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Journal articles on the topic 'Cam Clay'

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Published: 4 June 2021

Last updated: 21 February 2023

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1

Muhamad Bustaman, Nurul Wahieda, and Mohd Salman Abu Mansor. "A Study on CAD/CAM Application in CNC Milling Using Industrial Clay." Applied Mechanics and Materials 761 (May 2015): 32–36. http://dx.doi.org/10.4028/www.scientific.net/amm.761.32.

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Throughout the production process, improper planning and exploitation of the CAD/CAM system leads to the low level utilization of the CNC milling machine. In product design, tangible prototype is fabricated using CAD/CAM techniques in the design phase to analyse and modify the product before actual production. In this research, industrial clay is used as the prototype material. The objectives of the study are to investigate the machining parameters of industrial clay using the CNC milling machine and to apply the CAD/CAM system in producing a clay sample part via the CNC milling machine. Using uncomplicated and low cost setup for the fabrication method, an industrial clay sample part is prepared in the CAD/CAM system and shaped using the CNC milling machine. The difference between the simulated and the actual machining time of the machined part is analysed.

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2

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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3

MAšíN, D. "Hypoplastic Cam-clay model." Géotechnique 62, no. 6 (June 2012): 549–53. http://dx.doi.org/10.1680/geot.11.t.019.

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4

Srinivasa Murthy, B. R., A. Vatsala, and T. S. Nagaraj. "Revised Cam‐Clay Model." Journal of Geotechnical Engineering 117, no. 6 (June 1991): 851–71. http://dx.doi.org/10.1061/(asce)0733-9410(1991)117:6(851).

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5

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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6

Xu, Bin Bin, and Toshihiro Noda. "Determination of Parameter in SYS Cam-Clay Model of Ultra-Soft Clay." Applied Mechanics and Materials 744-746 (March 2015): 470–73. http://dx.doi.org/10.4028/www.scientific.net/amm.744-746.470.

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Parameter analyses in the constitutive model determine the precision of numerical results. Cam-clay model is the first elasto-plastic model in the world and widely used in the practical engineering. SYS Cam-clay model is proposed based on Cam-clay model by incorporating the concept of overconsolidation, soil structure and anisotropy. There are two groups of parameters in this model, elasto-plastic parameters that are exactly same as those in Cam-clay model and evolutional parameters that decide the variation of overconsolidation, soil structure and anisotropy. The detailed process to determine the parameters is introduced step by step.

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7

Murthy, B. R. Srinivasa, A. Vatsala, and T. S. Nagaraj. "Can Cam‐Clay Model Be Generalized?" Journal of Geotechnical Engineering 114, no. 5 (May 1988): 601–13. http://dx.doi.org/10.1061/(asce)0733-9410(1988)114:5(601).

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8

Karstunen, Minna, and Mirva Koskinen. "Plastic anisotropy of soft reconstituted clays." Canadian Geotechnical Journal 45, no. 3 (March 2008): 314–28. http://dx.doi.org/10.1139/t07-073.

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The aim of the paper is to extend the experimental validation of the S-CLAY1 model, which is a recently proposed elastoplastic constitutive model that accounts for initial and plastic strain-induced anisotropy. Drained stress path controlled tests were performed on reconstituted samples of four Finnish clays to study the effects of anisotropy in the absence of the complexities of structure present in natural undisturbed clays. Each test involved several loading, unloading, and reloading stages with different values of stress ratio and, hence, induced noticeable changes in the fabric anisotropy. Comparisons between test results and model predictions with the S-CLAY1 model and the modified Cam clay model demonstrate that despite its simplicity, the S-CLAY1 model can provide excellent predictions of the behaviour of unstructured soil.

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9

Xu, Bin Bin, Toshihiro Noda, and Kentaro Nakai. "Sensitivity Analysis of Parameters in SYS Cam-Clay Model." Advanced Materials Research 1030-1032 (September 2014): 864–70. http://dx.doi.org/10.4028/www.scientific.net/amr.1030-1032.864.

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The SYS Cam-clay model, which is extended based on the Cam-clay model and the critical state theory, is able to describe the heavily overconsolidated and structure soils. However compared with Cam-clay model with five elasto-plastic parameters there are six additional evolutional parameters in SYS Cam-clay model and the sensitivity analysis of the new added parameters should be carried out. Through the calculation of constitutive response assuming the uniform deformation field, the sensitivities of degradation index of structure, degradation index of overconsolidation ratio and rotational hardening index are investigated respectively. It can be seen that the peak strength and the “rewinding behavior” in the effective stress path are influenced greatly while there is no coupling effect of these parameters mutually. The initial overconsolidation ratio and degree of structure also have an effect on the mechanical behavior and the initial specific volume.

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10

Fattah, Mohammed Y., Firas A. Salman, and Bestun J. Nareeman. "Numerical Simulation of Triaxial Test in Clayey Soil Using Different Constitutive Relations." Advanced Materials Research 243-249 (May 2011): 2973–77. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.2973.

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The stress paths to which specimens are subjected in triaxial tests together with the yield surfaces, which may be exercised in different models of such a test are simulated. A laboratory testing on undisturbed clay soil samples was performed in order to characterize the stress-strain behaviour of the residual soils in Sao Paulo sedimentary deposit. The sample is tested under isotropically consolidated drained triaxial compression. Strain controlled procedure was used to simulate stress-strain relationships of the soil. Seven models are used; namely: linear elastic, Duncan-Chang hyperbolic, Mohr-Coulomb, Cam clay, modified Cam clay, new Mohr-Coulomb and Cap model. It was concluded that the results of Cam clay and Duncan Chang models are the closest to the experimental data under low confining pressures; 49 and 98 kPa. Both models exhibit parabolic stress-strain relationships while the linear elastic model results are far away from experimental ones especially at large stress levels. At high confining pressure; 196 kPa, the modified Cam clay best correlates the stress and strain.

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11

Pye, Christropher Nigel. "The influence of constitutive models on self-boring pressuremeter interpretation in clay." Canadian Geotechnical Journal 32, no. 3 (June 1, 1995): 420–27. http://dx.doi.org/10.1139/t95-046.

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A comparison of the elastic-perfectly plastic (EPP) and hyperbolic (HB) theories for interpreting loading and unloading parts of self-boring pressuremeter (SBP) tests in clay is presented. Computer-aided modelling (CAM) is used to analyze 60 SBP tests in clay to obtain shear modulus (G), undrained shear strength (Su), and in situ total horizontal geostatic stress (σHo). It is shown that the technique of CAM is consistent, repeatable, and simple to use. For all tests analyzed by both models the inferred horizontal geostatic stresses are identical and comparable to "lift-off" measurements. A small systematic difference is found between the two models for the undrained shear strength of soft and stiff clays. The shear modulus valves derived from the EPP model are unrelated to the true modulus of the soil. There is, however, a semiempirical relationship between the HB model and pressuremeter unload–reload (UR) shear modulus. Key words : clay, self-boring pressuremeter, elastic-perfectly plastic, hyperbolic.

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12

Xiao, Huawen, Fook Hou Lee, and Yong Liu. "Bounding Surface Cam-Clay Model with Cohesion for Cement-Admixed Clay." International Journal of Geomechanics 17, no. 1 (January 2017): 04016026. http://dx.doi.org/10.1061/(asce)gm.1943-5622.0000671.

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13

Li, Haichao, Sheng Zhang, Jidong Teng, and Daishao Sheng. "A new structured subloading cam clay model." Japanese Geotechnical Society Special Publication 1, no. 2 (2015): 61–65. http://dx.doi.org/10.3208/jgssp.cpn-25.

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14

Mayne, Paul W. "Undrained Plastic Modulus from Original Cam Clay." Journal of Geotechnical Engineering 121, no. 5 (May 1995): 448–51. http://dx.doi.org/10.1061/(asce)0733-9410(1995)121:5(448).

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15

Zouain, Nestor, Ivaldo Pontes, and Jean Vaunat. "Potentials for the modified Cam-Clay model." European Journal of Mechanics - A/Solids 29, no. 3 (May 2010): 327–36. http://dx.doi.org/10.1016/j.euromechsol.2009.11.008.

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16

Navarro, V., M. Candel, A. Barenca, A. Yustres, and B. García. "Optimisation procedure for choosing Cam clay parameters." Computers and Geotechnics 34, no. 6 (November 2007): 524–31. http://dx.doi.org/10.1016/j.compgeo.2007.01.007.

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17

Ortiz, M., and A. Pandolfi. "A variational Cam-clay theory of plasticity." Computer Methods in Applied Mechanics and Engineering 193, no. 27-29 (July 2004): 2645–66. http://dx.doi.org/10.1016/j.cma.2003.08.008.

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18

Au, Alfred SK, Albert T. Yeung, and Kenichi Soga. "Pressure-controlled cavity expansion in clay." Canadian Geotechnical Journal 43, no. 7 (July 1, 2006): 714–25. http://dx.doi.org/10.1139/t06-037.

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Experimental studies and numerical simulation of experiments were conducted on pressure-controlled cavity expansion in clay. The modified Cam-clay model was used to describe the clay behaviour. The experimental data are in good agreement with the simulation results, indicating that the adopted numerical simulation procedure is a plausible and reliable technique to study the fundamental behaviour of pressure-controlled cavity expansion. A new parameter, cavity aspect ratio (CAR), was defined to better describe the cavity shape. Different phenomena during the cavity expansion process are thus studied numerically, and the results are presented in this paper.Key words: pressure-controlled cavity expansion, numerical simulation, laboratory investigation, modified Cam-clay model, cavity aspect ratio (CAR), ABAQUS.

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19

Gaone, F. M., J. P. Doherty, and S. Gourvenec. "An optimization strategy for evaluating modified Cam clay parameters using self-boring pressuremeter test data." Canadian Geotechnical Journal 56, no. 11 (November 2019): 1668–79. http://dx.doi.org/10.1139/cgj-2018-0385.

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This paper presents an efficient, practical, and automated strategy for deriving modified Cam clay parameters from undrained self-boring pressuremeter (SBPM) data. A mixed approach involving a parametric sweep and numerical optimization is used, with a focus on parameter groups that dominate the modified Cam clay response in undrained cavity expansion. The proposed technique is illustrated using data from SBPM tests carried out in soft estuarine clay. The resulting parameters are used to back-analyse large-scale foundation load tests and are shown to provide an excellent match to the measured foundation response.

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20

Chang, Ming-Fang, Cee Ing Teh, and LaiFa Cao. "Critical state strength parameters of saturated clays from the modified Cam clay model." Canadian Geotechnical Journal 36, no. 5 (November 23, 1999): 876–90. http://dx.doi.org/10.1139/t99-050.

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The evaluation of critical state strength parameters is important, especially with the introduction of limit state design. The modified Cam clay (MCC) model is often used, but it is suitable mainly for evaluating the critical state strength parameters from triaxial compression tests on isotropically consolidated soils. The initial stress condition of a natural soil is usually anisotropic, and the stress paths imposed by external loading could deviate from that of a simple triaxial compression. The use of MCC in practice deserves careful consideration. This paper describes a proposed extension of the MCC model for the evaluation of critical state strength parameters from undrained triaxial and plane strain tests on anisotropically consolidated clays. Using Lade's failure criterion and the plastic potential of MCC, a generalized yield surface is determined and the relationships between the critical state internal friction angles from various triaxial and plane strain tests are obtained. By relating the isotropic overconsolidation ratio to the conventional overconsolidation ratio (OCR), a procedure is suggested for the prediction of critical state undrained shear strength (su) for clays. The undrained strength normalized by the preconsolidation pressure is not a constant but a function of the angle of internal friction and the OCR. For overconsolidated clay, the predicted undrained strength ratio (su/σVO) for the triaxial compression condition is larger than that for the plane strain compression condition. Comparisons of predicted results with published data indicate that the procedure is applicable to various compression tests on normally and lightly to moderately overconsolidated clays. Key words: stress anisotropy, clay, constitutive model, critical state, laboratory test, shear strength parameters.

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21

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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22

Chai, J. C., N. Miura, H. H. Zhu, and Yudhbir. "Compression and consolidation characteristics of structured natural clay." Canadian Geotechnical Journal 41, no. 6 (December 1, 2004): 1250–58. http://dx.doi.org/10.1139/t04-056.

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The compression and consolidation behavior of some structured natural clays are discussed. It is shown that for some structured natural clays, the relation between void ratio (e) and mean effective stress (p′) is more linear in a ln(e + ec) ln(p′) plot (where ec is a soil parameter) than in an e ln(p′) plot. It is proposed that for structured natural clay with a sensitivity value greater than 4, a linear ln(e + ec) ln(p′) relation can be used in settlement and consolidation calculation. The effect of introducing a linear ln(e + ec) ln(p′) relation on the calculated loadsettlement curve and consolidation behavior of structured clays is discussed. The linear ln(e + ec) ln(p′) relation was incorporated into the modified Camclay model by modifying the hardening law of the model. It is shown that using the linear ln(e + ec) ln(p′) relation simulated the consolidation behavior of the structured natural clays better than using the linear e ln(p′) relation.Key words: structured natural clay, compression, consolidation, constitutive model, numerical analysis.

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23

Yao, Yang-Ping, and De'An Sun. "Application of Lade's Criterion to Cam-Clay Model." Journal of Engineering Mechanics 126, no. 1 (January 2000): 112–19. http://dx.doi.org/10.1061/(asce)0733-9399(2000)126:1(112).

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24

Jain, S. K., Yang-Ping Yao, and De'An Sun. "Application of Lade's Criterion to Cam-Clay Model." Journal of Engineering Mechanics 127, no. 6 (June 2001): 631–33. http://dx.doi.org/10.1061/(asce)0733-9399(2001)127:6(631).

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25

MANZARI, MAJID T., and KARMA YONTEN. "ON IMPLEMENTATION AND PERFORMANCE OF AN ANISOTROPIC CONSTITUTIVE MODEL FOR CLAYS." International Journal of Computational Methods 11, no. 02 (March 2014): 1342009. http://dx.doi.org/10.1142/s0219876213420097.

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Numerical implementation of an anisotropic constitutive model for clays (SANICLAY) is presented. Moreover, a case study in which a soil embankment is placed on a K0-consolidated over-consolidated clay is analyzed by conducting an elastoplastic fully-coupled finite element analysis. It is shown that anisotropy has significant impact on the ground settlement caused by the placement of soil embankment and on the pore pressure generation and dissipation within the foundation soil. The simulations using SANICLAY favorably compare with the field measurements of ground settlement and pore pressure. The drawbacks of the use of an isotropic elastoplastic model (Cam Clay) are also demonstrated.

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26

Zhang, Kunyong, and Yingbo Ai. "COMPARISON AND APPLICATION OF DIFFERENT ELASTO-PLASTIC CONSTITUTIVE MODELS IN FEM ANALYSIS OF AN EXCAVATED SOIL SLOPE." Journal of Civil Engineering and Management 18, no. 6 (November 20, 2012): 802–10. http://dx.doi.org/10.3846/13923730.2012.720931.

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A modified anisotropic elasto-plastic model is presented in this paper based on the frame work of Modified Cam-clay model and Original Sekiguchi-Ohta model by applying a new stress ratio parameter, through which the yield locus and hardening axis in the p-q plane were adjusted to give a more reasonable description of the practical excavation stress path from initial K0 state. Typical excavated soil slope was selected as the illustration example to carry out the finite element numerical analysis by applying four constitutive models (Original Cam-Clay, Modified Cam-Clay, Original Sekiguchi-Ohta and Modified Sekiguchi-Ohta). The calculated displacements of the slope with above different constitutive models were then compared with the measured infield data. It was found the field measured data agree better with the results calculated from modified model, which indicates that the modified anisotropic model is more suitable in the description of the stress path of excavated soils slope after K0 consolidation.

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27

Mita, K. A., G. R. Dasari, and K. W. Lo. "Performance of a Three-Dimensional Hvorslev–Modified Cam Clay Model for Overconsolidated Clay." International Journal of Geomechanics 4, no. 4 (December 2004): 296–309. http://dx.doi.org/10.1061/(asce)1532-3641(2004)4:4(296).

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28

Dudoignon, P., D. Gélard, and S. Sammartino. "Cam-clay and hydraulic conductivity diagram relations in consolidated and sheared clay-matrices." Clay Minerals 39, no. 3 (September 2004): 267–79. http://dx.doi.org/10.1180/0009855043930134.

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AbstractImage analyses, carried out on thin sections made in consolidated and sheared kaolinite test pieces, allow the identification of three ‘microstructural domains’: (1) the initial isotropic matrix; (2) a partly anisotropic matrix resulting from simple particle arrangement; and (3) an anisotropic matrix resulting from rearrangement plus flattening and delamination of particles.In order to explain the micromechanisms of the clay matrix behaviour, this paper proposes to link the ‘microstructural domains’ represented in the e vs. log p Cam-clay diagram and domains of hydraulic conductivity in the k vs. e diagram.The hydraulic conductivities are calculated following the Kozeny-Carman relations, which take into account the micro-arrangement of particles via a tortuosity calculation. The generation of 2D images shows that the preservation of the isotropic arrangement of particles is limited by a minimum porosity value. A decrease of the porosity value below this limit can be explained only by a progressive anisotropic rearrangement of the particles.The microtexture behaviour, induced by the superimposition of the compaction, orientation and particle flattening and delamination stages, causes an anisotropy of the hydraulic conductivity which affects (1) the interstitial water flow direction, (2) the rotation of particles itself, and (3) the damage mechanism of the clay.

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29

Gelard,, D., Ρ. Dudoignon,, A. Pantet,, and S. Sammartino,. "CAM-CLAY and Hydraulic Conductivity Diagram Relations in Consolidated and Sheared Clay-Matrices." Journal of the Mechanical Behavior of Materials 16, no. 1-2 (April 2005): 55–64. http://dx.doi.org/10.1515/jmbm.2005.16.1-2.55.

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30

Wheeler, Simon J., Anu Näätänen, Minna Karstunen, and Matti Lojander. "An anisotropic elastoplastic model for soft clays." Canadian Geotechnical Journal 40, no. 2 (April 1, 2003): 403–18. http://dx.doi.org/10.1139/t02-119.

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An anisotropic elastoplastic model for soft clays is presented. Experimental data from multistage drained triaxial stress path tests on Otaniemi clay from Finland provide support for the proposed shape of the yield curve and for the proposed relationship describing the change of yield curve inclination with plastic straining. Procedures are proposed for determining the initial inclination of the yield curve and the values of the two additional soil constants within the model. Comparisons of model simulations with experimental data demonstrate significant improvements in the performance of the new model over the Modified Cam Clay model. The remaining discrepancies are mainly attributable to the important role of destructuration in the sensitive Otaniemi clay.Key words: anisotropy, constitutive relations, elastoplasticity, laboratory tests, rotational hardening, soft clays.

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31

Tong, Chen-Xi, Hong-Wei Liu, and Hai-Chao Li. "Constitutive Modeling of Normally and Over-Consolidated Clay with a High-Order Yield Function." Mathematics 10, no. 9 (April 20, 2022): 1376. http://dx.doi.org/10.3390/math10091376.

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In this paper, a simple sub-loading yield surface model for both normally consolidated and over-consolidated clay is proposed with emphasis on the effect of the yield surface shape. Compared with the modified Cam-clay model, only one additional material parameter is introduced to reflect geometry features of the yield surface. A higher-order stress–dilatancy relation is given in the current study, leading to a new yield function capable of offering an adequate description of the yield surface of soil samples in the p–q plane. By introducing the concept of the sub-loading yield surface and the unified hardening parameter, the proposed model can capture the main features of the over-consolidated clay with dilatancy and strain-softening behavior and the main features of the normally consolidated clay with contraction and strain-hardening behavior. The results show that adjusting the yield surface leads to more accurate predictions than the modified Cam-clay model. The proposed model can also reasonably describe its mechanical behavior for clay samples.

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32

Li, Jinzhu, Wenjun Wang, Yijun Zhu, Haofeng Xu, and Xinyu Xie. "An Elastic-Viscoplastic Model for Time-Dependent Behavior of Soft Clay and Its Application on Rheological Consolidation." Mathematical Problems in Engineering 2014 (2014): 1–14. http://dx.doi.org/10.1155/2014/587412.

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To describe the time-dependent behavior of soft clay, this paper extended one-dimensional Nishihara model to three-dimensional stress state based on the framework of Perzyna’s overstress theory and modified cam-clay model. The yield criterion of modified cam-clay model was used to describe the plastic properties of soft clay, and the overstress theory was used to describe the strain rate effect. Triaxial rheological tests were carried out on Ningbo soft clay and the rheological characteristics were studied. Based on laboratory results, the parameters of proposed model were determined by curve fitting, which show that this model is suitable for the rheological characteristics of Ningbo soft clay. The analysis of parameters shows that, the value of parameters changes slightly with different deviatoric stress when the confining pressure was constant, but changes notably with the increase of confining pressure. A user material subroutine of the proposed constitutive mode was coded on the platform of the FEM software ABAQUS and verified by triaxial compression of soil column. A plain strain problem was computed to analyze the rheological consolidation properties of soft clay, in which the rheological effect and the finite strain effect were considered.

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33

SHIBI, Toshihide, and Chikayoshi YATOMI. "Bifurcation Analysis in a Two-layer Cam-clay Model." Journal of applied mechanics 2 (1999): 371–82. http://dx.doi.org/10.2208/journalam.2.371.

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34

Agraine, Hana, Meriem Fakhreddine Bouali, and Abdelhamid Messameh. "Numerical Analysis of One-Dimensional Consolidation in Fine-Grained Soils." Key Engineering Materials 857 (August 2020): 334–40. http://dx.doi.org/10.4028/www.scientific.net/kem.857.334.

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The purpose of this study is to discuss which constitutive law can describes at best the observed behavior of Silt and Gravelly Clay on the basis of experimental and analytical results. To find numerical solution for saturated soils in oedometer test Plaxis 2D the finite element software was used. In order to obtain the compressibility, excess pore pressure and degree of consolidation curves; two constitutive laws were used in this work: the Soft Soil Model ‘SSM’ and the Modified Cam Clay Model ‘MCC’. Predicted results were found in good agreement with measurements obtained from experimental test and analytical solutions. The Soft Soil is in good agreement with experimental results in the compressibility curve; however the Modified Cam Clay Model is the most appropriate if compared with the analytical solution.

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35

Pijnenburg, Ronald P. J., and Christopher J. Spiers. "Microphysics of Inelastic Deformation in Reservoir Sandstones from the Seismogenic Center of the Groningen Gas Field." Rock Mechanics and Rock Engineering 53, no. 12 (August 14, 2020): 5301–28. http://dx.doi.org/10.1007/s00603-020-02215-y.

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AbstractPhysics-based assessment of the effects of hydrocarbon production from sandstone reservoirs on induced subsidence and seismicity hinges on understanding the processes governing compaction of the reservoir. Compaction strains are typically small (ε < 1%) and may be elastic (recoverable), or partly inelastic (permanent), as implied by recent experiments. To describe the inelastic contribution in the seismogenic Groningen gas field, a Cam–clay-type plasticity model was recently developed, based on the triaxial test data obtained for sandstones from the Groningen reservoir (strain rate ~ 10−5 s−1). To underpin the applicability of this model at production-driven strain rates (10−12 s−1), we develop a simplified microphysical model, based on the deformation mechanisms observed in triaxial experiments at in situ conditions and compaction strains (ε < 1%). These mechanisms include consolidation of and slip on µm-thick clay films within sandstone grain contacts, plus intragranular cracking. The mechanical behavior implied by this model agrees favourably with the experimental data and Cam–clay description of the sandstone behavior. At reservoir-relevant strains, the observed behavior is largely accounted for by consolidation of and slip on the intergranular clay films. A simple analysis shows that such clay film deformation is virtually time insensitive at current stresses in the Groningen reservoir, so that reservoir compaction by these mechanisms is also expected to be time insensitive. The Cam–clay model is accordingly anticipated to describe the main trends in compaction behavior at the decade time scales relevant to the field, although compaction strains and lateral stresses may be slightly underestimated due to other, smaller creep effects seen in experiments.

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Li, Hang Zhou, Hong Jian Liao, Kyoji Sassa, and Gong Hui Wang. "Unified Three-Dimensional Revision of Modified Cam Clay Model." Key Engineering Materials 340-341 (June 2007): 1267–72. http://dx.doi.org/10.4028/www.scientific.net/kem.340-341.1267.

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According to unified strength parameters obtained from unified strength theory, the slope of critical state line is modified to reflect critical states of different geomaterials under general stress states. Yield function that can consider the effect of the third deviatoricic invariant is proposed, and an elasto-plastic constitutive model is established by adopting non-associated flow rules; furthermore, methods of overcoming singular points on the yield surface are discussed. The proposed model is verified by true triaxial tests of clay, and results show that the model can well predict stress-strain relationships.

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Matsuoka, Hajime, Yang-Ping Yao, and De’An Sun. "The Cam-Clay Models Revised by the SMP Criterion." Soils and Foundations 39, no. 1 (February 1999): 81–95. http://dx.doi.org/10.3208/sandf.39.81.

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Hsieh, H. S., E. Kavazanjian, and R. I. Borja. "Double‐Yield‐Surface Cam‐Clay Plasticity Model. I: Theory." Journal of Geotechnical Engineering 116, no. 9 (September 1990): 1381–401. http://dx.doi.org/10.1061/(asce)0733-9410(1990)116:9(1381).

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Xiao, Yang, HanLong Liu, and Robert Y. Liang. "Modified Cam-Clay model incorporating unified nonlinear strength criterion." Science China Technological Sciences 54, no. 4 (February 28, 2011): 805–10. http://dx.doi.org/10.1007/s11431-011-4313-4.

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Nova, Roberto. "An extended Cam Clay model for soft anisotropic rocks." Computers and Geotechnics 2, no. 2 (January 1986): 69–88. http://dx.doi.org/10.1016/0266-352x(86)90005-4.

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Nagendra Prasad, K., N. Sulochana, and U. Venkata Ramana. "Applicability of Cam-Clay Models for Tropical Residual Soils." Journal of The Institution of Engineers (India): Series A 94, no. 1 (March 2013): 1–8. http://dx.doi.org/10.1007/s40030-013-0034-y.

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Krabbenhoft, K., and A. V. Lyamin. "Computational Cam clay plasticity using second-order cone programming." Computer Methods in Applied Mechanics and Engineering 209-212 (February 2012): 239–49. http://dx.doi.org/10.1016/j.cma.2011.11.006.

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Cheng, Tao, Yi Zhang, and Keqin Yan. "Experimental Study of Silty Clay Plane Strain Tri-axial Test under RTC Path and Modified Cam-clay Model." Civil Engineering Journal 4, no. 3 (April 7, 2018): 518. http://dx.doi.org/10.28991/cej-0309112.

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The character of geomaterials is affected by stress path remarkably. Under different stress paths, the stress-strain characteristics of geomaterials are difference. For the unloading path in existing engineering situation, the physical parameters and constitutive model is usually determined by loading test. The path to uninstall the actual project conditions which may be a larger error. Therefore, this work proceeding from the actual project, deep excavation of the lateral unloading condition is analysed. The tests of CTC path and RTC path on silty clay in Huangshi city of china by multi-path tri-axial plane strain are carried on in the geotechnical Engineering Laboratory of Huangshi Institute of Technology. Then, the phenomenon under the two stress paths are compared with each other and describing the differences between them. The mechanical properties in the RTC stress path is analyzed mainly. Based on the Cam-Clay model framework, then derived this material yield equation based on Cam-clay model, Laiding the foundation for the numerical analysis.

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Ou, Chang-Yu, and Ching-Her Lai. "Finite-element analysis of deep excavation in layered sandy and clayey soil deposits." Canadian Geotechnical Journal 31, no. 2 (April 1, 1994): 204–14. http://dx.doi.org/10.1139/t94-026.

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This paper presents an application of finite-element analysis to deep excavation in layered sandy and clayey soil deposits using a combination of the hyperbolic and the Modified Cam-clay models. In the analysis, the drained behavior of cohesionless soil and the undrained behavior of cohesive soil were simulated using the hyperbolic and Modified Cam-clay models, respectively. A rational procedure for determining soil parameters for each of the models was established. A simulation of the dewatering process during excavation was proposed. The analytical procedure was confirmed through an analysis of three actual excavation cases. Finally, analyses considering pore-water pressure dissipation during the actual elapsed time for each construction phase were carried out. The results indicate that the calculated displacement of a retaining wall during excavation is smaller than that given by undrained analysis. It was thought that some degree of pore-water pressure dissipation actually occurs during the intermediate excavation stages. This results in a decrease in the final deformation of the wall and ground.-surface settlement than would be predicted by undrained analysis. Key words : finite-element analysis, deep excavation, hyperbolic model, Cam-clay model.

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Gu, Xiao Jie, Tai Quan Zhou, and Song Cheng. "The Soft Soil Foundation Consolidation Numerical Simulation Based on the Model of Modified Cam-Clay." Applied Mechanics and Materials 580-583 (July 2014): 3223–26. http://dx.doi.org/10.4028/www.scientific.net/amm.580-583.3223.

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The clay layer finite element analysis model , which is established by using finite element program to simulate the embankment filling , takes the intercoupling between water and clay in drainage consolidation process into full account. The use of the effective stress principle consider the characteristics of clay such as nonlinerity , large deformation and so on ,carry out the plane strain finite element analysis on the clay and solve a series of engineering problems.

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Li, Yong Quan, Jun Fu Chen, Yun Zhong Tu, and Xiao Tao Yuan. "Analysis of the Treatment of Soft Soil Considering Rheological Property." Advanced Materials Research 518-523 (May 2012): 4417–20. http://dx.doi.org/10.4028/www.scientific.net/amr.518-523.4417.

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viscoelasto-plastic; double yield surface; equivalent sand wall; finite element; Abstract. Based on double yield elastoplastic model, one viscoelasto-plastic model is dealt with in detail. The method of transferring to equivalent sand wall is introduced when soft soil is treated by plastic drainage plate. The viscoelasto-plastic model and modified Cam-Clay model are applied into the finite element calculation of soft foundation treatment of a tailing dam. By comparison, it can be got that the displacement calculated by the viscoelasto-plastic model is closer to monitoring data than that calculated by modified Cam-Clay model. It demonstrates the reasonableness and efficiency of the viscoelasto-plastic model．

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Sawicki, Andrzej. "Dilation and Modelling of Sands in the Light of Experimental Data." Archives of Hydro-Engineering and Environmental Mechanics 61, no. 1-2 (June 1, 2014): 3–15. http://dx.doi.org/10.1515/heem-2015-0001.

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Abstract The problem of dilation is discussed in the context of classical Cam-Clay model, which was developed on the basis of a specific assumption regarding the plastic work. This assumption leads to a special form of the dilation function, from which a shape of yield function is derived. The above mentioned assumption is compared with the results of the triaxial tests, performed on the model “Skarpa” sand. It is shown that the Cam-Clay approach is not realistic, as it is based on the assumption which is not consistent with experimental data. Some general considerations and discussion of this problem are also presented.

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Castro, Jorge, and Minna Karstunen. "Numerical simulations of stone column installation." Canadian Geotechnical Journal 47, no. 10 (October 2010): 1127–38. http://dx.doi.org/10.1139/t10-019.

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This paper describes the results of numerical simulations investigating the installation effects of stone columns in a natural soft clay. The geometry of the problem is simplified to axial symmetry, considering the installation of one column only. Stone column installation is modelled as an undrained expansion of a cylindrical cavity. The excess pore pressures generated in this process are subsequently assumed to dissipate towards the permeable column. The process is simulated using a finite element code that allows for large displacements. The properties of the soft clay correspond to Bothkennar clay, modelled using S-CLAY1 and S-CLAY1S, which are Cam clay–type models that account for anisotropy and destructuration. Stone column installation alters the surrounding soil. The expansion of the cavity generates excess pore pressures, increases the horizontal stresses of the soil, and most importantly modifies the soil structure. The numerical simulations performed allow quantitative assessment of the post-installation value of the lateral earth pressure coefficient and the changes in soil structure caused by column installation. These effects and their influence on stone column design are discussed.

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Horpibulsuk, Suksun, Martin D. Liu, Deepa S. Liyanapathirana, and Jirayut Suebsuk. "Behaviour of cemented clay simulated via the theoretical framework of the Structured Cam Clay model." Computers and Geotechnics 37, no. 1-2 (January 2010): 1–9. http://dx.doi.org/10.1016/j.compgeo.2009.06.007.

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Islam, Mohammad, and Carthigesu Gnanendran. "Non-Associated Flow Rule-Based Elasto-Viscoplastic Model for Clay." Geosciences 10, no. 6 (June 10, 2020): 227. http://dx.doi.org/10.3390/geosciences10060227.

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We develop a non-associated flow rule (NAFR)-based elasto-viscoplastic (EVP) model for isotropic clays. For the model formulation, we introduce the critical state soil mechanics theory (CSSMT), the bounding surface theory and Perzyna’s overstress theory. The NAFR based EVP model comprises three surfaces: the potential surface, the reference surface and the loading surface. Additionally, in the model formulation, assuming the potential surface and the reference surface are identical, we obtain the associated flow rule-based EVP model. Both EVP models require seven parameters and five of them are identical to the Modified Cam Clay model. The other two parameters are the surface shape parameter and the secondary compression index. Moreover, we introduce the shape parameter in the model formulation to control the surface shape and to account for the overconsolidation state of clay. Additionally, we incorporate the secondary compression index to introduce the viscosity of clay. Also, we validate the EVP model performances for the Shanghai clay, the San Francisco Bay Mud (SFBM) clay and the Kaolin clay. Furthermore, we use the EVP models to predict the long-term field monitoring measurement of the Nerang Broadbeach roadway embankment in Australia. From the comparison of model predictions, we find that the non-associated flow rule EVP model captures well a wide range of experimental results and field monitoring embankment data. Furthermore, we also observe that the natural clay exhibits the flow rule effect more compared to the reconstituted clay.

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