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Journal articles on the topic 'Clay modelling'

Author: Grafiati

Published: 4 June 2021

Last updated: 19 February 2022

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1

Gao, Zhiwei, and Yi Hong. "Constitutive modelling of gassy clay." E3S Web of Conferences 92 (2019): 15005. http://dx.doi.org/10.1051/e3sconf/20199215005.

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Fine grained sediments with undissolved gas bubbles are widely distributed in the seabed around the world. The gas bubbles are much larger than the clay particles and fit in the saturated clay matrix rather than the pore water. Generally, these bubbles tend to degrade the soil stiffness and strength. But when the difference between the gas and pore water pressure is sufficiently small, pore water in the saturated clay matrix can drain into the cavities, making the void ratio of the saturated matrix smaller, which makes the undrained shear strength of the gassy clay sample higher than that of a saturated one. Such soil response cannot be described based on the assumption that gassy clay is a soil with compressible pore fluid. A new constitutive model for describing the stress-strain relation for gassy clay is proposed. An important feature of the model is that the gassy clay is considered as a composite material with compressible cavities which could be flooded by pore water. Effect of gas cavities on plastic hardening on the saturated matrix is accounted for. The model has been used to predict the response of three gassy clays and good agreement between the test data and model simulations is observed. Potential improvement of the model is discussed.

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2

Katti, Dinesh R., Zillur R. Patwary, and Kalpana S. Katti. "Modelling clay–fluid interactions in montmorillonite clays." Environmental Geotechnics 4, no. 5 (October 2017): 322–38. http://dx.doi.org/10.1680/jenge.14.00027.

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3

Graham, J., N. Tanaka, T. Crilly, and M. Alfaro. "Modified Cam-Clay modelling of temperature effects in clays." Canadian Geotechnical Journal 38, no. 3 (June 1, 2001): 608–21. http://dx.doi.org/10.1139/t00-125.

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The Cam-Clay model for isothermal mechanical behaviour of clays has been extended to take account of the effects of temperature on stressstrain behaviour. The assumptions used in constructing the new model are based on published results and on new data presented in the paper. The model allows prediction of how heating and cooling affect volume changes, pore-water pressures, and strengths for both normally consolidated and overconsolidated saturated clays. It permits modelling of observed reductions in the overconsolidation ratio with increasing temperature. The model provides accessible qualitative explanations for temperature effects that were previously difficult to understand. It will also allow easy implementation for quantitative modelling in triaxial stress fields. Results predicted by the model are compared with data collected by the authors at temperatures up to 100°C. The model does not account for changes that occur in clay minerals at higher temperatures, for example, in bentonites at temperatures higher than about 150°C.Key words: clay, triaxial, temperature, modelling, elasticplastic, Cam-Clay.

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4

Petalas, Alexandros L., Mats Karlsson, and Minna Karstunen. "Modelling of undrained shearing of soft natural clays." E3S Web of Conferences 92 (2019): 15001. http://dx.doi.org/10.1051/e3sconf/20199215001.

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stress-strain response of soft natural clays is characterised by anisotropy, destructuration and rate-dependency. An accurate constitutive description of these materials should take into consideration all of the characteristics above. In this paper, two constitutive models for soft soils, namely the SCLAY1S and Creep-SCLAY1S models are used to simulate the undrained response of two soft natural clays, Gothenburg clay from Sweden and Otaniemi clay from Finland. The SCLAY1S model accounts for the effect of inherent and induced anisotropy and destructuration, while the Creep-SCLAY1S accounts also for the creep and rate effects. The model simulations are compared against triaxial compression and extension tests on anisotropically consolidated samples. The results demonstrate the need to incorporate all features represented in the Creep-SCLAY1S model when modelling structured natural clays.

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5

Chia, Julian Y. H., Kais Hbaieb, and Q. X. Wang. "Finite Element Modelling Epoxy/Clay Nanocomposites." Key Engineering Materials 334-335 (March 2007): 785–88. http://dx.doi.org/10.4028/www.scientific.net/kem.334-335.785.

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A full 3D finite element method has been used to understand how nano-clay particles affect the mechanical properties of an epoxy/clay nanocomposite. The epoxy/clay nanocomposite has been modelled as a representative volume element (RVE) containing intercalated clay platelets that internally delaminates at the gallery layer upon satisfying an energy criterion, and an epoxy matrix that is elastic-plastic. A cohesive traction-displacement law is used to model the clay gallery behaviour until failure. For clay volume fractions >1%, clay particle interaction is observed to develop during uniaxial tension, the nanocomposite stiffness becomes non-linearly dependent on the clay volume fraction, and the Mori-Tanaka model overestimates the stiffness. Failure of the clay gallery is not observed and is believed to have no influence on the ultimate tensile strength of the nanocomposite.

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6

Yakushev, Vladimir. "Experimental Modeling of Methane Hydrate Formation and Decomposition in Wet Heavy Clays in Arctic Regions." Geosciences 9, no. 1 (December 27, 2018): 13. http://dx.doi.org/10.3390/geosciences9010013.

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Experimental studies on clay sample saturation by methane hydrates proved that clay particles play an important role in the hydrate accumulation and decomposition processes in sediments. Depending on water content, the same clay mineral can serve as inhibitor, neutral component and promoter of hydrate formation. Wet clay is a good mineral surface for hydrate formation, but clays represent the worst media for hydrate accumulation and existence. Nevertheless, there are many observations of hydrate presence in clay-containing sediments, especially offshore. Experimental modelling of metastable hydrate decomposition in sediment samples recovered from permafrost in “Yamal crater” in the Russian Arctic has shown that metastable hydrates located in frozen, salted clays can generate huge volumes of gas, even with a negligible (tenth and hundredth of a degree) temperature rise.

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7

Yeow, Hoe-Chian, and Matthew R. Coop. "The constitutive modelling of London Clay." Proceedings of the Institution of Civil Engineers - Geotechnical Engineering 170, no. 1 (February 2017): 3–15. http://dx.doi.org/10.1680/jgeen.15.00146.

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8

Hbaieb, K., Q. X. Wang, Y. H. J. Chia, and B. Cotterell. "Modelling stiffness of polymer/clay nanocomposites." Polymer 48, no. 3 (January 2007): 901–9. http://dx.doi.org/10.1016/j.polymer.2006.11.062.

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9

Kalker, Thomas. "Clay Modelling — From Sketch to Model." Auto Tech Review 4, no. 10 (October 2015): 34–37. http://dx.doi.org/10.1365/s40112-015-1004-8.

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10

Najser, J., D. Mašín, and J. Boháč. "Numerical modelling of lumpy clay landfill." International Journal for Numerical and Analytical Methods in Geomechanics 36, no. 1 (November 21, 2010): 17–35. http://dx.doi.org/10.1002/nag.990.

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11

Kodikara, J. K., H. Nahlawi, and A. Bouazza. "Modelling of curling in desiccating clay." Canadian Geotechnical Journal 41, no. 3 (June 1, 2004): 560–66. http://dx.doi.org/10.1139/t04-015.

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This paper investigates the significant curling that occurs when thin soil layers undergo desiccation. Curling deformations, in the form of (1) lifting off from the edges (generating a concave surface), or (2) lifting off from the middle (creating a convex surface), are reported in the drying of soft soil and concrete pavements in the field. This paper presents experimental observations of significant curling of both forms 1 and 2 in wet soil specimens under controlled drying conditions. A theoretical explanation for curling is presented on the basis of unsaturated soil mechanics. The curling was primarily attributed to differential shrinkage strain increments that occur down the soil profile and their variation with the progression of desiccation. Making use of nonlinear elasticity theory under large deformations and measured properties, the shrinkage and curling deformations were modelled using the FLAC (Fast Lagrangian Analysis of Continua) computer program. The modelling approach appears to capture the observed behaviour of curling during desiccation.Key words: shrinkage, clay, curling, suction, desiccation, moisture migration.

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12

Benhamida, A., I. Djeran-Maigre, H. Dumontet, and S. Smaoui. "Clay compaction modelling by homogenization theory." International Journal of Rock Mechanics and Mining Sciences 42, no. 7-8 (October 2005): 996–1005. http://dx.doi.org/10.1016/j.ijrmms.2005.05.021.

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13

Kalker, Thomas. "Clay Modelling — From Sketch to Model." ATZ worldwide 117, no. 9 (August 18, 2015): 42–45. http://dx.doi.org/10.1007/s38311-015-0046-5.

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14

Silani, Mohammad, Hossein Talebi, Saeed Ziaei-Rad, Pierre Kerfriden, Stéphane P. A. Bordas, and Timon Rabczuk. "Stochastic modelling of clay/epoxy nanocomposites." Composite Structures 118 (December 2014): 241–49. http://dx.doi.org/10.1016/j.compstruct.2014.07.009.

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15

Skipper, N. T. "Computer simulation of aqueous pore fluids in 2:1 clay minerals." Mineralogical Magazine 62, no. 5 (October 1998): 657–67. http://dx.doi.org/10.1180/002646198548043.

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AbstractMonte Carlo and molecular dynamics computer simulations are now able to provide detailed information concerning the structure, dynamics, and thermodynamics of pore fluids in 2:1 clays. This article will discuss interparticle interaction potentials currently available for atomistic simulations of clay-water systems, and will describe how computational techniques can be applied to modelling of clay systems. Some recent simulation studies of 2:1 clay hydration will then be reviewed. Comparison with experimental data promotes confidence in the molecular models and simulation techniques, and points to exciting future prospects.

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16

Soulié, M., P. Montes, and V. Silvestri. "Modelling spatial variability of soil parameters." Canadian Geotechnical Journal 27, no. 5 (October 1, 1990): 617–30. http://dx.doi.org/10.1139/t90-076.

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The purpose of this study is to show that geostatistics can help in finding the structure of the spatial variability of the undrained shear strength within a clay deposit. The site under study, B-6, owes its name to the earth dam that will be constructed on it; the site is located on the shore of the Broadback River in the James Bay area of Quebec. The geostatistical analysis is carried out on the unaltered zone of the B-6 clay; it shows an anisotropic structure for the spatial variability. The knowledge of the structure (variogram) of the undrained shear strength is used in the kriging theory to compute estimations at points of the deposit where experimental measurements are not available. Kriging is also used to identify weak zones within the B-6 clay. The geostatistical analysis of the B-6 clay gives the opportunity to test the capability of the method. Even if the errors of measurements were small, the variogram has permitted detection and correction of a bias that affected a certain number of vane profiles. Key words: clay, geostatistics, undrained shear strength, variogram, measurements errors, kriging.

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17

Ahmad Tajudin, Saiful Azhar, Mohd Fairus Yusof, I. Bakar, Aminaton Marto, Muhammad Nizam Zakaria, and Mohd Ezree Abdullah. "Numerical Modelling of Prefabricated Vertical Drain for Soft Clay Using ABAQUS." Applied Mechanics and Materials 773-774 (July 2015): 1502–7. http://dx.doi.org/10.4028/www.scientific.net/amm.773-774.1502.

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Construction, buildings and infrastructure founded on soft clays are often affected by settlement problem. Therefore, Prefabricated Vertical Drain (PVD) is one of the best solutions to accelerate soil consolidation by shortening the drainage path. In this study, numerical investigation was carried out to pursue a better understanding of the consolidation behavior of soft clay improved with PVD. The consolidation process accelerated by PVD with surcharge of 50 kPa was analysed using the ABAQUS software by adopting an elastic model. The aim of this study is to compare the settlement and the required time to fully consolidate the soft soil at different drain spacings (1.0 m, 1.5 m and 2.0 m) for two different thickness of the clay layer. The results shows that the time required to completely consolidate the soft soil for 12 m and 20 m thickness of clay layer with different spacings are in the range of 3 months to 66 months. The settlement rate and excess pore water pressure dissipation are increased when the spacing of the drain closer.

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18

Almeida, M. S. S., A. M. Britto, and R. H. G. Parry. "Numerical modelling of a centrifuged embankment on soft clay." Canadian Geotechnical Journal 23, no. 2 (May 1, 1986): 103–14. http://dx.doi.org/10.1139/t86-020.

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Biot coupled consolidation numerical analyses have been applied to a stage-constructed embankment on soft clay in the centrifuge. In the test, the sand embankment was constructed during flight on a clay foundation consisting of an overconsolidated crust overlying a normally consolidated layer. Measurements were taken of pore pressures, dissipation rates, and displacements in the foundation clay. Predictions of these were made using a simple Cam-clay model for the clay and the Cambridge CRISP computer program. A linear elastic idealization was used for the embankment. With some exceptions, pore pressures and dissipation rates were very well predicted, as were maximum values of both horizontal and vertical displacements. However, displacement profiles with depth were not so well predicted. Particular attention is given in the paper to the determination of relevant values of shear modulus G and the difference in behaviour resulting from using constant permeability and permeability varying with void ratio. Key words: embankments, soft clay, centrifuge test, numerical analysis, Biot consolidation, Cam-clay model.

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19

Khan, Qasim, Yannick Ng, and Taeseo Ku. "Small Strain Stiffness of Artificially Cemented Soft Clay: Modelling the Effect of Structure Degradation." E3S Web of Conferences 92 (2019): 11009. http://dx.doi.org/10.1051/e3sconf/20199211009.

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This paper presents a study on the evolution of small strain stiffness (Gmax) along vertical and horizontal directions for lightly cemented clay. Soft clays have historically been a subject for studying the evolution of stiffness anisotropy under varying loading conditions. These studies have focused on stress history (overconsolidation) effects as well. However, for lightly cemented clays, such studies are limited and their main scope has primarily been on the evolution of vertically aligned stiffness (GVH) at varying effective confining stresses. This study investigates the effect of isotropic loading on uncemented and lightly cemented kaolin clay. Kaolin clay mixed with 10% cement is used in this study. Stiffness measurements have been conducted using bender elements for obtaining GVH and GHH hence resulting in the measurement of vertical and horizontal stiffness values respectively. By comparing the behaviour of both samples, the influence of bonding and fabric due to cementation on the evolution of stiffness and anisotropy is studied. In order to characterize the behavior of structure in cemented soil with confining stress, a modelling equation is applied for the cemented sample to predict the variation of Gmax before and after yielding.

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20

Zhang, Xue, Liang Wang, Kristian Krabbenhoft, and Stefano Tinti. "A case study and implication: particle finite element modelling of the 2010 Saint-Jude sensitive clay landslide." Landslides 17, no. 5 (December 20, 2019): 1117–27. http://dx.doi.org/10.1007/s10346-019-01330-4.

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AbstractModelling of landslides in sensitive clays has long been recognised as a challenge. The strength reduction of sensitive clays when undergoing plastic deformation makes the failure proceed in a progressive manner such that a small slope failure may lead to a series of retrogressive failures and thus to an unexpected catastrophic landslide. The clay in the entire process may mimic both solid-like (when it is intact) and fluid-like (when fully remoulded, especially for quick clays) behaviours. Thereby, a successful numerical prediction of landslides in sensitive clays requires not only a robust numerical approach capable of handling extreme material deformation but also a sophisticated constitutive model to describe the complex clay behaviour. In this paper, the particle finite element method (PFEM) associated with an elastoviscoplastic model with strain softening is adopted for the reconstruction of the 2010 Saint-Jude landslide, Quebec, Canada, and detailed comparisons between the simulation results and available data are carried out. It is shown that the present computational framework is capable of quantitatively reproducing the multiple rotational retrogressive failure process, the final run-out distance and the retrogression distance of the Saint-Jude landslide. Furthermore, the failure mechanism and the kinematics of the Saint-Jude landslide and the influence of the clay viscosity are investigated numerically, and in addition, their implications to real landslides in sensitive clays are discussed.

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21

McKelvey, D., V. Sivakumar, A. Bell, and J. Graham. "Modelling vibrated stone columns in soft clay." Geotechnical Engineering 157, no. 3 (July 2004): 137–49. http://dx.doi.org/10.1680/geng.157.3.137.42416.

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22

McKelvey, D., V. Sivakumar, A. Bell, and J. Graham. "Modelling vibrated stone columns in soft clay." Proceedings of the Institution of Civil Engineers - Geotechnical Engineering 157, no. 3 (July 2004): 137–49. http://dx.doi.org/10.1680/geng.2004.157.3.137.

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23

Arson, C., and B. Gatmiri. "On damage modelling in unsaturated clay rocks." Physics and Chemistry of the Earth, Parts A/B/C 33 (January 2008): S407—S415. http://dx.doi.org/10.1016/j.pce.2008.10.006.

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24

Davies, M. C. R., and R. H. G. Parry. "Centrifuge Modelling of Embankments on Clay Foundations." Soils and Foundations 25, no. 4 (December 1985): 19–36. http://dx.doi.org/10.3208/sandf1972.25.4_19.

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25

Nujid, M. M., and M. R. Taha. "Numerical Modelling of Embankment on Soft Clay." IOP Conference Series: Materials Science and Engineering 136 (July 2016): 012021. http://dx.doi.org/10.1088/1757-899x/136/1/012021.

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26

Xiong, Qingrong, and Andrey P. Jivkov. "Analysis of pore structure effects on diffusive transport in Opalinus clay via pore network models." Mineralogical Magazine 79, no. 6 (November 2015): 1369–77. http://dx.doi.org/10.1180/minmag.2015.079.6.12.

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AbstractOpalinus clay has a high sealing capacity and is therefore considered as a viable candidate for hosting high-level radioactive waste. Assessment of the long-term containment function of clays requires understanding and modelling of mass transport through evolving pore systems. Development of pore network models for diffusion, which can be coupled to models for deformation and micro-cracking, is reported. Effects of clay texture and solid phase constitution are calculated and analysed. The results are in the range of, but slightly over-predicting, experimentally measured coefficients of diffusion in different clay directions. Further model improvements require better knowledge of micro-pore tortuosity, which awaits higher resolution experimental techniques.

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27

Merinska, Dagmar, Jaroslav Mikula, Hana Kubisova, and Petr Svoboda. "PP/MMT Nanocomposite: Mathematic Modelling of Layered Nanofiller." Journal of Nanomaterials 2012 (2012): 1–7. http://dx.doi.org/10.1155/2012/860371.

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The comparison of calculated data from proposed mathematic model and experimentally obtained data of PP/clay nanocomposites was done with the focus on the layered shape of MMT platelets. Based on the well-known Kerner's model and the Halpin-Tsai' equation with the use of some described presumption, the mathematic model for PP/clay nanocomposite was proposed. Data from the measurement of prepared PP/clay samples were taken and compared with the calculated ones from the proposed model. The good agreement was found.

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28

De Soto, I. S., C. Ayora, and J. Cuevas. "Geochemical processes in compacted clay in contact with an acid landfill leachate: laboratory experiments and modelling results." Clay Minerals 49, no. 3 (June 2014): 443–55. http://dx.doi.org/10.1180/claymin.2014.049.3.07.

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AbstractClays are commonly used as liners in urban landfills. However, the reactive processes with landfill leachates, and in particular the role of accessory minerals is poorly known. The aim of this work is to evaluate the diffusion of a synthetic urban landfill leachate through compacted natural smectite-illitic clays containing carbonates and sulfates and to predict the functioning of the clay liner for different minor mineral proportions. The leachate, characterized by acidic pH conditions and high organic matter content, is a typical aqueous solution formed in the acetogenic phase of organic matter degradation in urban landfill areas. Medium-scale (11 cm) laboratory diffusion tests were performed over 77 days. Chloride diffusion coefficients, porosity changes, cation exchange constants and the sulfate reduction rate were quantitatively assessed by means of reactive transport modelling. The exchange capacity of the clays is responsible for NH4+retention. However, the presence or absence of gypsum in the initial clay rock controls the functioning of the liner. Gypsum dissolution ensures a high sulfate concentration in the porewater and enhances the acetate consumption via sulfate reduction. Gypsum dissolution and the concomitant calcite precipitation do not significantly alter the porosity of the clay rock.

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29

Salam, Haipan, and Yu Dong. "Theoretical Modelling Analysis on Tensile Properties of Bioepoxy/Clay Nanocomposites Using Epoxidised Soybean Oils." Journal of Nanomaterials 2019 (December 2, 2019): 1–20. http://dx.doi.org/10.1155/2019/4074869.

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A theoretical modelling framework was proposed to predict tensile moduli and tensile strengths of bioepoxy/clay nanocomposites in terms of clay content and epoxidised soybean oil (ESO) content, which could be influenced by properties of blended matrices in nanocomposites, clay filler type, orientation and dispersion status, clay morphological structures, and filler-matrix interfacial bonding. The random orientation of dispersed clay fillers played a significant role in predicting elastic moduli of bioepoxy/clay nanocomposites at clay contents of 1-8 wt% (ESO content: 20 wt%) according to Hui-Shia (H-S) laminate model and Halpin-Tsai (H-T) laminate model. In addition, when clay content was fixed at 5 wt%, H-S laminate model coincided well with the experimental data of bioepoxy/clay nanocomposites at the ESO contents of 0-40 wt%. Whereas, Hirsch model showed closer estimated values with experimental data at the ESO content of 60 wt%. Finally, Turcsányi-Pukànszky-Tüdõs (T-P-T) model predicted better tensile strengths of bioepoxy/clay nanocomposites at clay contents of 1-5 wt% (ESO content: 20 wt%) and at an ESO content of 20-60 wt% (clay content: 5 wt%).

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30

Yang, Ting, Hans Mattsson, Roland Pusch, Jan Laue, Sven Knutsson, and Xiaodong Liu. "Numerical Modelling of Clay Seal Maturation in Deep Boreholes with Nuclear Waste." Advances in Materials Science and Engineering 2020 (October 14, 2020): 1–15. http://dx.doi.org/10.1155/2020/4014185.

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One of the major challenges of high-level nuclear waste (HLW) isolation in deep boreholes is to anticipate the maturation behaviour of swelling clay when the waste, surrounded by dense clay encased in perforated tubes, is submerged into the borehole mud. The ultimate homogeneity of this clay seal acting as a barrier is expected to stabilize the borehole and to prevent possible leakage of radioactivity. In this study, a numerical model for predicting the maturation of the clay barrier has been developed. In the model, the water transport is controlled by the differences in the suction potential and the permeability. The model is able to simulate the maturation process, both the expeditious water transport and the clay migration into the surrounding mud, from beginning to end. Results from laboratory tests of the clay maturation were compared with the predictions made by the model. They are in good agreement, but refinement is proposed by taking the impact of the tube perforation on the maturation rate into more consideration. The proposed numerical model will also be useful in selecting a suitable design for clay barriers in HLW boreholes. Different combinations of clay dimensions and initial densities of mud and dense clay can thus be studied to determine the final homogenization and the end densities.

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Fauré, Marie-Hélène, Michel Sardin, and Pierre Vitorge. "Release of clay particles from an unconsolidated clay-sand core: experiments and modelling." Journal of Contaminant Hydrology 26, no. 1-4 (April 1997): 169–78. http://dx.doi.org/10.1016/s0169-7722(96)00066-6.

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32

Anno, Yutaka. "Modelling a Snowdrift by Means of Activated Clay Particles." Annals of Glaciology 6 (1985): 48–52. http://dx.doi.org/10.3189/1985aog6-1-48-52.

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This paper presents a small scale modelling of a snowdrift using activated clay particles.Characteristic properties of activated clay particles, which are different from model snow particles proposed previously by other investigators, are fineness, high angle of repose and wide range of cohesion. Such properties may provide a similitude of a snowdrift and the phenomena caused by wet snow particles in a small scale model.Experimental results presented in this paper show that activated clay particles are the most suitable substitute for natural snow particles in modelling, and indicate also the possibility of using them to model wet snow particles.

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Anno, Yutaka. "Modelling a Snowdrift by Means of Activated Clay Particles." Annals of Glaciology 6 (1985): 48–52. http://dx.doi.org/10.1017/s0260305500009976.

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This paper presents a small scale modelling of a snowdrift using activated clay particles. Characteristic properties of activated clay particles, which are different from model snow particles proposed previously by other investigators, are fineness, high angle of repose and wide range of cohesion. Such properties may provide a similitude of a snowdrift and the phenomena caused by wet snow particles in a small scale model. Experimental results presented in this paper show that activated clay particles are the most suitable substitute for natural snow particles in modelling, and indicate also the possibility of using them to model wet snow particles.

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34

Salas-Romero, Silvia, Alireza Malehmir, Ian Snowball, and Benoît Dessirier. "Subsurface characterization of a quick-clay vulnerable area using near-surface geophysics and hydrological modelling." Solid Earth 10, no. 5 (October 11, 2019): 1685–705. http://dx.doi.org/10.5194/se-10-1685-2019.

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Abstract. Quick-clay landslides are common geohazards in Nordic countries and Canada. The presence of potential quick clays is confirmed using geotechnical investigations, but near-surface geophysical methods, such as seismic and resistivity surveys, can also help identify coarse-grained materials associated with the development of quick clays. We present the results of reflection seismic investigations on land and in part of the Göta River in Sweden, along which many quick-clay landslide scars exist. This is the first time that such a large-scale reflection seismic investigation has been carried out to study the subsurface structures associated with quick-clay landslides. The results also show a reasonable correlation with radio magnetotelluric and travel-time tomography models of the subsurface. Other ground geophysical data, such as high magnetic values, suggest a positive correlation with an increased thickness of the coarse-grained layer and shallower depths to the top of the bedrock and the top of the coarse-grained layer. The morphology of the river bottom and riverbanks, e.g. subaquatic landslide deposits, is shown by side-scan sonar and bathymetric data. Undulating bedrock, covered by subhorizontal sedimentary glacial and postglacial deposits, is clearly revealed. An extensive coarse-grained layer (P-wave velocity mostly between 1500 and 2500 m s−1 and resistivity from approximately 80 to 100 Ωm) exists within the sediments and is interpreted and modelled in a regional context. Several fracture zones are identified within the bedrock. Hydrological modelling of the coarse-grained layer confirms its potential for transporting fresh water infiltrated in fractures and nearby outcrops located in the central part of the study area. The modelled groundwater flow in this layer promotes the leaching of marine salts from the overlying clays by seasonal inflow–outflow cycles and/or diffusion, which contributes to the formation of potential quick clays.

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35

Liu, M. D., and J. P. Carter. "A structured Cam Clay model." Canadian Geotechnical Journal 39, no. 6 (December 1, 2002): 1313–32. http://dx.doi.org/10.1139/t02-069.

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A theoretical study of the behaviour of structured soil is presented. A new model, referred to as the Structured Cam Clay model, is formulated by introducing the influence of soil structure into the Modified Cam Clay model. The proposed model is hierarchical, i.e., it is identical to the Modified Cam Clay soil model if a soil has no structure or if its structure is removed by loading. Three new parameters describing the effects of soil structure are introduced, and the results of a parametric study are also presented. The proposed model has been used to predict the behaviour of structured soils in both compression and shearing tests. By making comparisons of predictions with experimental data and by conducting the parametric study it is demonstrated that the new model provides satisfactory qualitative and quantitative modelling of many important features of the behaviour of structured soils.Key words: calcareous soils, clays, fabric, structure, constitutive relations, plasticity.

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Richer, Blanche, Ali Saeidi, Maxime Boivin, and Alain Rouleau. "Overview of Retrogressive Landslide Risk Analysis in Sensitive Clay Slope." Geosciences 10, no. 8 (July 22, 2020): 279. http://dx.doi.org/10.3390/geosciences10080279.

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Sensitive clays are known for producing retrogressive landslides, also called spread or flowslides. The key characteristics associated with the occurrence of these landslides on a sensitive clay slope must be assessed, and the potential retrogressive distance must be evaluated. Common risk analysis methods include empirical methods for estimating the distance of potential retrogression, analytical limit equilibrium methods, numerical modelling methods using the strength reduction technique, and the integration of a progressive failure mechanism into numerical methods. Methods developed for zoning purposes in Norway and Quebec provide conservative results in most cases, even if they don’t cover the worst cases scenario. A flowslide can be partially analysed using analytical limit equilibrium methods and numerical methods having strength reduction factor tools. Numerical modelling of progressive failure mechanisms using numerical methods can define the critical parameters of spread-type landslides, such as critical unloading and the retrogression distance of the failure. Continuous improvements to the large-deformation numerical modeling approach allow its application to all types of sensitive clay landslides.

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Horikoshi, K., and M. F. Randolph. "Centrifuge modelling of piled raft foundations on clay." Géotechnique 46, no. 4 (December 1996): 741–52. http://dx.doi.org/10.1680/geot.1996.46.4.741.

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38

Horikoshi, K., and M. F. Randolph. "Centrifuge modelling of piled raft foundations on clay." Géotechnique 47, no. 2 (April 1997): 389. http://dx.doi.org/10.1680/geot.1997.47.2.389.

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39

Andreescu, Radian Romus, and Mirea Pavel. "Uncommon practice of Gumelniţa. Zoomorphic clay figurines modelling." Cercetări Arheologice 11, no. 1-2 (2000): 611–13. http://dx.doi.org/10.46535/ca.11.29.

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Hudacsek, P., M. F. Bransby, P. D. Hallett, and A. G. Bengough. "Centrifuge modelling of climatic effects on clay embankments." Proceedings of the Institution of Civil Engineers - Engineering Sustainability 162, no. 2 (June 2009): 91–100. http://dx.doi.org/10.1680/ensu.2009.162.2.91.

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41

Chertkov, V. Y. "Modelling the shrinkage curve of soil clay pastes." Geoderma 112, no. 1-2 (March 2003): 71–95. http://dx.doi.org/10.1016/s0016-7061(02)00297-5.

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Coussy, O., P. Dangla, L. Dormieux, and E. Lemarchand. "A two-scale modelling of a swelling clay." Le Journal de Physique IV 09, PR9 (September 1999): Pr9–21—Pr9–31. http://dx.doi.org/10.1051/jp4:1999903.

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Liu, N., and J. K. Mitchell. "Modelling electromagnetic properties of saturated sand and clay." Geomechanics and Geoengineering 4, no. 4 (November 27, 2009): 253–69. http://dx.doi.org/10.1080/17486020903294325.

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Jones, L. D., and R. Terrington. "Modelling Volume Change Potential in the London Clay." Quarterly Journal of Engineering Geology and Hydrogeology 44, no. 1 (February 2011): 109–22. http://dx.doi.org/10.1144/1470-9236/08-112.

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Rose, A. V., R. N. Taylor, and M. H. El Naggar. "Numerical modelling of perimeter pile groups in clay." Canadian Geotechnical Journal 50, no. 3 (March 2013): 250–58. http://dx.doi.org/10.1139/cgj-2012-0194.

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The load distribution among piles in a group varies such that the inner piles often carry a smaller share of the total load compared to the outer piles, which is a result of increased soil–pile interaction. The main objective of this paper is to establish the relative effectiveness of pile groups with no inner piles (perimeter group), when compared to the more common grid configuration. The numerical investigation utilized the finite element programme ABAQUS and considered a range of variables that affect pile group behaviour including number of piles, pile spacing, length/diameter ratio, and soil strength. It was demonstrated that a complete grid group is less efficient than a perimeter group, where efficiency is defined as the load capacity of the whole group expressed as a ratio of the number of piles in the group multiplied by the load capacity of a single isolated pile. Efficiencies close to unity were observed for some perimeter groups. Perimeter groups also showed that a “block” type group failure could occur, where piles were placed at a spacing of less than 2.0 pile diameters,d, centre-to-centre. This often, but not always, led to a reduction in the efficiency of the pile group.

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Shchemelinina, Tatyana N., László A. Gömze, Olga B. Kotova, Jamal Eldin F. M. Ibrahim, Dmitry A. Shushkov, Maria Harja, Grigoriy V. Ignatiev, and Elena M. Anchugova. "Clay- and zeolite-based biogeosorbents: modelling and properties." Epitoanyag - Journal of Silicate Based and Composite Materials 71, no. 4 (2019): 131–37. http://dx.doi.org/10.14382/epitoanyag-jsbcm.2019.23.

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Peter Matthews, G., Cathy J. Ridgway, and Joe S. Small. "Modelling of simulated clay precipitation within reservoir sandstones." Marine and Petroleum Geology 13, no. 5 (August 1996): 581–89. http://dx.doi.org/10.1016/0264-8172(95)00099-2.

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Yin, Zhen-Yu, and Ching S. Chang. "Microstructural modelling of stress-dependent behaviour of clay." International Journal of Solids and Structures 46, no. 6 (March 2009): 1373–88. http://dx.doi.org/10.1016/j.ijsolstr.2008.11.006.

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Wang, Kuanjun, Lizhong Wang, and Yi Hong. "Modelling thermo-elastic–viscoplastic behaviour of marine clay." Acta Geotechnica 15, no. 9 (February 20, 2020): 2415–31. http://dx.doi.org/10.1007/s11440-020-00917-9.

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Pougatch, Konstantin, Sean Delfel, Majid Hosseini, Benny Moyls, Ardalan Sadighian, and Adrian Revington. "Population balance modelling of dense clay slurries flocculation." Chemical Engineering Science 231 (February 2021): 116260. http://dx.doi.org/10.1016/j.ces.2020.116260.

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