronto]: Environment Ontario, 1991.

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4

Well, LW, ed. Testing and Acceptance Criteria for Geosynthetic Clay Liners. 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959: ASTM International, 1997. http://dx.doi.org/10.1520/stp1308-eb.

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Meschi︠a︡n, S. R. Ėksperimentalʹnai︠a︡ reologii︠a︡ glinistykh gruntov. 3rd ed. Erevan: Izd-vo. "Gituti︠u︡n" NAN RA, 2005.

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R, Meschi͡an S. Ėksperimentalʹnai͡a reologii͡a glinistykh gruntov. Moskva: "Nedra", 1985.

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Roger, Green. Factors affecting the long term strength of compacted Beaumont clay. Austin, Tex: The Center, 1986.

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Sabirovich, Ziangirov Rėm, ed. Zakonomernosti formirovanii͡a svoĭstv zasolennykh glin. Moskva: "Nauka", 1985.

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Acciardi, Raymond G. Pinhole test equipment design and test result evaluation. Denver, Colo: Geotechnical Branch, Division of Research and Laboratory Services, Engineering and Research Center, U.S. Dept. of the Interior, Bureau of Reclamation, 1985.

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Riemer, Michael. Development and validation of the downhole freestanding shear device (DFSD) for measuring the dynamic properties of clay. Sacramento, CA: California Dept. of Transportation, Division of Research and Innovation, 2008.

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Book chapters on the topic "Clay Testing"

1

Gaspe, Anura, Peter Messer, and Pete Young. "Prelims - Clay Testing." In Clay Testing, i—1. Rugby, Warwickshire, United Kingdom: Practical Action Publishing, 1994. http://dx.doi.org/10.3362/9781780443980.000.

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Gaspe, Anura, Peter Messer, and Pete Young. "1. Clay Testing." In Clay Testing, 2–17. Rugby, Warwickshire, United Kingdom: Practical Action Publishing, 1994. http://dx.doi.org/10.3362/9781780443980.001.

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Brozovsky, J., D. Benes, and J. Zach. "NDT of LWC with Expanded Clay." In Nondestructive Testing of Materials and Structures, 335–40. Dordrecht: Springer Netherlands, 2011. http://dx.doi.org/10.1007/978-94-007-0723-8_48.

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Broer, D. P. "Estimation and Testing of the Putty-Clay Model." In Neoclassical Theory and Empirical Models of Aggregate Firm Behaviour, 234–302. Dordrecht: Springer Netherlands, 1987. http://dx.doi.org/10.1007/978-94-009-4478-7_6.

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Herlin, B., and B. Kennedy. "Abrasion Testing on Multi-Component Geosynthetic Clay Liners." In Current and Future Practices for the Testing of Multi-Component Geosynthetic Clay Liners, 1–6. 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959: ASTM International, 2013. http://dx.doi.org/10.1520/stp156220120071.

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Ehrenberg, Henning, and Kent P. von Maubeuge. "Hydraulic Testing of Multi-Component Geosynthetic Clay Liners." In Current and Future Practices for the Testing of Multi-Component Geosynthetic Clay Liners, 1–11. 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959: ASTM International, 2013. http://dx.doi.org/10.1520/stp156220120101.

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Favero, Valentina, Alessio Ferrari, and Lyesse Laloui. "1D Compression Behaviour of Opalinus Clay." In Advances in Laboratory Testing and Modelling of Soils and Shales (ATMSS), 322–29. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-52773-4_37.

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Zhang, Chun-Liang. "Response of Clay Rock to Moisture Change." In Advances in Laboratory Testing and Modelling of Soils and Shales (ATMSS), 155–64. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-52773-4_17.

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Shi, Baotong, and Xiangxing Kong. "Study on Methods for Predicting the Settlements of Soft Clay Roadbed." In Soil Testing, Soil Stability and Ground Improvement, 370–77. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-61902-6_30.

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Athanassopoulos, C., P. J. Fox, J. D. Ross, and M. Goldenberg. "Cyclic Shear Testing of a Multi-Component Geosynthetic Clay Liner." In Current and Future Practices for the Testing of Multi-Component Geosynthetic Clay Liners, 1–7. 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959: ASTM International, 2013. http://dx.doi.org/10.1520/stp156220120081.

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Conference papers on the topic "Clay Testing"

1

Murali, Madhuri, and Giovanna Biscontin. "Geotechnical Characterization of Gulf of Mexico Clay." In ASME 2014 33rd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/omae2014-24183.

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With increasing development in the oil and gas industry, exploration and production are continuously moving deeper off the continental shelf and onto the continental slopes. The hazard of submarine slope failures increases in these locations, potentially leading to damage to offshore structures. Thus there is a need to study and understand properties of offshore marine clays with particular attention to slopes. Submarine failures can be much larger than subaerial ones and typically occur on very gentle slopes that do not fail on land. It is particularly important, therefore, to focus on marine clays because of the possible differences in the response of these soils compared to other clays. This study was undertaken in order to better understand the geotechnical characteristics of a submarine clay deposits from the Gulf of Mexico. The paper presents the results of triaxial testing performed on undisturbed samples of Gulf of Mexico clay. Background information is given about the clay, the sampling program and the laboratory testing program. A SHANSEP approach was used for Ko consolidated-undrained (CKoU) triaxial compression and extension tests. The consolidation tests provided most of the pre-consolidation pressure values used to establish the stress history at the test site and the variation of Ko with OCR. The undrained shear phase provides detailed information on the undrained shear strength, effective stress failure envelopes and stress path characteristics.

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Shibuya, Satoru, Dejian Li, Toshihiro Noda, and Hideki Nakano. "Mechanical Behavior of Structured Clay and Its Simulation." In First Japan-U.S. Workshop on Testing, Modeling, and Simulation. Reston, VA: American Society of Civil Engineers, 2005. http://dx.doi.org/10.1061/40797(172)16.

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Finno, Richard J., Terence P. Holman, Young-Hoon Jung, Wan Jei Cho, and Izzat Katkhuda. "Small Strain Responses of a Freshwater Glacial Clay." In Second Japan-U.S. Workshop on Testing, Modeling, and Simulation in Geomechanics. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40870(216)1.

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Ohta, Hideki, Tomohide Takeyama, Yoshimasa Takeyama, Motohiro Inagaki, Tomihisa Mizuta, Masashi Nabetani, and Yukihiro Nishida. "Performance of 5 Embankments on Soft Clay Foundation." In Second Japan-U.S. Workshop on Testing, Modeling, and Simulation in Geomechanics. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40870(216)29.

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Radcliffe, Michael R., Richard M. Bennett, and Jim Bryja. "Highly Cored Extruded Clay Units: Testing and Design Procedures." In Structures Congress 2004. Reston, VA: American Society of Civil Engineers, 2004. http://dx.doi.org/10.1061/40700(2004)108.

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Aften, Carl W., and Qisheng Ma. "Computational Modeling of Temporary Clay Stabilizers Supported by Performance Testing." In SPE International Symposium on Oilfield Chemistry. Society of Petroleum Engineers, 2015. http://dx.doi.org/10.2118/173753-ms.

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Clemente, José L. M., John R. Davie, and Harish Senapathy. "Design and Load Testing of Augercast Piles in Stiff Clay." In Geo-Denver 2000. Reston, VA: American Society of Civil Engineers, 2000. http://dx.doi.org/10.1061/40511(288)29.

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Eaton, Madelyn A. K., Kyvory A. Henderson, Justin A. McMahon, and Robert S. Salzar. "Testing the Validity of the NIJ Clay Standard for Approving Body Armor With a Preliminary Insight Into Injury Correlation." In ASME 2020 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2020. http://dx.doi.org/10.1115/imece2020-23886.

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Abstract:

Abstract Body armor is tested for efficacy using the NIJ’s clay standard. This standard is based on a 44 mm upper limit of back face deformation into the clay to prevent severe cases of behind armor blunt trauma (BABT). The NIJ clay standard has never been directly correlated with human injury, and it is previously unknown how 44 mm into clay translates to the response of a human torso. This study developed a method for reproducing BABT in a laboratory setting, and performed matched pair testing on the ballistics clay and a cadaveric specimen. Tests at a low, non-injurious speed and a high, injurious speed were performed at the NIJ specified clay temperature, along with two tests at a lower temperature representing exposure to a room temperature setting. It was found that for both speeds the displacement into the human thorax was greater than the displacement into the clay. The greatest displacement into the clay was only 5mm above the standard’s limit, and the same speed into the human model caused failure of the ribcage. Lowering the clay temperature by two degrees Celsius resulted in a passing clay displacement for the extremely injurious high speed test. This experimentation is sufficient in showing that the NIJ standard may not be valid for preventing serious BABT injuries in the wearers of body armor. Further testing is required to correlate clay displacements with human injury risk.

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Giger, S. B., A. Minardi, A. Ferrari, L. Laloui, R. T. Ewy, R. Stankovic, J. Stenebråten, M. Soldal, E. Pimentel, and H. Baumgartner. "Benchmark Study of Undrained Triaxial Testing of Opalinus Clay: Results and Implications for Robust Testing." In Sixth EAGE Shale Workshop. European Association of Geoscientists & Engineers, 2019. http://dx.doi.org/10.3997/2214-4609.201900267.

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JianWei Wei. "Non-destructive testing and evaluation on ancient chinese colored-clay sculptures." In 2011 International Conference on Electric Technology and Civil Engineering (ICETCE). IEEE, 2011. http://dx.doi.org/10.1109/icetce.2011.5776271.

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Reports on the topic "Clay Testing"

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Bennett, R. M., J. J. Fowler, and R. D. Flanagan. Shake table testing of structural clay tile infilled frames. Office of Scientific and Technical Information (OSTI), March 1996. http://dx.doi.org/10.2172/414624.

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Fowler, Joele Johnston. Analysis of dynamic testing performed on structural clay tile infilled frames. Office of Scientific and Technical Information (OSTI), December 1994. http://dx.doi.org/10.2172/125378.

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Garza, R., L. Green, J. Maienschein, and C. Pruneda. Testing of explosives mixed with clay to determine maximum explosive content of non-reactive mixtures. Office of Scientific and Technical Information (OSTI), July 1998. http://dx.doi.org/10.2172/3621.

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Miller, William A. Steep-Slope Assembly Testing of Clay and Concrete Tile With and Without Cool Pigmented Colors. Office of Scientific and Technical Information (OSTI), November 2005. http://dx.doi.org/10.2172/981415.

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Gambill, J. B. Dynamic out-of-plane and in-plane testing of full-scale hollow clay tile infilled frames. [Final report]. Office of Scientific and Technical Information (OSTI), December 1994. http://dx.doi.org/10.2172/419321.

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Owen, L. B., and L. Schwendiman. Laboratory testing of salt samples for water content/loss of weight on heating, thermal fracture, insoluble residue, and clay and bulk mineralogy: Revision 1. Office of Scientific and Technical Information (OSTI), July 1987. http://dx.doi.org/10.2172/7152605.

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Bevard, Bruce Balkcom. FY 2014 Status Report: of Vibration Testing of Clad Fuel (M4FT-14OR0805033). Office of Scientific and Technical Information (OSTI), March 2014. http://dx.doi.org/10.2172/1133491.

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Petrie, Christian, Thomas Blue, Pattrick Calderoni, Kelly McCary, Brandon Wilson, and Tiffany Adams. Active Irradiation Testing of Temperature Sensing Capability of Clad Sapphire Optical Fibers with Type 2 Bragg Gratings using Optical Backscatter Reflectometry. Office of Scientific and Technical Information (OSTI), March 2020. http://dx.doi.org/10.2172/1700531.

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